HomeMy WebLinkAboutSummit Course at Cordillera Hole 15 - 210716306001 - 1979-00ISINDIVIDUAL 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. PERMIT NO. 1979-00 BP NO. 13135 OWNER: KENSINGTON PARTNERS PHONE: 970-390-5030 MAILING ADDRESS: P.O. BOX 988, EDWARDS, CO 81632 APPLICANT: CHRIS WILLIAMS PHONE: 970-328-6368 SYSTEM LOCATION: 1782 GOLDEN BEAR DRIVE, CORDILLERA GOLF COURSE, COMFORT STATION #3 TAX PARCEL NO: LICENSED INSTALLER: SPIEGEL CONSTRUCTION, CHRIS SPIEGEL LICENSE NO.20-00 PHONE: 970-524-7148 DESIGN ENGINEER: JOHNSON, KUNKLE AND ASSOCIATES, INC., CHRIS WILLIAMS PHONE NO. 970-328-6368 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A COMMERCIAL RESTROOM FACILITY 1000 GALLON SEPTIC TANK, 1674 SQUARE FEET OF ABSORPTION AREA, VIA STANDARD 54 HD-10 INFILTRATOR UNITS AS PER ENGINEER'S DESIGN. SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN DATED REVISIONS DATED 5/24/00, WITH A CLEANOUT BETWEEN THE TANK AND THE BUILDING AND INSPECTION PORTALS IN EACH TRENCH. RAKE ALL TRENCH SURFACES TO PREVENT THE SMEARING OF SOILS. ENGINEER IS RESPONSIBLE FOR FINAL INSPECTION. DO NOT BACK FILL ANY PART OF THE INSTALLATION UNTIL THE ENGINEER HAS INSPECTED AND APPROVED THE SYSTEM. BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC SYSTEM HAS RECEIVED FINAL CER- TIFICATION FROM THE ENGINEER. y�p ' ' q--- ENVIRONMENTAL HEALTH APPROVAL(/ �If,(,t/\(�� �r(A l ISC lM\ DATE: JUNE 6, 2000 CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS. CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT, AND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION OR DISPERSAL AREA: 1736 SQUAREFEET(VIA 56 TNFTT%TRATOR:'TTNTTS ) INSTALLED CONCRETE SEPTIC TANK: 1000 GALLONS IS LOCATED 290 DEGREES AND @75 FEET INCHES FROM THE CLEANOUT ON THE NORTH WEST CORNER OF THE BUILDING. COMMENTS: ENGINEER FINAL CERTIFICATION AND AS —BUILT DRAWING RECEIVED ON SEPTEMBER 14, 2000 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 APPROVA4/_tj 2. , �,(C �/C� �/I J DATE: SEPTEMBER 15, 2000 incomplete Applications Will NOT Be Accepted ('t y e Plan MUST be attached) ISDS Permit # (011 q q -- " Building Permit # 1:61 a APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. 0. BOX 179 EAGLE, CO 81631 328-8755/927-3823 (E1 Jebel) ************************************************************************** * FEE SCHEDULE * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 * SIZING AND SITE VISIT FEE $85.00 (WHEN ENVIRONMENTAL HEALTH SIZES THE * SYSTEM USING YOUR SOILS REPORT) * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" PROPERTY OWNER: MAILING ADDRESS: ®. �a9c , L �w� S I �3Z PHONE: APPLICANT/CONTACT PERSON: C riS tjcT l �� S PHONE: LICENSED SYSTEMS CONTRACTOR: CL" 54t'wet11 tr^ PHONE: -52 COMPANY/DBA: ADDRESS: 02-0S t4aA,(S CV- "I-, 6,1 PERMIT APPLICATION IS FOR: X NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: cow &IC'tle, F �--` %lA,, L� t 7-5i Tax Parcel Number: Lot Size - 0 M Physical Address: J<ISZ GQCd-oj.,\- BUILDING TYPE: (Check applicable category) ( ) Residential/Single Family Number of Bedr ( ) Residential/Multi-Family* Number of Bedrooms Commercial/Industrial* Type Cgt-;s-f S%f-111 , -Fzn &.0/,-PCase *These systems require design by a Registered Professional Engineer TYPE OF WATER SUPPLY: (Check applicable category) ( ) Well ( ) Spring ( ) S,�,zr41 I'2i-� e �� f� A4V Psbi �� (� Public Name of Supplier: �-�� APPLICANT SIGNATURE: �� Date: 511a12c)� AMOUNT PAID: RECEIPT # : DATE: \j-hb In CHECK #: CASHIER: Community Development Department (970) 328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com September 15, 2000 Kensington Partners P.O. Box 988 Edwards, CO 81632 EAGLE COUNTY, COLORADO Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 RE: Final of ISDS Permit #1979-00. Property location: 1782 Golden Bear Drive, Cordillera Golf Course Comfort Station #3, Edwards, CO. To Whom it May Concern: 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 Community Development Department (970)328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com Date: June 6, 2000 EAGLE COUNTY, COLORADO TO: Spiegel 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.1979-00. Property Location: 1782 Golden Bear Drive, Comfort Station #3, Cordillera Golf Club. Enclosed is your ISDS Permit No. 1979-00. It is valid for 120 days. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications invalidates the permit unless otherwise approved. Please note any special requirements that may have been added to the design by this department. