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HomeMy WebLinkAbout4000 Bellache Ridge Rd - 194135101001INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, CO 81631 Telephone: (970) 328-8755 COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. REPAIR PERMIT NO. 1880-99R ORIGINAL PERMIT NO. 1332-94 OWNER: HEIDI AND JAMES JOUFLAS PHONE: 970-926-2442 MAILING ADDRESS: APPLICANT: LUIZA PETROVSKA, LKP ENGINEERING PHONE: 970-926-9088 SYSTEM LOCATION: 4000 BELLYACHE RIDGE RD., WOLCOTT, CO TAX PARCEL NO. 1941-351-00-053 LICENSED INSTALLER: SILVER TIP CONSTRUCTION. KEITH PEARSON LICENSE NO. 20-99 PHONE: 970-390.2913 DESIGN ENGINEER: LKP ENGINEERING, LUIZA PETROVSKA PHONE NO. 970-926-9088 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: EXISTING 1750 GALLON SETIC TANK, WITH AN ADDITIONAL 1000 GALLON TANK AS A PUMP COMPARTMENT, 1125 SQUARE FEET OF MOUNDED ABSORPTION AREA. SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN DATED 5/27/99. ALL ELEVATIONS AND DISTANCES MUST BE FIELD VERIFIED BY ENGINEER. ENGINEER IS RESPONSIBLE FOR FINAL INSPECTION. AS BUILTS ARE REQUIRED FROM ENGINEER WHEN SYSTEM IS COMPLETED. ENVIRONMENTAL HEALTH APPROVAL: W7 DATE: JUNE 3. 1999 CONDITIONS: I. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS, CONNECTION TO OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION OR DISPERSAL AREA: 1125 SQUARE FEET (VIA MOUND DF. S T GN ) INSTALLED CONCRETE PUMP TANK: 1000 GALLONS IS LOCATED DEGREES AND FEET FROM SEE DESIGN FOR SYSTEM COMPONENT TOCATTnNS_ COMMENTS: ; ' 'v 26 DA f t��It u ho CL/ a/ -Le /LL/ . IN ADDITION A INTERCEPTOR DRAIN WAS INSTALLED ON THE WEST STT)F nF TTTE MOUND PERTMETFR To DTVFRT RUNOFF FROM THE UPHTT.T. SIDE BEYOND THE LIMITS OF THE SYSTEM. ANY ITEM NOT MEETING REQUIREMENTS WILL BE CO ECTE7611,44u----bt� ORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. ENVIRONMENTAL HEALTH APPROVA DATE:JULY 16, 1999 Incomplete Applications Will NOT Be Accepted (Site Plan MUST be attached) ISDS Permit # IO� l Building Permit # 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: Ef D ( jft M E5 JO U F L 14S MAILING ADDRESS: PHONE : q2G-Z44 APPLICANT/CONTACT PERSON: LUI2P-TETP-OXJ6'-i4 4`LX10 CN6•IA*r- PHONE: qz6- agc9 LICENSED SYSTEMS CONTRACTOR: K ITH �C PHONE: COMPANY/DBA: SI L V-E4Z-T1 F & PSIIE�. ADDRESS: PERMIT APPLICATION IS FOR: ( ) NEW INSTALLATION ( ) ALTERATION (X REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: Lv+ 1 e bE-fte CvLCA SUBDIV/s l6y1 Tax Parcel Number: - --x, -,I _ r) n Physical Address: /j 000 n ELLy f4cge K- i BUILDING TYPE: (Check applicable category) (Residential/Single Family ( ) Residential/Multi-Family* ( ) Commercial/Industrial* TYPE OF ATER SUPPLY: (Check applicable category) (Well ( ) Spring ( ) Surface ( ) Public Name of Supplier: Lot Size: P—oA0 Number of Bedrooms Number of Bedrooms Type *These systems re ire design Lby_.a Registered Professional Engineer �I SIGNATURE: �' Date: �- �7 AMOUNT PAID: j�V ® RECEIPT # : J d-� DATE: o� 7 CHECK #: 1 j7? CASHIER: Community Development Department (970) 328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com July 16, 1999 James and Heidi Jouflas P.O. Box 129 Wolcott, CO 81655 EAGLE COUNTY, COLORADO Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 RE: Final of ISDS Repair Permit #1880-99R Tax Parcel #1941=351-00-053. Property location: 4000 Bellyache Ridge Rd., Wocott, CO. Dear Mr. & Mrs. Jouflas: ` 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, 4 Janet Kohl Environmental Health Department Eagle County Community Development ENCL:Informational Brochure Final ISDS Permit cc: files 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: June 3, 1999 TO: Silver Tip Construction Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 FROM: Environmental Health Division RE: Issuance of Individual Sewage Disposal System Repair No. 1880-99R. Tax Parcel # 1941-351-00-053. Property Location: 4000 Bellyache Ridge Rd., Wolcott, CO., Jouflas residence. Enclosed is your ISDS Permit No. 1880-99A. It is valid for 120 days. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications invalidates the permit unless otherwise approved. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County does not perform final inspections on engineer designed systems. Permit specifications are minimum requirements only, and should be brought to the property owner's attention. This permit does not indicate conformance with other Eagle County requirements. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files LKP Engineering, Luiza Petrovska LKP ENGINEERING, INC PAGE 01 Engineeriln , Inc. C r iL rEO 14C1CAL July 10, 1999 Heidi and James Jouflas RE: Juspeetlon of Septic System Installation P.O. Box 129 Lot 1, Bear Gulch Subdivision Wolcott, CO 81655 4000 Bellyache Ridge Road Eagle County, Colondo Project No. 99103 - Original Permit No. 1332-94 Repair Permit No. ISM"R Dear Reidi and Jaynes: At the request of Marvin from Vanderwalker Construction, on June 18 and 29, and July 8 and 9, 1999, we visited the construction site on your lot at 4000 Bellyache •Ridgo Road, Eagle County, Colorado. The purpose of our site visit was to observe the installation of the septic system. Thev installed the system in overall compliance with the septic system design, Drawing No. 99103 SD.DV G, dated May 27, 1999. The system was installed as shown on the above -named drawing. They installed I000-gallon., a precast, conomte tank for the pump. The delivery pipe from the purnp tank was 4-inch diameter pvc. It was connected -to the east end of the-2-inch center mmii'old. The laterals were capped at the ends. The mound dimensions were as shown en the design. drawing. Inspection ports were installed at both ends of the gravel bed. In addition they constructed an interceptor drain on the west side of the mound perimeter. The interceptor drain was 4 feet deep and rant parallel with the mound system. The purpose of'the perimeter drain is to intercept drainage runoff from the uphill side and divert it beyond the limits of the systelxi. If you have any questions, please do not hesitate to call. Sincerely, iLKP Engineering, Iii,29526 •, �� p� , �•,� alixa Petrovska, PH. 'President �'?• • �'�.�° -. .• r a 06 cc: Ms. Laura Faucet, Eagle County Environmental Health Division, fax: 3 28-7 185 Ck«d d=VVDpC5W 1Q3051. WPD P.O. Box 28.37, Edwards, CQ 81632, (970) 926-9088 Tel, (970) 926-9089 Fax, T-zttail: 1peog@•soow0&p.z1et EAGLE COUN [Y FAX COVER SHEEN' . EAGLE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT P.O. BOX 179 EAGLE, CO 81631 Ph:970-328-8755 Fax:970-328-8788 Date: 4047 TO: � e COMPANY:��" FAX #: 7� 0 FROM: NO. OF PAGES INCLUDING COVER SHEET REGARDING: Comments: If you do not receive all pages please call our office at (970) 328-8755 - DIMEN-SIONS SYMBOL DIMENSION (fee t) A 12.0 B 94.0 L) D 1.0 ;) E 2.0— F 1. 0. -D G 1.0 BED H 1.51%" 8 11.0 116.0 w 65.0 I I .0 - -- ------- -Y f)04 "V weanoul (Yerlryl 4—inch Diameter Building Sewer �D�NO TE.- T (verify) Existing, two-1000 Gallon Concrete Septic Tanks Proposed, npump and dosing amber min 20' (A,4 00 1 Cleanout (verify)- 4-Inch Diameter Building Sewer (verify) i Existing, two-1000 Gallon \` Concrete Septic Tanks Proposed, 10007n pump and dosing amber �K 4-inch Diameter Deliveiy Pipe x \ min 20' U \\ eter Central M ifold \ \ 2' \A -A \ 4' 1-1/2-in h Did ter Lo erforot with 1 4-inch i spaced at 30 in, Absorption Bed W=65' L=116' You min 10' f7 r2-7 0�1 21 -Ls = Z ) - -�,, I I = � -/. � -f 13'+ �) + -C 1 -i- t I = A I o QSZ- )--� b 47 11 -1 P (b)l Y (9)-� -ko —O-Dr� del , 2 I CX ►+�+� ,�]hb= rij -+ zi /Y x7d4T v/ -vlw ps 1i9 INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT 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. Please call for final inspection before covering any portion of installed system. OWNER: Heidi Palmer Jouflas MAILINGADDRESS: 1771 B Alpine Dr. City: Vail APPLICANT: James Jouflas PERMIT NO. 1332 PHONE: 476-8036 State: CO Zip: 8165,7 PHONE: 926-2442 SYSTEM LOCATION:4000 Bellyache Ridge Rd TAX PARCEL NUMBER: 1941-351-00-053 LICENSED INSTALLER: James Jouflas 33-94 LICENSE NO: DESIGN ENGINEER OF SYSTEM: INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1750 GALLON SEPTIC TANK ABSORPTION AREA REQUIREMENTS: SQUARE FEET OF SEEPAGE BED 1910 SQUARE FEET OF TRENCH BOTTOM. SPECIAL REQUIREMENTS: Install 50 infiltrator units in trenches. Install inpection portals at The end of each trench. Call for inspection prior to backfilling. ENVIRONMENTAL HEALTH APPROVAL: DATE: CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25- 10- 104. 1973. AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS. CONNECTION TO OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT AND CAUSE FOR BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. FINAL APPROVAL OF SYSTEM: (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION OR DISPERSAL AREA: 1910 SQUAREFEET. Via 50 infiltrator units in 3 trenches. INSTALLED SEPTIC TANK: 2000 GALLON 162 DEGREES 32t$" FEETFROM Outside cleanout next to house. SEPTIC TANK ACCESS TO WITHIN 8" OF FINAL GRADE AND PROPER MATERIAL AND ASSEMBLY _x YES —NO COMPLIANCE WITH COUNTY/ STATE REQUIREMENTS: X YES _NO ANY ITEM CHECKED NO REQUIRES CORRECTION BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS CORRECTED. COMMENTS: ENVIRONMENTAL HEALTH ENVIRONMENTAL HEALTH 'PLICANT / AGENT: =RMIT FEE PERCOLATION TEST FEE (RE -INSPECTION IF NECESSARY) RETAIN WITH RECEIPT RECORDS OWNER: RECEIPT # CHECK# Incomplete Applications Will NOT Be Accepted (Site Plan MUST be attached) It ISDS Permit # - E�a Building Permit # 6 3 Lin APPLICATION FOR INDIVIDUAL SEWAGE'DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. O. BOX 179 EAGLE, CO 81631. 