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County does not perform final inspections on engineer designed systems. Your TCO will not be issued until our office receives this certification. Permit specifications are minimum requirements only, and should be brought to the property owner's attention. This permit does not indicate conformance with other Eagle County requirements. Please notify this office if you have not been contracted to perform this installation. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files Johnson, Kunkle & Associates, Inc., Chris Williams Johnson, Kunkel, and Associates, Inc. P.O. Box 409 Eagle, CO 81631 Phone: 328-6368 TO: Eagle County Laura Fawcett Environmental Health THE FOLLOWING WAS NOTED: Date: 6-Jul-00 JJob No.: EA00126 Project: Summit GC Comfort Station, Hole 15 Location: 1782 Golden Bear Drive, Edwards, CO Contractor: Spiegel Owner: Cordillera Weather: Sunnv Temp: 85 F Present at Site: Chris Spiegel (contractor), Chris Williams (J&K), and Kathy Scott (J&K) 1) This inspection took place before backfilling operations. 2) The sides of the trenches were raked to ensure absorption. 3) The ditch under the pipe was smooth, clear of rocks, and level. 4) Bends and joints were secure. 5) Clean out was placed within three feet of the building foundation. COPIES TO: Denny Stoner, Cordillera SIGNED: REA00126\DOCUMENTS\FIELD REPORT.As 9/14/00 Johnson, Kunkel & Associates, Inc. CIVIL ENGINEERING • LAND PLANNING • SURVEYING • MAPPING September 14, 2000 Eagle County Environmental Health 500 Broadway Eagle, CO 81631 Attn: Laura Fawcett Subject: Septic System As -Built, ISDS Permit No. 1979-00 Cordillera Summit Golf Course, Comfort Station at Hole 15 Property Location: 1782 Golden Bear Drive, Edwards, Eagle County, Colorado Dear Ms. Fawcett: Please find enclosedtheseptic system as -built drawing and field report for the Summit Golf Course, Comfort Station at Hole 15, located in Edwards, Colorado. The field report states the visible findings of the site inspection before backfill operations. The as -built drawing shows the surveyed information; or actual location of the building, septic tank, and infiltrator rows before backfill operations. If you have any questions or comments, please contact me at 328-6368, ext. 234. Sincerely, k'�&7 )d6zt Kathy Scott cc: Denny Stoner, Cordillera P:\EA00126\DOCUMENTS\EC-Site Inspection.doc P.O. Box 409 • 1286 Chambers Ave. • Suite 200 Eagle, Colorado 81631 • Phone (970) 328-6368 • Fax: (970) 328-1035 P.O. Box 771 196 • 1 120 So. Lincoln Ave. • Suite 202 Steamboat Springs, CO 80477 • Phone: (970) 879-4676 • Fax: (970) 879-4870 GecPtecn Hepworth-Pa%slak Geotechnical. Inc. �M20 Counts Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fas:970-945-84a4 hpgeo@hpgeotech.com 'JAN 2,5 &0 PRELIMINARY GEOTECHNICAL STUDY AND PERCOLATION TESTING. PROPOSED COMFORT STATIONS GOLF COURSE THE SU�YIMIT AT CORDILLERA EAGLE COUNTY, COLORADO JOB NO. 199 834 JANUARY 17, 2000 PREPARED FOR: KENSINGTON PARTNERS ATTN: DENNY STONER P.O. BOY 988 EDWARDS, COLORADO 81632 HEPWORTH - PAWLAK GEOTECHNICAL: INC. January 17, 2000 Kensington Partners Attn: Denny Stoner P.O. Box 988 Edwards, Colorado 81632 Job No. 199 834 Subject: Report Transmittal, Preliminary Geotechnical Study and Percolation Testing, Proposed Comfort Stations, Golf Course, The Summit at Cordillera, Eagle County, Colorado Dear Mr. Stoner: As requested, we have conducted a preliminary geotechnical study for the proposed comfort stations. Subsurface conditions encountered in the exploratory pits excavated in the proposed building areas generally consist of between 2 to 3 feet of topsoil overlying sandy clay and clayey sand with varying amounts of basalt fragments from gravel to cobble size. A low to moderate expansion potential was indicated for the clay soils. Groundwater was not encountered in the pits and the soils were slightly to moist to moist. Spread footings placed on the natural subsoils and designed for an allowable bearing pressure of 2,000 psf to 3,000 psf appear suitable for building support. The footings should also impose a minimum dead load due to the expansive clays. The expansion potential of the subgrade should be eyaluated at the time of construction. The report which follows describes our exploration, summarizes our findings, and presents our recommendations suitable for planning and preliminary design. It is important that we provide consultation during design, and field services during construction to review and monitor the implementation of the geotechnical recommendations. If you have any questions regarding this report, please contact us. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. r` Jor, Z.f Adamson, Jr. P. Rev. By SLIIIIP JZA/ksm TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY ............................... 1 PROPOSED DEVELOPMENT ................................... 1 SITE CONDITIONS ........................................... FIELD EXPLORATION ....................................... 2 SUBSURFACE CONDITIONS .................................... PRELIMINARY DESIGN RECOMMENDATIONS ..................... 3 FOUNDATIONS ........................................ 3 FLOOR SLABS ........................................ 4 UNDERDRAIN SYSTEM .................................. 4 SITE GRADING ........................................ 4 SURFACE DRAINAGE .... ...................... ....... 5 PERCOLATION TESTING ................................. 5 LIMITATIONS .............................................. 6 FIGURE 1 - LOCATION OF EXPLORATORY PITS FIGURE 2 - LOGS OF EXPLORATORY PITS FIGURE 3 - LEGEND AND NOTES FIGURES 4 through 7 - SWELL -CONSOLIDATION TEST RESULTS FIGURE 8 - GRADATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS TALE II - PERCOLATION TEST RESULTS R PURPOSE AND SCOPE OF STUDY This report presents the results of a preliminary geotechnical study for the proposed comfort stations to be located on the golf course at The Summit at Cordillera, Eagle County, Colorado. The project site is shown on Fig. 1. The purpose of the study was to evaluate the subsurface conditions and their impact on the project. The study was conducted in accordance with our agreement for geotechnical engineering services to Cordillera Construction Corporation, dated October 15, 1999. A field exploration program consisting of exploratory pits and percolation tests was conducted to obtain information on the site and subsurface conditions. Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification, compressibility or swell and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for project planning and preliminary design. This report summarizes the data obtained during this study and presents our conclusions and recommendations based on the proposed development and subsurface conditions encountered. PROPOSED DEVELOPMENT The proposed comfort stations will consist of single story wood frame structures with slab -on -grade floors at the locations shown on Fig. 1. Comfort Stations 1 and 3 will have a footprint of about 15 by 20 feet. Comfort Station 2 will be a halfway house and have a footprint of about 40 by 50 feet. Comfort Station 4 will be for the driving range and have a footprint of about 24 by 40 feet. The development will be serviced with municipal water and individual septic disposal systems. If development plans change significantly from those described, we should be notified to re-evaluate the recommendations presented in this report. H -[- GE"0 T ECH' -2- SITE CONDITIONS The comfort station sites were vacant at the time of our, field work. The ground surface in the areas of the proposed construction varies from slightly sloping at Station 4 and strongly to moderately steep sloping at Stations 1, 2 and 3. Up to 10 feet of fill is located in the area of Station 4. Vegetation consists of brush, grass and weeds. FIELD EXPLORATION The field exploration for the project was conducted on October 19 and 20, 1999 An exploratory pit and profile pit were excavated at the comfort station locations shown on Fig. 1 to evaluate the subsurface conditions. The its were dug with a trackhoe. The pits were logged by a representative of Hepworth-Pawlak Geotechnical, Inc. Samples of the subsoils were taken with relatively undisturbed and disturbed sampling methods. Depths at which the samples were taken are shown on the Logs of Exploratory Pits, Fig. 