328-8755/927-3823 (Basalt) ************************************************************************** * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" ************************************************************************** PROPERTY OWNER: MAILING ADDRESS: 1 �- - I Q C %+. v�� � � /� PHONE: 446, 203 C APPLICANT/CONTACT PERSON: PHONE:t2F,-�j LICENSED SYSTEMS CONTRACTOR: PHONE: 9 G-2yLi2 COMPANY/ DBA :� ADDRESS: �•L�.�'rX (,�`��- . "l�SS ****************** ******************************************************* PERMIT APPLICATION IS FOR: �4 NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: g �s .-k-1 1.4 P. Tax Parcel Number: I �-y, ) - 3-s i - 6> o - o `?� Physical Address: BUILDING TYPE: .(Check applicable category) Residential/Single Family ( ) Residential/Multi-Family* ( ) Commercial/Industrial* TYPE OF WATER SUPPLY: Well ( ) ( ).Public Name (Check applicable category) Spring ( ) Surface of Supplier: *These systems require des SIGNATURE: Yv V -nJ AMOUNT PAID: 5�C� Lot Size: W- c►c . Number of Bedrooms Number of Bedrooms Type by a Registered Professional Engineer Date: i **** ************************** ************* RECEIPT #: DATE: CHECK CASHIER: COMMUNITY DEVLOPMENT DEPARTMENT (303) 328-8730 EAGLE COUNTY, COLORADO June 20, 1994 Heidi Palmer Jouflas 1771 B, Alpine Dr. Vail, CO .81657 500 BROADWAY P.O. BOX 179 EAGLE, COLORADO 81631 FAX: (303) 328-7185 RE: Final of ISDS Permit No. 1332-94 Parcel #1941-351-00-053 Property located at: 4000 Bellyache Ridge Rd., Wolcott Dear Ms. Jouflas, 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*sys"tem. Be aware that later changes to your dwelling 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 328-8755. Sincerely, Laura S. Fawcett Environmental Health Specialist ENCL: Information Brochure Final ISDS Permit cc: files COMMUNITY DEVLOPMENT DEPARTMENT (303)328-8730 DATE: TO: FROM: EAGLE COUNTY, COLORADO May 5, 1994 James Jouflas Environmental Health Division 500 BROADWAY P.O. BOX 179 EAGLE, COLORADO 81631 FAX: (303) 328-7185 RE: Issuance of Individual Sewage Disposal System Permit No.1332, Tax Parcel # 1941-351-00-053 Property Located at: 4000 Bellyache Ridge Rd., Wolcott. Enclosed is your ISDS Permit No. 1332 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. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County does not perform final inspections on engineer designed systems. 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 Tania M. Busch -Weak at 328-8755. cc: files COMMUNITY DEVLOPMENT DEPARTMENT (303) 328-8730 EAGLE COUNTY, COLORADO DATE:April 7, 1994 Heidi Palmer Jouflas Parcel #1941-351-00-053 4000 Bellyache Ridge Rd., Wolcott Dear I.S.D.S. Applicant: 500 BROADWAY P.O. BOX 179 EAGLE, COLORADO 81631 FAX: (303) 328-7185 Your application for an Individual Sewage Disposal System (ISDS) Permit for #1332-94 has been received. Issuance of your permit is on hold until the following materials or fee(s) are submitted. Payment of $150.00 Application Fee Payment of $200.00 Percolation Test Fee Site Plan Licensed System Contractor (See attached list) Engineer Design X Other:a site visit by this department when the snow melts Please keep in mind that an incomplete ISDS permit application will result in delaying issuance of any corresponding building permits. If you have any questions please contact Tania Busch -Weak at, 328-8755. When calling or submitting information please reference your ISDS application #1332-94. Please submit information to: Eagle County Environmental Health Division P.O. Box 179 500 Broadway Eagle, CO 81631 Sub GEOLOGIC HAZARDS STUDY OF PALMER-JOUFLAS PROPERTY WOLCOTT SPRINGS AREA, EAGLE COUNTY, COLORADO November 30, 1993 Prepared for: Charles Palmer Heidi and James Jouflas Vail, Colorado Prepared by: W T.Cohan PE Dr. R G Young Grand Junction, Colorado TABLE OF CONTENTS r Page INTRODUCTION ................,.......................... 1 Historyof Project ................................. 1 Location and Area ................................ 1 Topography.........................................1 Previous Work ...................................... 1 PURPOSES OF THIS STUDY .................................. 2 SCOPEOF WORK ........................................... 2 Surveyof Geology .................................. 2 Drilling and Testing ............................... 2 RESULTS OF STUDY ........................................ 3 Geology.......................................... . 3 General Stratigraphy: ......................... 3 Mesozoic Rocks: 4 Cenozoic Deposits -Soils: 4 Pedological Aspect of Soils: ................ 5 Engineering Aspect of Soils: .................. 6 Details of Substratum: 9 The Big Picture: 10 GeologicHazards: ............................ 11 A Search for Hazards on the Property: ........ 11 Ground Water Regime:_.......................... 12 Structure: 13 SewageSystems .................................... 13 General Considerations: ...................... 14 Leach Field at Site of New Home: ............. 16 CONCLUSIONS AND RECOMMENDATIONS ........................ 16 REFERENCES ............................................. 19. ILLUSTRATIONS Figure No. 1: Geologic Map Figure No. 2: Stratigraphic Column Figure No. 3: Relationship Between Pedological Soil & Soil in the Engineering Sense Figure No. 4: Unified Soil Classification Chart Figure No. 5: Leach. Field Test Holes, South End of Jouflas- Palmer Parcel, Bellyache Ridge Plate No. 1: Topographic Map Showing Downslope Limits of Soil Stripes Plate No. 2: Surficial Geology Plate No. 3: Pedological Soil Map Plate No. 4: Structure Map LIST OF APPENDICES Appendix A: Logs of Test Borings Appendix B: Laboratory Test Results INTRODUCTION History of Project At the request of Knight Planning Services of Eagle, Colorado, the writers undertook a geologic hazards study of the Charles Palmer and the James and Heidi Jouflas properties near Wolcott, Colorado. This study was made in conjunction with a similar study conducted on the adjoining Travis Creek Subdivision No. 2. Geologic studies of these properties began on October 20, 1993, and auger drilling commenced on October 22, 1993. Both were completed on November 10, 1993. Location and Area The Palmer-Jouflas properties consist of approximately 90 acres of grass, sagebrush, shrub and timber lands located at the eastern edge of the Wolcott Springs development on Bellyache Ridge, just south of Wolcott, in Eagle County, Colorado. As seen in Figure 1, the Palmer portion covers all of the SW1/4 SE1/4 Sec. 26, T.4 S., R.83 W.; and the adjoining Jouflas land comprises all of the NW1/4 NE1/4 Sec. 35, T.4 S, R.83 W., 6TH P.M. Because the eastern portion of the properties is too steep for development, only the western portion, referred to here as the "Parcel", is discussed in this report. Topography The Parcel lies relatively high on the flank of Bellyache Ridge. Its surface rather_ accurately reflects the moderately dip of the underlying resistant Dakota Sandstone bedrock. Slopes are quite uniform, ranging from 1040 to 1280 feet per mile (19 to 22%). Elevations on the Parcel range from a low of 8,020 feet at the northern edge to a high of.8,560 feet on the small park at the southern extremity. There are no pronounced drainageways on the Parcel, an indication that runoff is not concentrated until it is much farther down slope. However, Bear Gulch flows eastward across the south end. Previous Work Portions of the Wolcott Springs area were mapped as a large landslide area by C..S. Robinson and Assoc. (1975) and Ogden Tweto (1979). In addition, there have been a series of studies made of all or portions of the Wolcott springs area. These include a geotechnical site evaluation of the Jouflas Ranch by Robert M. Thompson, Inc. in 1975; a.geology and engineering study of the ranch by Lincoln DeVore in 1978, two reports on septic system design for the Travis creek - 1 - Subdivision No. 1 in 1992, and at least four reports on soils, foundation designs, geologic reconnaissance and landslide stability on selected properties, all by Chen Northern Inc., in 1992. Most recently (1993) the writers, Young and Cohan, completed a geologic hazards study of the Travis Creek Subdivision No. 2, the.property bordering the Parcel on the west. PURPOSE OF THE STUDY The major purpose of this study was to determine the presence or absence of any geologic hazards or other potential problems on the property that could preclude its development as a residential area. Problems to be addressed were problems of area -wide instability such as rockfalls, landslides, slope failure and accelerated creep, as well as local or construction induced instability. also to be studied were leach field soil requirements. Not only were these problems to be identified; but, where possible, mitigations were to be suggested. Because of stringent building code requirements by Eagle County and the concern with the spread of developments into unstable terrain by the Colorado Geological Survey, it was understood that there was to be close cooperation and communication between the investigators and these two government entities. SCOPE OF WORK Survey of Geology During the study, all of the project area was fully examined on foot to locate all outcrops and note any other features that might have an adverse effect on the development of the property for single family dwellings. All exposed units are shown on the accompanying map (Plate 2). Not shown are minor outcrops created by road cuts. Drilling and Testing Subsurface evaluation consisted of drilling 21 holes at 11 sites. Six of the holes were drilled for soil percolation tests. Drilling was performed with a Simco Model 2800 HST truck mounted rotary drill employing 3 1/4" I.D. hollow stem augers. Standard Penetration Tests (SPT) were performed conforming to procedures specified by ASTM Designation D-1586, employing a 1 3/8" I.D. split tube sampler. In addition, relatively undisturbed samples were obtained using a 2 1/2" x 2" California spoon sampler. All test borings were advanced until practical auger refusal. 2 - Hole depths ranged from 1.5 feet to 10.5 feet. No free water' ` was encountered -in -any of the borings: The location of the test borings are shown on Plate 1 and Figure 5; bore hole logs are contained in Appendix A. When auger refusal was experienced at shallow depths, the holes were offset to verify if refusal might have been caused by bedrock instead of a random block of sandstone float. Separate samples of the various soil types were collected from auger cuttings and a representative suite was submitted for laboratory testing. The testing program consisted of the following: Dry sieve analysis; 3" x #4, ASTM D-422 Wet sieve analysis; #4 x #200, ASTM D-422 Hydrometer size analysis; -#200, ASTM D-422 Atterberg limits, ASTM D-4318 Swell / consolidation at 3 load increments, ASTM D-2435 Moisture content A suite of 28 specimens of Dakota sandstone was collected from outcropsLin the northwest of the Parcel. Unconfined compressive strengths were determined, employing a Soil Test Model RM 730 point load strength apparatus in conformance to International Society for Rock Mechanics (ISRM) recommended procedures. Percolation tests were conducted at two sites where exploratory borings ind dated that sufficient soil thickness for Leach fields -would be present A standard,. three hole,, test was conducted at a potential leach field site approximately -`ra( Meet` sout"li of`°- the Jouf as planned home site. Separate holes, 36" deep, were drilled, offset a suf"ficient distance to`preclude'`'communscat ion with the nearby test boring. Percolation test 'hole diameters were 7 to 7 1/2 inches. RESULTS OF STUDY Geology General Stratigraphy: The stratigraphy of this general area is relatively straight forward, as shown by the stratigraphic chart (Fig. 2). As can be seen in this illustration, some of the units are quite thin and.cannot be readily mapped in steep terrain. For this reason, the Curtis Formation was not mapped on Figure 1. Basement rocks are igneous, meta -sedimentary and meta -igneous crystalline rocks of unknown thickness. Overlying them are quartzites, sandstones, dolomites, limestones, shale and - 3 - saline deposits of Paleozoic (Cambrian, Ordovician, Devonian, Mississippian, Pennsylvanian and Permian) age. Paleozoic sediments in this area are approximately 12,000 feet thick.. Above them are some 14,000 feet of Mesozoic (Triassic; Jurassic and Cretaceous) age. Thin,. unconsolidated Cenozoic deposits of colluvium, alluvium and glacial origin mantle eroded outcrops of older rocks. Mesozoic Rocks: Of interest to us here are the Jurassic, Cretaceous and - unconsolidated sediments. The lowermost Jurassic unit is the eolian Navajo sandstone, that, together with the overlying wind -deposited Entrada Sandstone, forms a prominent 100 foot high cliff on the steep slopes east of the property. Above the Entrada are about 100 feet of yellow gray to pale green glauconitic sandstone and some oolitic limestone of the Curtis Formation that was formed in a shallow marine environment. Overlying the Curtis is the Morrison Formation of dinosaur fame. It consists of about 500 feet of interbedded lenticular sandstone, variegated and bentonitic mudstone, and some thin limestone, all of f.loodplain origin. Resting unconformably on the Morrison is the oldest Cretaceous unit, the Dakota sandstone. It consists of about 165 feet of floodplain, coastal plain and shoreline deposits that are primarily massive sandstone, except for a few thin black shale partings near the -top. This is the bedrock which underlies all of the subdivision and is exposed in a few places on the property. In most places much of this sandstone has been converted to a hard orthoquartzite by secondary quartz overgrowths. Resting on the Dakota is the Cretaceous Mancos Shale. It consists of about 5,000 feet of dark gray to black shale and some thin -bedded limestone, all of marine origin. It can be subdivided in to four units that are, from the base upward, the Mowry Shale, Benton Shale, Niobara Formation and Pierre Shale. All have been eroded from the area of the property, as have the 5,300 feet of the overlying Mesaverde Group. Together, the Mancos and Mesaverde form the bulk of the mountains immediately to the north of Wolcott. Cenozoic Deposits -Soils: The only unconsolidated materials mapped in this area by Robinson are of Quaternary age. They are soils, designated as colluvium (Qc), formed in place by weathering of underlying Dakota and other materials. It also contains much wind - transported silt, and ranges in thickness up to eight feet. In all but two small areas of the Parcel, Dakota bedrock is' concealed beneath uneven cover of substratum and an overlying blanket of topsoil (surface, subsurface and subsoil.), all referred to here as soil. In drill holes and at the outcrop, soils were found to range from less than an inch to more than 126 inches in thickness. The substratum ranges up ° to 8 feet thick on most of the Parcel, but in the flat area at the southwestern edge, it appears to be even thicker. The soils are discussed from both their pedological and engineering aspects. Refer to Figure No. 3 for the relationship between soil in the pedological and engineering senses. Pedological Aspect: The 1992 Soil Conservation Service report and Map No. 12 show four soil complexes to be present on the Parcel (Plate 3). The northern part of the Parcel is covered by their Map Unit 22 (Curecanti-Fughes complex 12 to 15 percent slope). This is an area of brush and grasses that is about 55% Curecanti very stony loam, 30% Fughes stony loam and 15% others. The Curecanti soil is deep and well drained, and formed in colluvium and alluvium derived predominantly from sandstone. About 20% of the surface'is covered with stones 15% is covered with cobbles, and 25% is covered with gravel. Typically, the upper part of the surface layer is brown, extremely stony loam, about 7 inches thick. The lower part is reddish -brown, extremely stony loam, about 3 inches thick. The upper 37 inches of the subsoil is extremely stony, sandy clay loam. The lower 13 inches is extremely cobbly clay loam. The Fughes soil is deep and well drained, and forms in alluvium and colluvium. Typically, the upper part of the surface layer is very dark, grayish -brown, stony loam about 10 inches thick. The lower part is very dark, grayish -brown, stony loam about 6 inches thick. The upper 20 inches of the subsoil is clay loam, whereas the lower 10 inches is clay. The next layer, to a depth of 60 inches or more, is clay loam. The central portion of the Parcel is mapped as Unit 16 (Charcol-Mord complex, 25 to 50 percent slopes). This is an area covered by aspen and conifers. Sixty percent of the complex consists of Charcol soil, a deep, well drained soil formed in residuum and colluvium derived predominantly from sandstone and quartzite. Typically, the surface layer is dark grayish brown, fine sandy loam about 20 inches thick. The subsurface layer is sandy clay loam about 11 inches thick. The subsoil, to a depth of 60 inches or more, is cobbly clay. At the'top of the hill on the south end of the Parcel, the soil Conservation Service map shows areas of Units 65 and 15. Unit 65 (Jerry-Millerlake loams, 1 to 6 percent slopes) covers an area of an acre or so at the southeast corner of the Parcel. It forms on alluvial fans and valley side slopes at elevations of 7,500 to 9,500 feet, where annual precipitation is 18 to 20 inches. The unit is about 50% Jerry soil, 40% Millerlake soil and 10% other types. - 5 - LEACHED HORIZON HUMUS BEARING HORIZON OF ACCUMULATION SOMETIMES CEMENTED TO HARDPAN, HUMUS BEARING WEATHERED TOP OF THE GEOLOGICAL DEPOSITS, NOT CONVERTED TO SOIL SUITABLE FOR PLANT GROWTH, INCLUDING THE HORIZON IN WHICH COLUMNAR STRUCTURE MAY DEVELOPE IN CLAYS SOFT, LOOSE GEOLOGICAL . I DEPOSITS, EITHER SOLID OR DRIFT, SUCH AS GRAVELS, SANDS, CLAYS PEAT, ETC. THESE MAY BE INTERBEDDED WITH ROCK WHICH, ESPECIALLY IN A DIPPING SERIES, . REQUIRES INVESTIGATION -Alt := A HORIZON ;V .