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Fig. 2. The subsoils generally consist of between about 2-to 3 feet of -topsoil overlying sandy clay to clayey sand with varying amount of basalt fragments from gravel to cobble size. Laboratory testing performed on samples obtained from the pits included natural moisture content, density, Atterberg limits and gradation analyses. Results of swell - consolidation testing performed on relatively undisturbed drive samples, presented on Figs. 4 through 7, indicate low compressibility under existing moisture conditions and light loading. Most of the samples showed a low to moderate expansion potential when wetted under a constant light surcharge. The sample from Pit 6 at a depth of 3 feet at H-P Ge3rCH -3- Comfort Station 3 showed a minor collapse potential (settlement under constant load) when wetted and high compressibility upon increased loading after wetting. Results of a gradation analysis performed on a disturbed bulk sample of the gravelly sand soils (minus 5 inch fraction) from Pit 1 are shown on Fig. S. The laboratory testing is summarized in Table I. No free water was encountered in the pits at the time of excavation and the subsoils were slightly moist to moist. PRELIMINARY DESIGN RECOMMENDATIONS The conclusions and recommendations presented below are based on the proposed development, subsurface conditions encountered in the exploratory pits, and our experience in the area. The recommendations are suitable for planning and preliminary design but site specific studies should be conducted for individual building development. FOUNDATIONS Bearing conditions will vary depending on the specific location of the building on the property. Based on the nature of the proposed construction, spread footings placed on the natural subsoils should be suitable for building support. We expect the footings can be sized for an allowable bearing pressure in the range of 2,000 psf to 3,000 psf. Expansive clays encountered in building areas may need to be removed or the footings designed to impose a minimum dead load pressure to limit potential heave. The expansion potential of the subgrade should be evaluated at the time of construction Foundation walls should be designed to span local anomalies and to resist lateral earth loadin`_>s when acting as retaining structures. Below grade areas and retaining walls should be protected from wetting and hydrostatic loading by use of an underdrain system. The footings should have a minimum depth of 48 inches for frost protection. H-P GEOTECH -4- FLOOR SLABS Slab -on -grade construction should be feasible for bearing on the natural soils. There could be some post construction slab movement at sites with collapsible matrix or expansive clays. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints. Floor slab control joints should be used to reduce damage due to shrinkage cracking. A minimum 4 inch thick layer of free -draining gravel should underlie slabs to facilitate drainage. UNDERDRAIN SYSTEM Although free water was not encountered in the exploratory pits, it has been our experience in the area and where clayey soils are present that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. An underdrain system should be provided to protect below -grade construction, such as retaining walls, erav,lspace and basement areas from wetting and hydrostatic pressure buildup. The drains should consist of drainpipe surrounded above the invert level with free -draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum l % to a suitable gravity outlet. C`181an M6110411 The risk of construction -induced slope instability at the sites appears low provided cut and fill depths are limited. Cut depths for the building pads should not exceed about 10 to 12 feet. Fills should be limited to about 10 feet deep, especially where they encroach steep downhill sloping areas. Structural fills should be compacted to at least 95175 of the maximum standard Proctor density near optimum moisture content. Prior to fill placement, the subgrade should be carefully prepared by removing all vegetation and topsoil. The fill should be benched into the portions of the hillside exceeding 20 o grade. The on -site soils excluding oversized rock and topsoil should be suitable for use in embankment fills. H-P G-or;:;; ME Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and protected against erosion by revegetation, or other means. This office should review site grading plans for each building prior to construction. SURFACE DRAINAGE The grading plan for the building sites should consider runoff from steep uphill slopes through the project and at individual sites. Water should not be allowed to pond which could impact foundations. To limit infiltration into the bearing soils next to the buildings, exterior backfill should be well compacted and have a positive slope away from the building for a distance of 10 feet. Roof downspouts and drains should discharge well beyond the limits of all backfill and landscape irrigation should be restricted. PERCOLATION TESTING Percolation tests were conducted on October 20 and 21, 1999 to evaluate the feasibility of an infiltration septic disposal system at each site. One profile pit and three percolation holes were dug at each of the comfort station locations shown on Fia. 1. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits and were soaked with water -one day prior to testing. The soils exposed in the percolation holes are similar to those exposed in the profile pits shown on Fig. 2 and typically consist of about 2 to 3 feet of topsoil overlying sandy clay to clayey sand with varying amounts of basalt fragments from gravel to cobbles size. The percolation test results are presented in Table II. Based on the subsurface conditions encountered and the percolation test results, the tested areas at Comfort Stations 1, 3 and 4 should be suitable for conventional infiltration septic disposal systems. Testing at the Comfort Station 2 location showed very low to no percolation. Based on these results, we recommend the septic system for this area be designed by a civil engineer. HI-P GEO`ECH ®• LIMITATIONS This study has been conducted according to generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the exploratory pits and percolation tests located as shown on Fig. 1, the proposed type of construction and our experience in the area. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for planning and preliminary design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation, conduct additional evaluations and review and monitor the implementation of our recommendations. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. Respectfully Submitted, HEPWORTH - PAWLAK G �101- M1Ct,9--hNC. •�PN ADq�'' ' �ryo/J 'ti Jordv Z. Adamson, Jr. P.in Reviewed Bv:.,.' Steven L. Pawlak, P.E. JZA, ksm APPROXIMATE SCALE LEGEND: 1"=600' PROPOSED COMFORT STATION ® BORING DRILLED FOR J09 NO. 199 473 5w •: ► . W BORING 1 (PITS 3 & 4) BORING DRILLED FOR JOB NO. 197 407 199 834 l I GEOTECr-INICAL NINC � LOCATION OF EXPLORATORY PITS � Fia. 11 -1 PIT 1- PIT 2 Pl3 PIT- 4 0 0 WC=21.7 N v/C=22.6 °• WC=19.4 DD=1 0 DD=100 DD=100 5 5 LL- �`• I WC=12.1 WC=23.4 L. DD=101 DD=101 I a -200=33 +- 1 P1=15 10 1 t4=14 10 -200=7 ' .1 NP+ l ) l ) STATION 1 15 STATION 2 15 PIT 5 PIT 6 PIT 7 0 0 ' o. _ WC=16.4 ''4• WC=26.4 �• DD=95 5 DD=94 .ti. -200=37O`'4. 5 WC=11.4 DD=105 ' 0L 10 •... • 10 0 !; ) STATION 4 STATION 3 15 15 NOTE: Explanation of symbols shown on Fig. 3. 199 834 HEPWORTH — PAWLAK LOGS OF EXPLORATORY PITS Fig. 2 GEOTECHNICAL, 1NC. LEGEND: TOPSOIL; sandy silty clay, sccttered gravel, organic,. firm, slightly moist, dark brown. CLAY (CL); silty, sandy, scattered basalt gravel and cobbles, stiff to very stiff, slightly moist to moist, reddish brown, high plasticity. SAND AND CLAY (SC); silty, scattered basalt gravel and cobbles, dense to very stiff, slightly moist to moist, light brown to white, calcareous. SAND (SC); clayey, silty, scattered basalt gravel and cobbles, medium dense to dense, slightly moist to moist, light brown, calcareous. �b SAND AND GRAVEL (SC —GC); clayey, scattered cobbles, dense, slightly moist, light brown. 2" Diameter hand driven liner sample. Disturbed bulk sample. �J NOTES: 1. Exploratory pits were excavated on October 19, 1999 with a backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features on the site plan provided. 3. Elevations of exploratory pits were not measured ,and logs of exploratory pits are drawn to depth. 4. The exploratory pit locations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the pits at the time of excavating. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content ( % ) DID = Dry Density ( pcf ) +4 = Percent retained on No. 4 sieve —200 = Percent passing No. 200 sieve LL = Liquid Limit ( % ) PI = Plasticity Index ( % ) NP = Nonpiastic j 199 834 HEPWOR T H — PAWLAK LEGEND AND NOTES ( Fig. 3 jj GEOTECHNICAL, INC. C 0 1 U) C O X w 0 C OCT n 1 N 2 0 2 0.1 1.0 10 100 APPLIED PRESSURE — ksfLIZ c 0 0 1 c 0 CL X w 0 c 0 a�i 1 a E 0 U 0.1 1.0 10 100 APPLIED PRESSURE — ksf 199 834 HEPWORTH — PAWLAK SWELL —CONSOLIDATION TEST RESULTS Fig. 5 GEOTECHNICAL, INC. Moisture Content = 19.4 percent Dry Density = 100 pcf Sample of: Sandy Clay From: Pit 4 at 3 Feet (station 2) ' I I Expansion upon wetting Moisture Content = 23.4 percent Dry Density = 101 pcf Sample of: Sandy Clay From: Pit 4 at 6 Feet (station 2) I Expansion upon wetting I 0 C 0 .y 0 1 Q X W 1 2 C 0 fN F a 3 E 0 U 0.1 1.0 10 100 APPLIED PRESSURE — ksf 0 1 2 3 c 0 fM � 4 a E 0 U 5 6 7 8 0.1 1.0 10 100 APPLIED PRESSURE — ksf 199 834 HEPWORTH — PAWLAK SWELL —CONSOLIDATION TEST RESULTS Fig. 6 GEOTECHNICAL, INC. Moisture Content = 26.4 percent Dry. Density = 94 pcf Sample of: Sandy Clay From: Pit 5 at 4 Feet (station 3) Expansion upon wetting • Moisture Content = 16.4 percent Dry Density = 95 pcf Sample of: Clayey Sand From: Pit 6 at 3 Feet (station 3) ' Compression upon wetting 0 1 c 0 m a� `L 2 E 0 U 3 4 0.1 1.0 10 100 APPLIED PRESSURE — ksf 199 834 HEPWORTH - PAWLAK GEOTECHNICAL, INC. SWELL -CONSOLIDATION TEST RESULTS Fig. 7 Moisture Content = 11.4 percent Dry Density = 105 pcf Sample of: Clayey Sand From: Pit 6 at 6 Feet (station 3) No movement upon wetting U z J a 2 ,U, W F— CLU O V Y Q J MH f.i. O a LU W CO Q F- U) F, _1 w U) W F— �MM O F— Q O m Q J a C > O cc J U cc I m U cc U cv U) C3 U ca U Co U co cc c c c a� a� C: (m _ : m ca ca cn cn C7 0 U w UJ cn U U p w w > w z O a s a Z o F Z O N � V H U O c z Q z L � a O lY Q W p Q cL o O J - /LO z a z Z N w C) inw N O N i Z C� C'� Z N O F Q C d m C7 > F p Z a O O O O O d' a) Lo CD � O 2 r w ~ a.— rt ti w V V < o o? z g a N N N N �— O) r- m N O CO .— ~� CY) O CY) CO z o CD a a N a N r G O — F- ,O C� O C E •2 LC) CO �� (a U� 0 C � HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS Comfort -Station 1 JOB NO. 199 834 Page 1 of 4 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN.JINCH) P-1 31 15 10 1 /4 8 1 /2 1 3/4 24 8 1/2 7 1/4 1 1/4 7 1/4 6 1/4 1 6 114 5 1/2 314 5 1/2 4 3/4 3/4 4 3/4 4 114 1/2 4 1/4 3 1/2 3/4 3 1/2 3 1f2 P-2 43 30 11 3/4 11 1/4 1/2 80 11 1/4 10 1 /2 3/4 10 1 /2 10 1 /8 3/8 10 1 /8 9 3/4 3/8 P-3 42 15 10 1 /2 9 112 1 30 9 1/2 9 1/2 9 8 1/4 3/4 8 1/4 7 1/2 314 7 1/2 7 1/2 7 6 1/2 1/2 6 5 1/2 1/2 NOTE Percolation test holes were hand dug in the bottom of backhoe pits and soaked on October 19, 1999. The holes were covered with rigid foam insulation to protect against freezing overnight. Percolation tests were conducted on October 20, 1999. The average percolation rates were based on the last two readings of each test,-� HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE If PERCOLATION TEST RESULTS JOB NO. 199 834 Cnmfnrt'N tatH ;7,,: Dnr n 7 „f n HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MINANCH) P-1 33 15 11 1 /4 9 1 /2 1 3/4 60 9 1/2 8 3/4 3/4 8 3/4 8 5/16 7/16 8 5/16 7 15/16 3/8 7 15/16 7 518 5/16 7 5/8 7 7/16 3/16 P-2 35 15 30 8 3/8 8 5 /16 1/16 960 85116 85/16 0 8 5/16 8 1 /4 1 / 16 8 1 /4 8 114 0 P-3 44 15 30 813/16 813/16 0 did not perc 8 13116 8 13116 0 813/16 813116 0 8 13/16 8 13/16 0 NOTE: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on October 20, 1999. The holes were covered with rigid foam insulation to protect against freezing overnight. Percolation tests were conducted on October 21, 1999. The average percolation rates were based on the last two readings of each test. HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS JOB NO. 199 834 Comfort Station R n--- ") _t A HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) - - WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) ay�jUl + AVERAGE PERCOLATION RATE (MIN./INCH) P-1 39 15 30 101/8 91/16 1 1/16 19 91/16 8 1 /8 1 5/16 8 1/8 69116 1 9/16 69116 5 1 9/16 P-2 51 15 30 11 9/16 10 3/4 13/16 31 10 314 101/8 518 101/8 91/16 1 1/16 9 1116 83116 7/8 P-3 38 15 30 81/4 711/16 9/16 28 7 11/16 7 11/16 7 5 7/8 1 1 /8 5 7/8 4 7/8 1 NOTE: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on October 20, 1999. The holes were covered with rigid foam insulation to protect against freezing overnight. Percolation tests were conducted on October 21, 1999. The average percolation rafes were based on the last two readings of each test. HOLE NO. HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE If PERCOLATION TEST RESULTS JOB NO. 199 834 Comfort Station 4 Page.4 of 4 HOLE DEPTH LENGTH OF WATER DEPTH WATER DEPTH (INCHES) INTERVAL AT START OF AT END OF (MIN) INTERVAL INTERVAL DROP IN I AVERAGE WATER PERCOLATION LEVEL RATE P-1 36 15 water added ,•••,��� 71/2 urv�,ncaJ 61/2 Uwt;tiES) (MIN./INCH) 1 1 3/4 314 3/4 1 3/4 3/4 20 6 112 5 1/2 5 1/2 4 3/4 4 3/4 4 4 3 1/4 7 6 6 5 1/4 5 1/4 4 1/2 P-2 39 15 water added 8114 6 3/4 1 1/2 20 6 3/4 5 1/4 1 1/2 5 1/4 4 112 3/4 4 1/2 3 3/4 314 3 314 3 3/4 9 8 1 8 7 1/4 3/4 7 1/4 6 1/2 3/4 P-3 34 15 water added 10 1 /2 5 1 /2 5 15 5 1/2 3 1/4 2 1/4 10 7 1 /2 2 1 /2 7 1/2 5 3/4 1 3/4 5 3/4 4 1/4 1 1/2 4 1/4 3 1 1/4 3 2F 1 2 1 1 NOTE: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on October 19, 1999. The holes were covered with rigid foam insulation to protect against freezing overnight. Percolation tests were conducted on October 20, 1999. The average percolation rates were based on the last two readings of each test. . ..