-( HARD AND RIGID GEOLOGICAL DEPOSITS ROCK J O a O J O N co 0 D,m ZI w U) O Z cr w w z 6 U) Z W Q w I = Q F— Q Z � J O _ t_ FIGURE 3. THE RELATION BETWEEN PEDOLOGICAL SOIL AND SOIL IN THE ENGINEERING SENSE. (AFTER LEGGET, 1967) Ir CD O J O JIw oIa QIO a: w LL � J w- V_ CL 0: J al0 U) Jerry soil is deep and well drained, and formed in alluvium derived dominantly from sandstone and shale. Typically, the surface layer is dark grayish brown loam about 11 inches thick. The subsoil is channery clay loam about 23 inches thick: The substratum to a depth of 60 inches is very channery clay loam. Contained coarse fragments range from 15 to 35%, by volume, in a major part of the subsoil.and substratum. Millerlake soil is deep and well drained. It formed in alluvium derived predominantly from sedimentary bedrock. Typically, the surface layer is dark gray loam about 19 inches thick. The subsoil is clay loam about 11 inches thick. the upper 14 inches of the substratum is clay loam. The lower part, to a depth of 60 inches, is very cobbly loam. Unit 15 (Charcol-Mord complex, 12 to 25 percent slope) is mapped in the small nearly flat area at the southwest corner of the Parcel. This is an area capable of supporting aspen and conifers. Sixty percent of the complex is Charcoi soil, a deep well drained soil formed in residuum and colluvium derived mostly from sandstone and quartzite. Typically, the surface layer is brown, very stony, fine, sandy loam about 20 inches thick. The subsurface layer is very cobbly loam about 26 inches thick. The subsoil, to a depth of about 60 inches, is a very cobbly sandy clay loam. Thirty percent of the complex is Mord soil, a deep well drained soil.formed in residuum and .colluvium derived dominantly from sandstone and quartzite. Typically, the surface layer is dark grayish brown, fine sandy loam about 20 inches thick. The -subsurface layer is sandy clay loam about 11 inches thick. The subsoil, to a.depth of 60 inches or more, is cobbly clay. Engineering Aspect: The substratum consists primarily of sandy.silt and silty gravels of low to medium plasticity, overlain by a thin layer of dark organic silty topsoil and underlain by dense quartzitic sandstone of the Cretaceous Dakota Formation. The gravels consist of angular fragments of weathered sandstone. The sandstone fragments can be blocks as large as several feet in diameter and 6 or more inches thick. Encountering such blocks almost always resulted in no further advance of the augers (refusal). Previous studies indicated the substratum to contain clays of medium to high plasticity. However, our laboratory testing, specifically -200 mesh gradation by hydrometer analysis and determination of the Atterberg limits, indicates that the substratum units to contain non -plastic sandy silts and silty clays having low to medium plasticity. The typical subsurface profile consists of the following (in descending sequence): 1. Organic silt, low plasticity, moist, black to dark brown, 0.5 to 2.5 feet thick. (OL) (Topsoil) 2. Inorganic sandy silt, low plasticity, moist, light brown, minor quantities of weathered angular sandstone fragments as large as 3/4", 0 to 3.0 feet thick. (ML) 3. Silty gravels, low to medium plasticity, moist, light brown, moderate quantities of light brown weathered angular sandstone fragments as large as 1 1/211, 0 to 2.0 feet thick. (GM) 4. Inorganic clays and sandy clays of low to medium plasticity, red brown to dark brown. Moderately expansive. Minor to moderate quantities of angular fragments of light brown weathered sandstone, moist, 0 to-8.6 feet thick. (CL) 5. Inorganic sandy silt and rock flour of low plasticity, light brown, small quantities of angular fragments of weathered sandstone, 0 to more than 6.4 feet thick. (ML) 6. Weathered sandstone rubble, blocks of light brown sandstone as large as several feet in a matrix of non -plastic silty sands. Practical auger refusal. 7. Dakota sandstone bed rock. Weathered to fresh sugary and /or quartzitic sandstone.. Buff to light brown. Massive to poorly bedded. Weak, discontinuous jointing. Unconfined compressive strength 12,000 to 16,000 psi. The inorganic clay (unit 4) was encountered in only three test borings, TBJP-3-1, TBJP-4 and TBJP-5, near the small park at the southwest boundary of the Parcel. This unit lies immediately above the sandstone bedrock as well as above the thick zone of sandy silt and rock flour (Unit 4). SPT blow counts in this unit ranged from 22 to 58 blows per foot (BPF). A single swell / consolidation test indicated such material -to be slightly (2%) expansive. Average SPT blow counts for all subsoil units were - 7 - 3 -��E o < J 'tloowlt I-P to ttn _ M :.. t00 0 �- i-i�__ u • E f4Y s rE fii = o ` - i u n - rr:aH- pg oo ouum0u ssso%S 3 3 3 - • ' S R • •a : ° ° E v t8. vovf Won 'If'YS "d0 'M9 %f usVl stsl s70r1 1117115•ty• y ` i - i 1y C .A.01101 sop•pssgl W Vvt pswOA stleo7 (ms o.sn + E g ' o i h <[ a e OOZ 'ON urgf allows .0.1 o 1l tluy to doprs7uss uo 6v"Sdsp w g ' ° i l Nn] tlli u!olo "is punt puo 11.pA 10 tibofugl{0 mwol{Q � r' � g � li � . � : Z • p vo! l01g11usP1 Dloq npun uW16 so suc!imi oils ouamum u, Win] o!!s nois @m Y a h • E v H = F#, = E o e c- =-se.:iafis same raj w [,�•,o e` E v �.. «s§S£'_ v e vc .e `I{ r� Yo�g'S� cPe $Y➢Ea �:Y'oj 8jt <L[S os t €aSE°°�• .°R v[° Ee�.4°rh <„ as'•V p a c.g' yy Eess C. oc F O� L£ogaeE wra :le[F`f$' IEpf SEi ;i.a t °Ev OZIL Z a� oSo 4bfic � g=:.o ie T k,�•e._ hbSE i Ee° ot: ii t'- V r e oE! W H = « e [ d * jo I e `o a ! ' �' e _ a �YL 'i��� g ,gee`• r. - _ U q .E E : • E ° [ s = a s. ° e n = E a Eg _ Y$>.' ec� Jli W v I v F L - _ E` » ,o, n i = o u c cLL J1= < ' e F $ - gv E,; E°M 5 '$ ° t: Z o. ('�c�- c °=�i8 JI Z •, y j w d u ° z e [[ E ,p J 7 v = • av a� E ` uv S 3e:[jr Sri Y� VO a e S :' 8` a o': .', g z'e 8 i to :� F.'g;�:` [�S:g jp H e` 8 e Y $ Yg C� E§ E a ±� u§��ca=Yg_ F veh isgR�=rs OFF`l_'nrje -t ke 'O g a o .Y ue`�[Mi 7 3 a 7 o i w .=i n 'O o e o o m tJi o a u o w r i j A rLy � r y3 L °Sf it _ = o !`e vE _ `io` Es= Tgiz s 11 so W fi vS =`cha C: j o • `° ` = E - -� �u " R N a z $_ c► e �Y1 C. L s. e o E es �E 0� S_ o, c �� c°`� a m i Y. g s�`g.- B.2 -3 ` e _•'`- c� .2 `-o -� 3 0. u sefi �j £ e is '.�': Toge = p n �_ c ea `Ji +js ~•■ i a �rcu Z.:cgE►Fsa' Ist <: Is o c_ ._ i i a ► i g 3 a, s �- a �« A IS c w � o ( 1 tsv!1 lurovle (ow (wu!1Ppno°o w :pi v 5 y ��ss p $ 0u 1s sl lull ( sl0 pu/s/1 er soollll7 slpou/.r)� $ c e . s /1711rr/ Mr71] i7r1( J . E $ , O Mfllll 117trrw ,Orr/ r'ql] Mll/1 {errl z m e = ° ° j • S 3 - g + 8 e J ° o o51W1 "itos uoVl 1/leas6 » 8' y r (.sill /es!s s ON 041 of J!W!l Plnb!l 1!e!I gnbll h i a ,: c h �: + C j_ E c v e e Iva N /embs to Pssn low 01n _T sVl'tu0!lovimq] !onsls 1oi1 o u < g ,v, g "' u , a t /Arl] Orr Bill$ SArl] err $ill{ _ - C r " • s O ° r i a ° c �r Ynt $Mn o ON uo44 1sb+e! s! -11l1 Mrl/ ► -ON usVl uslfews S! i Y E ll]Wssmos I N 41" •vVf Won -%—S ssloo] so I I" •NWost 1 u r r = � uo - 9176rr/ /errs ,( s. (#A@ priou "I Of sips!• mmt"d lsgfo•n 144 lnoge is 41111 pe/p 002'441 /VAI =O -0 < c Y W = ~ n else sesn ooi 'eN vovl T*Ti--n a lanlew to floV •oVl Won a!s s.ov OOL eN vBVI �IhB q I°!r1owP IIsV uw( •»M o 0 ' silos 0701Irre 7911roo 91100 07NIr1H 701IJ (56 'd s]YA ( 0/r O 94os/o essentially the same, viz: Table No. 1: Soil Type Number of Tests ML 3 GM 3 CL 6 GC 1 SS*. 1 SPT Test Results .Blows per Foot Mean Minimum Maximum 41 _ 31 55 39 29 51 38 22 58 36 50 for 6 inches * Weathered sandstone The relative firmness of the subsoil units would be classified as "hard" according to the criteria given in the following table, which has been excerpted from the U.S. Bureau of Reclamation publication "Earth Manual" at page 298. Table No. 2: Relative Firmness of Cohesive soils from Standard Penetration Tests Blows per Foot Consistency Less than 2 Very soft. 2 - 4 Soft 4 - 8 Medium 8 - 15 Firm 15 - 30 Very firm More than 30 Hard The unconfined compressive strength of the Dakota sandstone bedrock is essentially the same both normal and parallel to the foliation or bedding, 12,000 to 16,000 psi (83 to 110 Mpa). As such, the rock would be considered "strong" (grade R4) in the ISRM Rock Strength Classification System. The presence of weathered joint surfaces reduced the specimen strengths 1,000 psi or less. However, the overall strength of a rock mass is function of the joint spacing and joint surface characteristics ("weakest link" phenomena). Two prominent joint sets were observed and spacings ranged from 6 to over 36 inches. Therefore, the Dakota Sandstone is considered to be a competent foundation, except where it might contain three or more systems of closely spaced joints. Such a condition was not found where the Dakota was observed in outcrop. If such a condition were identified at a proposed building site, the competency of the rock mass should be evaluated by employing accepted procedures for the evaluation of the strength of jointed rock masses. Table No. 3: Point Load Test Results, Dakota.Sandstone Loading No. of Strength, psi Variance Directionx Tests Mean Minimum Maximum % Normal 16: 9,740 1,150 28,090 76 93 14,100 8,520 28,090 48 Parallel 122 12,435 1,430 20,345 55 83 16,300 11,090 20,345 25 (1) Relative to foliation (2) All specimens (3) Excluding failures on weathered joint surfaces Details of Substratum: Our work has shown that the substratum is a somewhat more consolidated unit, a mixture of hard white to reddish -brown silty clay of low to medium plasticity; light tan silt or rock flour of low plasticity; and angular to subrounded granules, pebbles, cobbles and. boulders of sandstone. The substratum ranges from 0 to 8 feet in thickness, rests on bedrock throughout most of the property, and is mantled everywhere by a few inches to a few feet of topsoil. On the relatively flat area at the extreme south end of'the Parcel, where soils cover truncated Dakota and Morrison sediments, thicknesses of both topsoil and substratum seem to be relatively uniform. But on the north -sloping surface of Bellyache Ridge, where soils lie on the Dakota dip slope, the variation is pronounced and is expressed as a series of lobate