� • .mac. roc. . may.+. � 1 CJ .�La1 'U .�J r. nL GCrAech May 22, 2000 Hepworth-Pawlak Geotechntcal, Inc. 5020 County Road 154 G1enlYood Upringgs, Colorado 81601 Phone- 970-945-7988 Fair970-945.8454 hpgeochpgeotech.com Kensington Partners Attn: Denny Stoner P.O. Box 988 Edwards, Colorado 81632 Job No. 199 834 Subject: Additional Percolation Testing, Proposed Comfort Station 3, Golf Course, The Summit at Cordillera, Eagle County, Colorado. Dear Mr. Stoner: As requested, a representative of Hepworth-Pawlak Geotechnical, Inc. conducted additional percolation testing at the subject site to evaluate the feasibility of an infiltration septic disposal system, We previously performed percolation testing for the proposed comfort station and presented our findings in a report dated January 17, 2000, .lob No. 199 834. The proposed septic area was relocated from the previously tested site. The results of our current work are presented in this report. A profile pit and three shallow backhoe pits were excavated in an area about 70 to 80 feet northwest of the previously tested location. Percolation test holes were hand dug in the bottom of the backhoe pits. The test holes were soaked one day prior to testing. The soils exposed in the ppcolation holes are similar to those exposed in the profile pit and consist of about 2 feet Qf topsoil and 3 feet of sandy silty clay overlying clayey sand to the profile pit depth of 8 feet. Groundwater was not observed hi the profile pit and the soils were slightly moist to moist. Percolation tests were performed on May 19, 2000 by a representative of Hepwortb- Pawlak Cxeotechnical, Inc. The, percolation test results are presented on Table I. The percolation test results indicate an infiltration rate between about 30 and 60 minutes per inch. Based on the subsurface conditions observed and the percolation test results, the tested area should be suitable for a conventional infiltratiou septic disposal system. Due to the variable rates of the tests, we recommend a civil engineer be engaged to design ft;afl lttatloa, septic disposal system. M^- — -- — — w Ili IVJl1 111 .J .•il .1 IV...f J IUJVJ *J1 WVL Y'CJY JI 11 ClYJVL CJL fYVW Kj rnsington Partners May 22, 2000 Page 2 if there are any questions or if we may be of further assistance, Please let us know. Sincerely, HEP'WO.RTH - PA'WLAK GHa R6 INC. Jordy Z. Adamson. r,, P� Z V ! V J1 ;D 4 y; c7,�,,�li,er Rev. b SY.P ,•�, .,,,,,.. �. 10NM. JZAlksm . attachment cc: Johnson, Kunkel & Associates - Attn: George Gonzales H-R GEOTECH HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS JOB NO, 199 834 HOLF NO, HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MINJINCH) P-1 57 15 12 14 10 Y4 2 30 --1 10% 9% 1/2 Spa% 9 % 9 8 ''//4 % 8 1/4 7 Y9 /4 7 Y2 7 '2 7 6 A Y, P•2 63 16 11 'ti 10 'A ° 40 10 Y: 10 10 9 Yi A 9 Ys 9 9 s i='�t aY4 7% % P-3 60 16 11 1/4 10 Ym ''A so 10 A 1014 � 10% 10Y4 0 10 Y4 104 V4 10 8 '/4 g % 9 9 . '/4 Note: Percolation test holes were hand dug on the bottom of backhoe Pits and snaked on May 18, 2000. Percolation tests were conducted on May 19, 2000. The average parcolat'On rate was based on the last two readings of each test. 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CENTERLINE to rN °° r- N - _ - T `1 - -_ - - "> __ --. - I. - -- imII --1i--- 11 II '' -- C`', i - / BUILDING ENVELOPE - - COT 6 -- - - ` \ .� _ 0 - -i FOR H �/ 1 I\ t EASEMENT LINE' 0 N . - ----- � _ t _- --- ___ I - w 41 FAIRWAY OLE t5 _ - - - -- - - - -- - - - _ - -- - _ _ - �- - '-_ 6' DRAIN LINE, TYP. - - - _ ! 4� DIRECTION FLOW ui - - - - --- _ -- - - - - O O x x - _- - - T TELEP ONE SERVICE LINE 6 0_ c� - r __ _ V - - - - t. _ - _ - _ - a a _ --- --� - - -- - -- 't WATER SERVICE LINE - - - --- -_ - -- - - - - - _ - - . - _ k- _ - - - - - - - - - - . - - - \ PERGOL ATION TEST HOLE i _ 0 z - - -- - - - - _ Q SOIL BORING TEST PIT a - - - -_ --- - __ -- - - - - - . -LOT 7 : - - - - � - - -1 a - - - - - 1 -- -- - - - - -- - ,- _ / PERCOLATION TEST HOLE AND SOIL BORING - a - -__ - a --- . I -- - - - - - - - 4 � - SU i TEST PIT PER SUBSOIL STUDY BY- - - - - � _ - - - - - - -- - - - - / - _ M HEPWORTH-PAWLAK GEOTEC HNICAL, INC m M T GOLF COURSE - --- - - - - - - _ / _ ; - - DATED MAY 22, 2CX30 -_- - -- _-_ _ HOLE 15 JOB NO. 199 834 4 Q) - - -- _ `__ - _ / - ^p V w _ - _ _ -2- 0 > w - - - - _ f F Ili Ix z - - _ GREEN FOR HOLE 15 - �j (%} 50 II - F_ _ L RATOR CALCULATIONS w _ - _ _ - -- ,� - \ / WASTEWATER TOILET = (150 GAl/FlXTURE/DAY) x (2 TOILETS) 300 GPD `~ U - - - _ _� / _ FLOWRATE SINK - (50 GAL/FIXTURE/DAY) x (2 SINKS = 100 GPD _ _ � , _ Ala 10 = % URIN ( 0 GALfF1XTURE/DAY} x (1 URINAL) 100 GPD Y _ . - 4 DRAIN LINE TYP. 500 GPD - - r - - _ - / t _ / TOTAL FLOW - 300 + 100 + 100 a - _ -- - IN Y �1T= 8859.89'_ .` - _ -- `-- f/i ; /� PEAKING FACTOR - 1.5 _ - - - - INV tN=8859.56 _ \ -= _ - / ) _ - _- _ = �--- -i _ .. � ✓ - _ - 1.5 x 500 = _ 750 GPD - - _ -- _ _ 3 ROWS OF 16 INFILTRATORS - 48 INV IN-8860.22 - _ -�Y- _ f 1 ,` - -- __ - __ - _ : ti= j - 1 ROW OF 6 INFILTRATORS = 6 2.0 TYP. / - - `�_� �- _ 'K�, " /,- � � f - `_ � ---_-� �_ - - _ \.* 54 TOTAL INFILTRATOR SECTIONS 2.8' TYP. i - _ _ , . j„_ _ - - __ PERCOLATION _ / S _ _ _ _ - - __ ._ = - T 45 M.P.f. (AVERAGE OF 3 SITES) - h - _�, �` _ - - - RATE ��/�C � 5 f' t L BOO -- -- - _ _ _ .=3 - - - L `'� - _ - Q 2.8 TYP• _ _ , - _ m P - mac► _ = - - - - __ - - . - _ _ _ , TRENCH BED A = 0/5 x (T)"1 f2 - p� + 2.0 TYP. _ 5J AREA - . 1 P h r � - _ - 0 = 750 GPD - ��} j _ ,INV OIIT=8860.55' - A 1006 SF 1 U T - _ - t7� - _t e o / A:,�� = _ h r re i Cvtf i o h +i vv� a INFlLTRATOR 50x REDU T! N - . �` - _ ,.�= _- �O - C ON U of - j _ - 50% x 1006 SF 503 SF (Z- ft - ,I Y h = _'�_. f p COMPARE WITH MAX. TREATMENT RATE OF 45 AL/SF/DAY a - - - �cQ ' / _ I- _ - - - r% TURF LINE FOR HOLE 15 r 5 a' I- C - AND INFILTRATOR 50% REDUCTION RATE _ a o .4 t O _ _ _ U ((750 GAL/DA1'} / (0.45 GAL/SFJDAY)) x 0.5 833 SF 3 �7; _7j -_. ,A ,I A_- ..- --t '/--.-.I --.%Ii I-. __ .-. I . _; -__- . - - -- _ I I -.__-.I-m I --/,­. _--­-. - I_--_ _ _ I _ -,-- _I,II-1 - _-, -.-I- -- ­--. 1- .:--- - - !-1 -r ��'^4 j o0 A _ _ � __ _ I �� # / - _ € Y �` _ 503 SF < 833 SF. THEREFORE DESIGN FOR 833 SF _ J /• a� h� X 33 SF 1 .5 UNIT - 54 UNITS O 6.25 FT PER UNIT (54 UNITS) x (6.25 FT/UNIT) = 337.5 LINEAR FEET OF TRENCH I p ^ d - = UNITS 8 /(5 % ) 1 L_ R _- lb -Z / 2 } ryas F v / l _ t 0 I RHO! }�_ __ / �_ as t . - -; I --- - d --_ _ - - _ - - - - - - I - ; _ - _ -- - _ - _ _ - -1ix _ I N - {` - 1) PLEASE NOTIFY THE ENGINEER 24 HOURS BEFORE THE TIME OF FINAL Z w t CONSTRUCTION, OR BEFORE TRENCH IS TO BE BACKFlLLED.` O y- ,, CART PATH, TYP. / = =+.* s . = _ - U ►-+ __, - - / ,' y - /` • _ 2) CALL FOR UTILITY LOCATES BEFORE EXCAVATION. �.�-' =7 - `\ - - _ _ i - / _k s - - - PROPOSED 2 WATER SERVICE LINE. 9 ``T # ` . _ -' ` _ / i L if _ SEE SHEET 2 FOR LOCATION OF TAP = - 3 SIDEWALLS OF EXCAVATION TR �' ENCN ARE TO BE RAKED TO AID iN m I - - _ 0 _ ABSORPTION. - _ - INV CHIT=8860.75' _ - s - ,I - . 1000 PTI TAN / .4 1 4 Fl I - - = i _ - _ _ - N= ALL C _ K, 1 { - I ) A E ABOVE THE LEACH FIELD SHOULD BE GRADED TO . -_ INV 59. 9 G ON SE K N L GRAD -_ __ '' - i . #_ _ PREVENT PONDING OF RUNOFF. _ - - - I - k NV T= 0.22' 80 LF• 4' • SlJi2 35 O 15.Qx /F I = r .-_ Z 5) SYSTEM TO BE CONSTRUCTED IN ACCORDANCE WITH EAGLE COUNTY 1 - __1 `� (N tN 0.55 �- - - - - RECX iLATIONS. - - :- -- tNV IN=8861.0` . � �'7 --'t / " - - � P: _ i = a 4 t s. -.. _ - 6 SURFACE ACTIVITY MUST R U - BE ESTRICTED ABOVE THE LEACH FIELD TO ■ BUNKER, TYP• • f '` _ = a _, � _; F _ -, - - 1 . " ACTIVITIES THAT WILL NOT OVERLY COMPACT THE SOI R A . `-i - r _ . � ' = r : - j PROPOSED TELEPHONE SERVICE LINE, _ L. O C USE -i STRUCTURAL DAMAGE TO THE INFlLTRATOR SYSTEM. z f f - i - e = - - - t` 'T _: SEE SHEET 2 FOR -LOCATION PEDESTAL w O - _ i _ i - - / - _ . - - - _ j - = v = 0 RE - f{/ _ ;-_ i ! - - I - - a '` - NV OU F 8873' D - - COMFORT STATION AT HOLE 15 SI p - - TURF LINE FOR HOLE 14 - - _; - _ _ . - � . - 1 •. F 5 _ - - t iz_ r - - FF ELEV= f377 _ F, I - - - 8 -0 /' v W - t tf M - T®- -- >r - t FAIRWAY FOR HOLE 14 v_ - . - _ - x �> _� i U - -- _ • • - / _ - / - /N • •- _ i - TREE LINE, TYP. , -_ S • - w 1 -- - ' . - - - �_ - - r �. = 4 - ' 1 /_ - i ` f _ €� - 3 - - - t �- - - - - - - - - 4� / - - -- _- 3 _s - -. _ L - - - - - 1 - _ w - - F -. , . - .. - - , _ =# _- LOT 2 . -- = y_ _ _ PROPERTY LINE (TYP) Z - I - . - 's = -=1 = = 1 - - I GREEN OR HOLE A 4 - . - _ - - -� - - E - / -_ - / _ _ _ . - _ ► f. _ CLEAN OUT - f f' - __ - - - - - - -- - / 3 - _ _ 1{- -34 - - - I _ nmt- - _ _ -- - - - - ` - - - - - - , / - i_ _ . / - - 4F-.- ` - _ - - _ _ . - _ _ - - - _ i - _ ! _ _ t - - - - y - - _ _ _ _ - ( � O - - - : _ - � , r - - / . - / - = Z SUMMfT GOLF COURSE ! `{ - _ s - . - - --• . - / -- . - - .-- H OLE i 4 - F '_ 2 - - - ` i a ,ram � _ 1W +' = i - , - - f►�1 �p . - ;. - _ �/'� N W - - - /' 1 L V 1 w �` -� s 1 i v! 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