wave -like features, extending for hundreds of feet, essentially parallel to the topographic contours (Plate 1). These wave -like soil -features continue westward for thousands of feet across the adjacent Travis Creek properties. The thickest deposits of these waves are at the fronts of the larger lobes, where they cause the slope to increase from an average of 11- (20%) to as much as 20- (36%). On the back side of some waves, slopes flatten to as low as 5- (9%). These wave -like features were interpreted as expressions of accelerated - 9 - creep by previous workers, but we have another explanation. The materials comprising the substratum of the wave -like features appear to consist of a mix of glacial till and glacial outwash, with some alluvial, lacustrine, gravity and eolian deposits. These wave -like features are present over much of the upper slopes of Bellyache Ridge, being most prominent in the Bellyache Ridge Subdivision, at the top and becoming almost indiscernible just north of the north margin of the Parcel. Where a road has been cut through one of these lobes, it commonly exposes a mass of debris, ranging in size from clay or silt to boulders three feet or more in diameter. The Big Picture: Surficial materials on the north flank of Bellyache Ridge are actually a classic example of an ancient Pleistocene solifluction complex, somewhat subdued by a mantle of soil, and a living cover of vegetation that varies in composition with increasing elevation, a reflection of present-day plant life zones..Similar solifluction materials are found in polar latitudes and in glacial border areas where water from melting ice is prevented from downward percolation by the presence of frozen ground at shallow depths. Here the water oozes to the surface and -acts like rainwash by carrying finer soil particles downslope by this major translocation process (vonEngeln, 1942). In the periglacial environment at the margins of ice caps or ice sheets, repeated freezing and thawing of surficial materials produces what is called "patterned, ground", a variety of soil configurations that are indicative of the nature of the surface on which they form and the materials of they are composed (Thornbury., 1954). The most simple form is the "soil polygon", a large mudcrack-shaped, multi -sided structure up to 30 feet in diameter, separated from -adjacent polygons by small bounding ridges and open fractures and composed of fine materials. It forms on relatively flat surfaces, as does the "stone polygon" or "stone net", a similar form found where surficial materials are mostly stones. Here, frost wedging causes the stones to work outward from the interior to the margins of the polygon, where they form raised stone borders. Where moderate slopes are present, some downslope.movement occurs to produce "stone garlands". On still steeper slopes, the nets become more distorted to form "stone stripes" or "soil stripes", long ridges of soil and rock subparallel to the surface contours, like those on the Parcel and the the adjoinig Travis Creek property. Thus, the series of stone -soil - 10 - stripes mapped here do not represent successive waves of solifluction materials moving downslope, but rather a series of soil stripes working slowly downslope, simultaneously, about 12,500 years ago. Since that time there has been no movement, but a soil has formed on it. Geologic Hazards: Previous workers in this region have mapped several types of geologic and topographic features indicative of mass -wasting processes, those weathering and debris movement phenomena that have modified the landscape since the last great climatic event, Pleistocene glaciation 12,500 years ago. Specifically, they have mapped such features as debris slides, slope failure complexes, talus and accelerated creep. However, the geologic hazards map of Robinson (1975) shows the Parcel to be an area of stable colluvium and bedrock on moderate.to gentle slopes. There is no evidence for debris slides on the property; however, nearby solifluction features noted by earlier workers have caused concern about development in this area. The most prominent of these are the large-scale combined debris slides, mudflows, debris flows, and landslides constituting the "Big Slide" approximately one thousand feet lower and a -good mile to the north and northwest of the Parcel. A second area of slope failure has been noted at the north end of section 26, about 1/4 mile north of the Parcel. There was a small Dakota rockf all here several years ago, after it was undercut by Interstate 70 highway construction. Also, a tiny slump, perhaps 20 feet wide, has occurred in the Benton Shale in a cut on the Bellyache Ridge Road, just south of its intersection with Interstate 70. The solifluction debris comprising the oldest, and topographically lowest, portions of the Big Slide appears to have been derived from Benton Shale in the cirque -like bowl in sections 19, 20 and 29; whereas the younger, upper portions seem to have come from pre - Dakota sediments in a shallow basin above and south of the Dakota outcrop in sections 28, 29 and 33. From there, this later debris moved.northward through a stream gap in the Dakota ridge and thence down the dip slope over the older "slides" toward the Eagle River. Similar debris -probably flowed northeast from the crest of Bellyache Ridge and down Bear Gulch to the Eagle River. A Search for Hazards on the Property: The stability of the materials constituting the soils on the property can be observed in many places along - 11 Bellyache Ridge Road, the main access to the Bellyache .Subdivision. After leaving U.S. I-70 near Wolcott, this road climbs up the north flank of the Ridge for about 4 miles before reaching the summit. In the first 2 miles, it cuts through several thick lobes of solifluction material before crossing the broad, undulating surface of the youngest of these formerly fluid or semifluid masses of solifluction debris that moved northward downslope from nearer the top of the Ridge (8,000 to 9,200 feet) to form the large solifluction complex or Big Slide discussed above. For 2 miles above the Big Slide, the road continues up the flank and crosses at least 10 lobes (soil stripes) of Qc. This road was constructed.some 18 or more years ago, yet in none of the cuts is there any evidence of recent slope failure. Previous workers also reported the presence of pistol butting in tree.in this area, a feature that indicates downslope movement of surficial materials that causes trees, particularly saplings, to.first bend downslope and then turn upward to again grow vertically. Such obvious bending is generally due to accelerated creep of soils on steep slopes, but may also reflect downslope movement of unstable substratum materials. A concerned effort was made to locate any such pistol -butted trees. A few Douglas firs were found to exhibit such a profile, but within a few feet were an equal number of firs inclined up slope -and in various other directions, suggesting distortion by root jacking or by heavy snow while the trees were very young. Along the surfaces of many steep road cuts, aspen saplings may show pistol butting, as a consequence oh heavy snow adhering to and sliding down the face of the cut. Additional evidence of stability can be found in tree rings. The stumps of fir trees on adjacent lands, some logged about 1975, show a series.of growth rings indicating that many of them were standing there at least 114 years ago. Neither the stumps, nor monarchs still standing nearby, show any pattern of pistol butting. Ground Water Regime: The absence of .any signs of any soil instability on the Parcel suggests that the 20 or so inches of annual precipitation that falls on this mountainside runs off as surface drainage or sinks into the porous soil and percolates rapidly downslope without any significant penetration or mobilization of the soil. Evidence for such downslope movement of water was seen in several boreholes where some dampness was encountered at the contact between the soil and the underlying hard silt and other materials of the substratum. Soil moisture - 12 - contents ranged from less than l% to 12%, with the median value being 8%. As a further evidence of the lack of penetration of the substratum by ground water, stands of aspen trees on other thicker lobes of Qc are commonly stunted, gnarled, and have dead limbs, an indication of their inability to obtain sufficient water or send their roots into the more -compacted substratum. Indeed, the latter is generally dry and contains very few roots or rootlets. Apparently, this dense substratum has resulted in shallow rooting in some aspen stands, and may account for the large number of trees felled by the wind. It is also probable that some of the moisture falling on the surface percolates downward to the Dakota, where it enters that aquifer through the fractures described below. Structure: From the geologic map (Figure 1), it can be seen that the Parcel lies on the east side north -plunging Burns syncline which, because of'the relatively thin mantle of Qc, is closely mimicked by topography. Dips across that part of the Parcel vary from 15 to-,20 degrees, and the direction of dip is generally N.5-W., except where it is disrupted by a small anticlinal wrinkle plunging toward the northeast. Just north of the flat area at the south end of the Parcel, the dip steepens on an apparent monocline, or possibly the north limb of another small anticlinal feature that has been mostly removed by erosion and concealed beneath a blanket of glacial and solifluction debris. There is no evidence of.faulting on the property, but where the Dakota is exposed, two strong high -angle joint sets were observed in the uppermost sandstone bed. The dominant set strikes N.70-E. and shows a 3 to 36 inch spacing pattern. The subordinate set strikes N.35�W. and has a spacing of about 96 inches. Some of the joints have been filled with calcite or secondary silica. 'sdwage -Sy stems .; Percolation test results. ranged from 25`to 48 minutest. per inch (MPI)i�.. Current Eagle County codes specify an acceptable range of 5 to 60 MPI for conventional soil absorption systems, consisting of trenches or shallow fields. - 13 - Table No. 4: Percolation Test Results Hole No. Location Percolation Rate Minutes/Inch PTJP-5B Leach field 48.3 PTJP-5A Leach field 33.3 PTJP-3B Leach field 25.4 Mean 35.7 TBPJ-6 TBPJ-6 52.8' General Considerations: Eagle County codes require that the bottom of absorption trenches be no less than 4 feet above bedrock and/or ground water. Thus, 6 to 7 feet of soil thickness is required for conventional soil absorption systems. Such soil thickness may be obtained by siting the absorption fields on the previously described soil ridges. In areas�a of shallow soil cover engineered systemswithimported so; l.: {to ..obtain_ adequatAethckness wi la . be requi red. The possibility the saturation of subsoil from the extensive use of soil absorption systems might mobilize unstable soils has long been a matter of concern.'Chen- Northern, 1992, briefly evaluated the potential impact of 120 - 140 residences on the north slope of Bellyache Ridge using individual systems. They concluded that development of this.magnitude could result in potential mobilization of soils within the "landslide" area. However, their study assumed 20 - 80% infiltration of precipitation and that effluent discharge into the subsoil could reach 80 to 95 acre-feet per year, equivalent to 2 to 8% of their estimated annual infiltration of precipitation. Two principal assumptions contained in the Chen -Northern study are controversial: the designation of "landslide" areas and the rate of infiltration. Our work refutes the existence of major landslides areas. The infiltration rate was assumed to be as high as 80%. As infiltration rates will vary locally due to slope, vegetation cover and soil permeability, rational estimates of the volume of infiltration can only be based upon field measurements. Procedures for such measurements are described in ASTM and U.S. Bureau of Reclamation publications. Infiltration measurements should be incorporated in the permitting and design process for soil absorption systems on Bellyache Ridge. We believe - 14 - N. J L sir 6-U E-S 449USE PT 0JP-3A 0JP-3-1 PT 0JP-3C SCALE 0 5 10 20 30 40 50 FEET FIG.5 - LEACH FIELD TEST HOLES, SOUTH END JOUFLAS-PALMER PARCEL, BELLYACHE RIDGE. this would be more desirable than imposing arbitrary standards, such as "twice the annual precipitation rate". As the property is located on the north slope of Bellyache.Ridge, evapotranspiration systems may not function effectively during the winter months. In addition, existing well permits require that 90% of the ground water withdrawn must be returned to the aquifer, Inter-Moutain Engineering, 1992. This stipulation effectively precludes the use of evapotranspiration systems. The Inter -Mountain study also evaluated techniques to reduce residential water consumption. The; study, concluded that a 20% reduction in average daily flows could.be achieved with the i-nstallation of water -saving devices, such as .reduced flow shower heads and fronts loading automatic washers, However, over the long term, such a program would be difficult to effectively enforce. Some of the joints in the Dakota Sandstone are filled. with calcite and silica,, and appear to be impermeable. The quartzitic nature of the rock mass itself suggests that the hydraulic conductivity is principally a function of the intensity -of jointing and the condition of the joints (open or healed). Thus, in areas where the Dakota is massive, with little jointing, downward . percolating meteoric water and absorption field effluent may tend to concentrate at the soil -bedrock interface or,. where present, -at the top of the basal clay unit. The concentration of excess quantities of fluids could accelerate soil creep in areas of steeply dipping bedrock. In such areas, soil absorption systems should be designed to minimize the concentration of effluent on bedrock. Consideration should be given to increasing the required absorption area and lengths of absorption trenches for a given effluent volume.This would distribute the effluent over a larger volume of -soil, thereby reducing the rate of soil saturation. The possibility of requiring excess capacity to enable portions to remain idle ("rest") in rotation has merit but would be difficult to monitor and enforce. Serial distribution systems will be required where..=.> slopes are too_steep-for..continuous absorption trenches. "'Such systems.must be designed to.,ensure uniform distribution. of ef-fluent to each ce1n-l. Standpipe piezometers should be installed at each cell to verify that effluent is being uniformly distributed. . - 15 - Leach Field at site of New Home: After several attempts to find an area of adequate soil depth, a candidate leach field was identified approximately 1'00 feet x�south. of `the Jouflas' ` planned new home located east of .#- s;ma11 park nea`z the 'southwest w corner -""of``the Parcel. The leach field site is identified on Figure 5, being bounded by percolation test holes PTJP-3B, PTJP-5A and PTJP-5B. Test boring JP-5'ways= dr:.-illed to a depth of 9.67 feet rand 'terminated in w i;norganic..:sandy silt and rock flour with no evidence of a shallow ,water table. Thus, at least 91 feet of suitable soil is present, satisfying Eagle County requirements for minimum soil thickness. The log of this test boring is contained in Appendix A. Earlier attempts to locate suitable sites to the east and at somewhat lower elevations resulted in the failure to. identify sufficient soil depths, except in the case of JP-4. However, some of the percolation test holes drilled about this latter hole encountered shallow bed rock. The drilling determined that soil thicknesses diminish somewhat rapidly to the east as one approaches the crest of Bellyache Ridge. Locating a leach field too close to this point encourages the risk of effluent seeping to the surface, a very -undesirable situation. o' T averagie percolation rate for the leach field site is s `G _36 MPI and the range is 25.4 to. 48. 3 MPI ( Table 4 ) . All these values lie within range of acceptable values, ` according to current County standards. A rough profile level circuit, using a hand level and Jacob staff, indicates that the surface elevations of the leach field site and new home site are essentially the same. CONCLUSIONS AND RECOMMENDATIONS Because of the lack of any evidence for mass movement of.any of the soil features in historic time and the nature of the dense substratum (the mix of clay, rock flour, sand ,silt and rock fragments in the old solifluction material), we conclude that the surficial materials (both soil and substratum) on the Jouflas-Palmer property must be considered stable under present climatic conditions. We also recognize that, under conditions -of greatly increased saturation, some of the material could possibly become mobile. In order to preclude any possibility of remobilizing the solifluction debris on the steeper slopes, limits should placed on the use of water for lawns, flower gardens and shrubs. perhaps on the order of twice the annual -16- precipitation of 20 inches of moisture. owners should -be encouraged to utilize native vegetation, where possible, to -minimize the problem of over watering. The apparent low yield of the water wells completed in the Dakota Sandstone should likewise discourage the development of extensive irrigated landscapes. However, as is frequently the case with low -yield aquifers, the potential for well overdraft exists and some form of local production control or regulation will probably be required. i A competent soils engineer -must be consulted for. - recommendations for foundation design and for leach:- field designandsiting:'. The following points are salient to the issues of.foundation and leach field design: (1) Soil strengths appear to be adequate to support foundation loads of multistory residential buildings; however, site and design -specific �f the ,ot ..w iVcua.�, i investigations, with additional soils testing will be required. (2) Where measured, soil percolation rates meet Eagle County standards for individual sewage effluent soil absorption systems. However, in some instances, absorption f1elds,;ma-ym:have to larger than normal, and may be located upslope from the dwelling in order to be sited in soils of adequate depth. (3) Where possible, absorption fields should be located within the boundaries of "soil stripes" to provide adequate soil depths and absorption volumes. (4) Evapotranspiration systems are not recommended, due to winter freeze up and possible violation of well permit stipulations requiring recharge of ground water supplies. (5) Shallow ground water tables were not found in the area of study aand should not present a�problem with respect to foundation stability or soil absorption systems. (6) Serial distribution systems will be required :for soil absorption systems°on -the steeper slopes. (7) Soil absorption systems sited on steeper slope>s, should contain 30 'to 501 greater than design - capacity and provide for rotation to prevent excessive saturation at the bedrock`-s,ubstratu,m interface. -17- (8) Standpipe pie zometers should be required in each cell of a serial distribution soil absorption system. (9) Field infiltration tests should be incorporated in the design requirements for soil absorption systems at sites where slopes are steep or the potential for mobilization of the substratum exists. Respectfully submitted; �y W T Cohan PE Dr. R Yo g November 25, 1993 18 - REFERENCES Charles S. Robinson, Inc., 1975, Environmental and Engineering Geologic Maps for Land Use, Eagle County, Colorado: Prepared for Eagle County, Eagle, Colorado. Chen -Northern, Inc., 1992, Preliminary Subsoil Study for Foundation Design, Proposed Subdivision of Lot 7, Wolcott Springs, Bellyache Ridge Road, Eagle County, Colorado: Prepared for Knight Planning Services, February 11, 1992 (Job No. 4 193 92). -------------------, 1992, Preliminary Subsoil Study for foundation Design, Proposed Subdivision of Lots B-1, C and D, Wolcott Springs, Bellyache Ridge Road, Eagle County, Colorado: Prepared for Hall and Hall Mortgage Corporation, February 24, 1992 (Job No. 4 193 92-1).. -------------------, 1992, Geologic Reconnaissance Study, Proposed Travis Creek Subdivision, Bellyache Ridge Road, Eagle County, Colorado: Prepared for Wear and Rosen, June 10, 1992 (Job No. 4 193 92-1). ----------------- 1992, Summary of Landslide Stability Findings, Proposed Travis Creek Subdivision, Bellyache Ridge Road, Eagle county, Colorado: Prepared for Wear and Rosen, June 24, 1992 (Job No. 4 193 1626). Inter-Mouintain Engineering, Ltd., 1992, Recommendations for Septic Systems for Lots 1 through 4 in the Travis Creek subdivision, Project No. 92231E. --------------------------------- 1992, Reduction of the Average Daily Flow for a�Septic System Design, Lot 1, Travis Creek Subdivision, Project 92231E. International Society for Rock Mechanics Commission for Standardization of Laboratory and Field Tests, 1978, Suggested Methods for the Quantitative Description of Discontinuities in Rock Masses, International Journal of Rock Mechanics, Mining Sciences and Geomechanics Abstracts, Vol. 15, No. 6, pp. 318-368. ----=--------------------------------- r 1972, Suggested Methods for Determining the Uniaxial Compressive strength of Rock Materials and the Point Load Strength Index, Document No. 1, 1972. - 19 - Legget, Robert F., 1967, Soil: Its Geology and Use: Geological Society of America, Bulletin 78, pp. 1433-1460. Lincoln DeVore Testing Laboratory, 1978, Preliminary Geologic Investigation Vail Springs Subdivision, Future Filing at Wolcott, Colorado: Prepared for Denton and Gutting, Eagle Colorado, July 27, 1978. Robert W. Thompson, Inc., 1974, Geotechnical Site Evaluation, Jouflas Ranch: Prepared for George P> Jouflas, Wolcott, Colorado, May 14, 1975, (Job No. 2069). Soil Conservation Service, 1992, Soil Survey of Aspen - Gypsum Area, Colorado, Parts of Eagle, Garfield and Pitkin Counties. Thornbury, William D., 1954, Principles of Geomorphology: John Wiley and Sons, Inc. N.Y. Tweto, Ogden and Others, 1972, Geology Map of the Leadville Quadrangle, Colorado: U.S. Geological Survey Map I-999. U.S. Department of the Interior, Bureau of Reclamation, 1974, Earth Manual- A Water Resources Technical Publication, Second Edition, Washington, D.C. von Engeln, O.D., 1942, Geomorphology: The Macmillan Company, N.Y. Young, Robert G. and Cohan, W.T., 1993, Geologic Hazards Study of Travis Creek Subdivision No. 2, Wolcott Springs Area, Eagle County, Colorado: Prepared for B.B. Andersen, Wolcott, Colorado, November 25, 1993. - 20 - Vi A Y yyrr Y > - OF . r / \ c r RWer ' d ° `. '` o z 0 i ' RNS SY x w e�stote I I ,t !rL i c N \ cy O / \ p � Q In N `aAe to ao ee fit �� 1' \ it •� t � J�1 cr N OD N • . Ki i � \ �� / i 17 1 � � Y 1 •N•- J ail \� �► .' r N to c t FK 40 L. in N c W W m 0 0 0 o Q o V \ \"f n Q> Z coo Z > H . v\\ n n\ \ v� 0. O 1- Y v beY E e° ERA SYST EM FORMATION THICK. L I T H 0 L 0 G Y CEN OIC QUATERNARY - Black to gown loam SOLIFLUCTION DEPOSITS 0-8 Brown to reddish -brown hard sand co Marginal marine, deltaic,and MESAVERDE GROUP 5300 caastbl plain sandstone sllafeacoal CRETACEOUS PIERR E SHALE V MANCOS SHALE 5000 Dark calcareous marine shale NIOBRARA FM. BENTON SHALE O. MOWRY SHALE N O Marginal marine and f luvial sandstones DAKOTA SANDSTONE 165 W MOR R i S O N FORMATION 500 Sandstone and mull !colored clay shales J U RA SS I C Yellow to reen son stones limestones CURTIS FORMATION 100 ENTRADA SANDSTONE 50 Pale orange eollon sandstone NAVAJO SANDSTONE 50 Orange to white eoitan sandstone CHINLE FORMATION 1000 Red fluvidlmudstone a sandstone .TRIASSIC STATE BRIDGE .FORMATION 4000 Orange to brown sillstoneand sandstone PERMIAN WEBER SANDSTONE 100 White marginal marine sandstone MAROON FORMATION 2000 Red shale, siltstone, sandstone, Eonglomerate and some limestone '- — — — — — Minturn is gray, yellow and red shale, EAGLE sandstone and conglomerate MINTURN VALLEY 6000 FORMATION PENNSYLVANIAN ITE Eagle Valley is salt, anhydrite, V gypsum and black shale O O BELDEN FORMATION • 600 Graytoblk. shale, limestone a sandstone W MOLAS FORMATION 20 Variegated clays with chert Pebbles -j cL MISSISSIPPIAN LEADVILLE LIMESTONE 200 Massive gray limestone GILMAN SANDSTONE 20 Gray sandstone D EVON IAN DYER DOLOMITE 100 Fossiliterous dolomite and limestone PARTING QUARTZIT E Graysandstone and shale ORDOVICIAN HARDING SANDSTONE 25 Gro to brown sondslone MANITOU DOLOMITE T5 Limestone and flat-pe ble congimerate CAMBRIAN PEERLESS FORMATION 150 Shole,dolomite and limestone____ Quartzite and quortzltic sandstone Various metosedlments a Igneous rks. SAWATCH QUARTZITE 500 PRECAMBR IAN IDAHO SPRINGS FORMATION ? a FIG.2—STRATIGRAPHIC COLUMN FOR BELLYACHE RIDGE APPENDIX A BORE HOLE LOGS APPENDIX A: BORE HOLE LOGS Boring No. TBJP-1 Started: 10/22/93 Total Depth: 3.13 feet Completed: 10/22/93 Ground Water Depth: none Interval, ft. Description 0.00 - 1.42 Organic silt, dark brown to black, low plasticity, moist. (OL) 1.42 - 3.13 Weathered sandstone fragments, angular, up to 1" dia, light brown, non -plastic, moist, refusal on weathered sandstone, 3.00/1.25/50. (GM) Boring No. TBPJ-2 Started: 10/22/93 Total Depth: 2.13 feet Completed: 10/22/93 Ground Water Depth: none Interval, ft. Description "0.00 - 0.83 Organic silt, dark brown to black, low plasticity, moist, (OL) 0:83 - 1.92 Inorganic silt, light to medium brown, low plasticity, weathered sandstone fragments up to 1" dia., moist. (ML) 1.92 - 2.13 Light brown weathered sandstone, non -plastic, moist, refusal at 2.13 feet. Boring No. TBJP-2A Started: 10/22/93 Total Depth: 1.50 feet Completed: 10/22/93 Ground Water Depth: none Interval, ft. Description 0.007 1.08 Organic silt, dark brown to black, low plasticity, moist, (OL) 1.08 - 1.25 Inorganic silt, light to medium brown, low plasticity, weathered sandstone fragments up to 1" dia., moist. (ML) 1.25 - 1.50 Poorly graded light brown silty sand and angular sandstone fragments, non -plastic, moist, refusal on weathered sandstone. (GM) A - 1 APPENDIX A: BORE HOLE LOGS Boring No. TBJP-2B Total Depth: 5.50 feet Ground Water Depth: none Interval, ft. Started: 10/22/93 Completed: 10/22/93 Description 0.00 - 0.92 Organic silt, dark brown to black, low plasticity, moist, (OL) 0.92 - 2.92 Inorganic silt, light to medium brown, low plasticity, weathered sandstone fragments up to 1" dia., moist. (ML) 2.92 - 3.50 Poorly graded light brown silty sand and angular sandstone fragments, non -plastic, moist. (GM) 3.50 - 5.50 Clayey gravel, plastic fines, reddish brown fines, angular fragments of light brown sandstone, moist, 4.50/12/36, 11.9% moisture. (GC) Boring No. TBJP-3 Total Depth: 3.42 feet Ground Water Depth: none Started: 10/24/93 Completed: 10/24/93 Interval, ft. Description 0.00 - 1.17 Organic silt, dark brown to black, low plasticity, angular sandstone fragments 1/2" - 1" dia., moist, (OL) 1.17 - 3.17 Inorganic silt, light to medium brown, low plasticity, weathered sandstone fragments up to 1" dia., moist. (ML) 3.17 - 3.42 Poorly graded light brown silty sand and angular sandstone fragments, non -plastic moist, refusal on weathered sandstone, 3.42/0/10. (GM) Boring No. TBJP-3-1 Total Depth: 5.00 feet Ground Water Depth: none Interval, ft. 0.00 - 2.50 2.50 - 3.50 3.50 - 4.67 4.67 - 5.00 Started: 10/24/93 Completed: 10/24/93 Description Organic silt, dark brown to black, low plasticity, moist, (OL) Poorly graded light brown silty sand and angular sandstone fragments, non -plastic, moist. (GM) Inorganic, silty clay, reddish brown, low plasticity, moist, 4.00/06/08. (CL). Light brown weathered sandstone, non -plastic, refusal at 5.00, 5.00/0.5/50. A - 2 APPENDIX A: BORE HOLE LOGS Boring No. TBJP-4 Started: 10/24/93. Total Depth: 10.50 feet Completed: 10/25/93 Ground Water Depth: none Interval, ft. Description 0.00 - 0.83 Organic silt, dark brown to black, low plasticity, moist, (OL) 0.83 - 1.42 Inorganic silt, light to medium brown, low plasticity, weathered sandstone fragments, moist. (ML) 1.42 - 1.92 Poorly graded light brown silty sand and angular sandstone fragments, non -plastic, moist. (GM) 1.92 - 10.50 Inorganic, sandy silt & silty clay, reddish brown, low plasticity, moist, 4.00/12/29, 5.50/12/581 7.50/12/44, 2 1/2" spoon 8.50-10.50 ft. (CL) Boring No. TBJP-5 Started: 11/03/93 Total Depth: 9.67 feet Completed: 11/03/93 Ground Water Depth: none Interval, ft. Description 0.00 - 1.58 Organic silt, dark brown to black, low plasticity, moist, (OL) 1.58 - 2.75 Inorganic silt, light to medium brown, low plasticity, weathered sandstone fragments, moist. (ML) 2.75 - 3.00 Inorganic, silty clay, reddish brown, low to medium plasticity, moist. (CL) 3.00 - 9.67 Inorganic sandy silt, rock flour, reddish brown, low plasticity, angular fragments of light brown weathered sandstone, root penetrations, 3.50/12/31, 2 1/2" spoon 6.67'-9.67', 11.2% moisture. (CL) Boring No.,TBJP-6 Started: 11/10/93 Total Depth: 3.83 feet Completed: 11/10/93 Ground Water Depth: none Interval, ft. Description 0.00 - 0.50 Organic silt, dark brown to black, low plasticity, moist, (OL) 0.50 - 1.17 Poorly graded light brown silty sand and angular sandstone fragments, non -plastic, moist. (GM) 1.17 - 3.83 Light brown weathered sandstone, soft, non -plastic, moist, refusal at 3.83 feet, 3.83/0/10. A - 3 APPENDIX A: BORE HOLE LOGS Explanation of drill log: 3.50/12/31 SPT test data; showing: depth to top in feet/advance in inches/blow count (CL) Symbol for soil type, Unified Soil Classification A - 4 0 APPENDIX B LABORATORY TEST RESULTS 1382-94 - Parcel # 941-351-00-053 1bt5U-VVK Tax Jf 1y41-351-00-053 JOB NAME . 4000 Bellyache Rd. JOUFLAS Lot #1, Bear Gulch JOUFLAS Bellyache Ridge Subdivision 4000 Bellyache Ridge Rd. JOB NO. _ IVDD JOB LOCATION BILL TO DATE ST KTED h_ V DATE COMPLETED DATE BILLED PF -CL ► l r�) U SSSUC CAI co Icy 32 — e �4/11 o k 7euo 5-/271g ,W O-Z JOB COST SUMMARY TOTAL SELLING PRICE -'� _ TOTAL MATERIAL YL0 U TOTAL LABOR INSURANCE SALES TAX MISC. COSTS TOTAL JOB COST GROSS PROFIT LESS OVERHEAD COSTS % OF SELLING PRICE NET PROFIT JOE FOLDER Product 278 Qp NEW ENGLAND BUSINESS SERVICE, INC., GROTON, MA 01471 JOB FOLDER Printed in U.S.A. 4q(yj to-o-D 2�� -1 -� ( vvl�f (4r&�OTS ;m HEIDI JOUFLAS c qoolq P ?� I i,-e- LO 1� vtia_ I w dour-LAs y j o 0 r--Lm e �vac� 41t SITE PLAN HEIDI PALMER PROPERTY SECTION 359 TOWNSHIP 4 SOUTH, m RAN GE 83 WEST 6TH P.M. ' 852 O - BOOK A 45 PAGE 237 - 2� �- 5 N f Existing pine & spruce cover / \ 630 ►• �,(Retain native vegetation) 1 1 r- - . UNPLATTED - - � L / Existing as shrubs P ,grasses f n 9 en (Retain native / / Rear Yard Setback 12.5' tive vegetation) / --_ - _.� _ _ � � GARAGE PARING AREA ✓ ilool / / 8 / 2 STORY LOG STRU�RE ELYACNE R I GE ROAD (80' / �lPA / ,W) or \ � Exi ing aspen, shrub grasses I © ( etain native veg tation) / WELL LOCATION I / \ JP-4 PTJP- 3A zt 1 / / ► C' / JP-3-1 Front Yard Setback 25' C - f PTJP- 3B 0 PTJP-3C 1 \ OJP-5 SEPTIC TANK & LEACH FIELD i 0 PTJP-5B i _ 1 PREPARED FOR: / �S. 3 • PTJP-SA 23,3 HEIDI PALMER 1771 B ALPINE DRIVE VAIL, COLORADO'81657 Side Yard Setback 12.5' 0 20 40 60 80 SCALE: 1" 20' LEGEND O JP-5 BORING O PTJP-5A PERCOLATION TEST SITE / BELLYACHE D B EL YACHE RIDGE SUBDIVISION in i i i Replacement for the existing system gwi�h 50 Infiltrators, due to /each field failure. MO UND -DIMENSIONS Because of the closeness of the bedrock to the ground surface (less than four feet), a MOUND TYPE SYSTEM with a pressurized distribution network is recommended for this site. Loading Rate for a Medium Texture Sand = 1.2 gpd/sf Number of bedrooms = 6 Maximum daily Flow = Qmax Qmax = 6 bdrms x 7,. persons/bdrm x 75 gallons/person/day x 1507. Qmax = 1350 gpd �/ f _ j SEPTIC TANK V = Qmox/24hrs x 30 hrs -t688 gallons Use the existing 1750 Gallon tank, consisting of two concrete tanks, connected in series. Also, use an additional 1000 gallon tank as a pump compartment and a dosing chamber. 8530 ABSORPTION AREA — — ,% A = Qmax/1.2gpd/sf A = 135011.2 = 1125 s. f. = Abe -absorption` bed dimension within the Mound System will be 12 feet wide by 94 feet long. t� The absorption bed shall be parallel to the surface contours. x' 8540 — The perimeter of the mound shall be 116 feet long and 55 feet wide. x� � �� IV4.A- \ Site Preparation �� h�• The new mound system will be constructed over the existing absorption field with infiltrator / chambers. The infiltrators will remain buried, and will provide additional storage, once the field rejuvenates. Stake out the mound perimeter. Cut and remove any excessive vegetation. Install ,I the delivery pipe from the dosing chamber to the mound. Bockf:,ll and compact the pipe trench. Plow the area within the mound perimeter. Plowing should not be done when the soil /y is too wet. -Grade the uneven areas. - Fill Placement N Place the fill teriet-aver the prepore-d-slte material sh ld consist of Medium TeLre- Sand with the following characteristics: 88-9JX Sand ` / 7-127. Finer Grained Material �O LOT 1 / The infiltration rate of a Medium Texture Sand is 1.2 gpd/ . The height of the sand fill h should be the elevation of the top of the absorption b Shape the sides of the -mound to ` the recommended slope, as shown on the details. \ ! ! ! ! k ! Distribution Network Placement / \ k ! ! Carefully place the coarse aggregate-ar the bed. The coarse aggregate shall consist of 3/4 \ to 2-1/2 inch rock. Level the ggregate to a minimum depth of 6 inches. Assemble the distribution network over the ggregate. The distribution k shall consist' of six 47-feet laterals, 1-1/2 inch diamete (three on each side of 3-inc lam ter Id). The inverts of the laterals shall be perforated with 1/4-inch es spaced every , s. For 8550 f the pressure distribution netw use schedule 40 pvc (ASTM D 2665) or ABS 2 pipe. The laterals shall be laid Place additional aggregate over the crown of t e pipes of at least 2 inches depth. Place a suitable backfill barrier, such as filter fabric, ov the aggregate. p Covering -of the Mound SXs \ Place a foer textured soil, such as clay or silt loam over the top of the bed, to a minimum �\ \ thickness of 6 inches. Place 6 inches of good quality topsoil over the entire mound surface. Plant grasses adaptable \\ �� to the climate over the mound system. Pump Selection A pump capable of delivering 119 gpm against 16.6 feet of head is required. The -elevations i 1 between the pump invert and the manifold d be field verified. The pumpin tem I I must also ' mp controls and an a�s�y�stem.The alarm must have both, audiband vi componen inside the residenc .sing volume is 338 gallons p ase. I j The dosing c amber must be a minim m of five hundred gallons tank capacity. In .2ection Pipg l l Install a 4 inch diameter inspe idn pipe on both ends of the Gravel Bed. The pipe shall be l l open on the bottom. The bet m of the pipe shall be at the some elevation as the bottom l of the gravel bed. The bottom 8 inches of the inspection pipe shall be perforated. The pipe l shall be covered with a vent cap. J / NOTES: l / 1. The new septic tank shall be installed level, and the existing tanks, shall be checked for level. The tank l shall have removable covers or manholes to within 8 inches of the finished grade, for inspection and cleaning. 2. Avoid vehicle traffic over the system. I l J. All installations shall meet the rules and regulations of the Eagle County Environmental Health Division, for l / Individual Sewage Disposal Systems. / I 4. The Septic System Installation shall be inspecte by the Design Engineer prior to backfilling. I/ / GRAPHIC SCALE ( Di FEET ) 1 inch = 20 ft NOTE. • - SITE PLAN DIG/TOED FROM A PRELIMINARY PLANS FOR THE BEAR GULCH SUBDIVISION, DATED JULY 1994. DtSCRIPTION SYMBOL DIMENSION (feet) BED W/D TH A 12.0 ✓ BED LENGTH B 94.0 MOUND DEPTH D 1.0 J MOUND DEPTH E 2.0 BED DEP TH • F 1.0 CAP AT EDGE OF BED G 1.0 CAP AT CENTER OF BED H DOWNSLOPE SETBACK l UPSLOPE_SETBACK — — J _ 8. —SIDESLOPE SETBACK K 11.0 MOUND LENGTH 116.0 MOUND WlD TH W 65.0 co f O. a U(J (`y k 21" Clear Insert k Q SECTION access o GROSS VOLUME NET VOLUME DISCHARGE PER CYCLE WE/ GHT TANKIL/D 1050 GAL. 900 GAL. 9300 LBS V 0 Q) ICK Cleanout (verify) 4—inch Diameter Building Sewer �D�NOTE.• The above septic tank is produced b Front Range Precast Concrete �'' O cc (verify) k P P Y 9 W W V cc A Existing, two-1000 Gallon min 20' tO �� �C Concrete Septic Tanks D� � w Proposed, 1000 pump , � O. Ld� and dosing amber x ,b 4—inch Diameter Delivery Pipe ti A 33 I� k 00 �� \ (V 0 y U 00 _ M L=116' ^ O \ \ \ v 00 X 0 2—inch iameter Central M ifold W _ O 00 2' v 00 14 X °' i fy 04 0 V X (V 4 SD / SX6 m oo ,, S�0 oe 1-1/2—in h Dia ter La ral \ �(� �Z W erforat with 1 4—inch ho spaced at 30 inches. Mound Perimeter Absorption Bed W=65' Ili min 10' S� ��'� 33 We_ .t n e r., lii..- 0 0 � v �®�- Q►�� ::;vie'-''/� i ��Q:•••PETi p&. e;;, ro e ®•'IS' •.'�' S� PROFILE at east end Of = 1-1/2 INCH PERFORATED LATERALS ,� / I Z II 0 1G /�1, n . �� -v: 29526 existing /each field FILTER FABRIC ' 9 0AQ CLAY FILL OR TOPSOIL _ � G VK..i V\ i °0 lI 0.0 to 4.0 feet topsoil over NOTE. • ALL ELEVATIONS AND DISTANCES MUST BE FIELD VERIFIED. sandy -gravelly clay 3-INCGDIAMETER MANIFOLD PIPE At 4 feet, bottom of H In fil tra tors r 4 to 5 feet, light brown, • r r ... sandy -gravelly clay Z 8, 17>_ ,// „.,., I DRAWN BY L.P. at 5 to 7 feet, refusal on ///,,,,///,�� e el sandstone bedrock 3/4' TO 2-1/?' ROCK .,,/ ,..,,. CHECKED BY L.P. ......./,,,,/,.... MEDIUM SAND FILL I TO PUMP PROJECT NO.: 99103 /��//�///���/" CLEARED AND RAKED SUBGRADE CROSS SECTION A -A DA 05-27-99 NOT TO SCALE DRAWING No.: 99103SD.DWG SHEET 1 OF 1