HomeMy WebLinkAbout86 Red Canyon Creek Rd - 194125302015 - 1654-96ISINDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631 Telephone: 328-8755 BP-10865 YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. Please call for final inspection before covering any portion of installed system. PERMIT NO. 1 6 5 4- Y OWNER: Sharon Leevers PHONE: (970) 926-5390 MAILING ADDRESS: P. 0. BOX 855, cit, Edwards State:CO ZIp:81632 APPLICANT: Kevin O'Dounald PHONE: (970) 926-5390 SYSTEM LOCATION: 86 Red Canyon Rd., Edwards TAX PARCEL NUMBER: 1941-251-02-010 see note on application LICENSED INSTALLER: G� Ptt p3 11 M W 1 9 r, nn LICENSE NO: DESIGN ENGINEER OF SYSTEM: LKP 'Engineering, T.ni zn PPtrnt7Rka INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1000 GALLON SEPTIC TANK ABSORPTION AREA REQUIREMENTS: SQUARE FEET OF SEEPAGE BED 750 SQUARE FEET OF TRENCH BOTTOM, via 24 infiltrators as per design. SPECIAL REQUIREMENTS: Install as 12er engineer's design dated 10-3-96. Install cleanouts on either side of the driveway where the pipe runs and double sleeve the pipe to prevent freezing of line. Engineer -is r siD-Qnsible for final inspection. Please submits report to Env. Health office. ENVIRONMENTAL HEALTHAPPROVA DATE: November 12, 1996 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: 750 SQUAREFEET. via 24 infiltrator .units. INSTALLED SEPTIC TANK: 1000 GALLON 20 DEGREES 71 FEETFROM t-hp htti l di ng- See site ni An fnr dpt l SEPTIC TANK ACCESS TO WITHIN 8" OF FINAL GRADE AND PROPER MATERIAL AND ASSEMBLY Y 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: Engineer final rerti fi rni-i on rerPivpd h 10 97 Photo of t`lrivPT7a3Z rl Pannnt rPrP-ivPd ENVIRONMENTAL HEALTH APPROVA . DATE: h1 1 17 ENVIRONMENTAL HEALTH APPROVAL: DATE: (RE -INSPECTION IF NECESSARY) RETAIN WITH RECEIPT RECORDS APPLICANT / AGENT: PERMIT FEE PERCOLATION TEST FEE OWNER: RECEIPT # CHECK# 4Site Plan MUST be attached) ISDS Permit APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. O. 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: PHONE: ( 2o) MAILING ADDRESS: I ZZ a4 COat APPLICANT/CONTACT PERSON MAILING ADDRESS: A.Asc /. PHONE: (720) -2- S':3 !6 LICENSED ISDS CONTRACTOR: /;F-'? C, PHONE: COMPANY / DBA : - � A A & ADDRESS: �]]� PERMIT APPLICATION IS FOR: New Installation ( ) Alteration ( ) Repair LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: o - �Qyi �sy-oa Building Permit # (if known) a.- Legal Description: Subdivision��'�,,,, Filing: _Block: Lot No. Tax Parcel Number: �- % - d a- I © Lot Size:�c-c, Street Address: t\ �Cawk BUILDING TYPE: (Check applicable category) Residential/Single Family Residential/Multi-Family* ( ) Commercial/Industrial* TYPE OF WATER SUPPLY: (Check applicable category) ( ) Well yN) Spring ( ) Surface ( ) Public Name of Supplier: Number Number Type _ of Bedrooms.. of Bedrooms *These systems require design by a Registered Professional Engineer SIGNATURE .;j,,_-JjZ.,fi,Date: TO BE COMPLETED BY THE COUNTY AMOUNTPAIDRECEIPT #: �� ` DATE: CHECK #: Stf CASHIER: �Y Community Development Department (970) 328-8730 Fax: (970) 328-7185 TDD: (970) 328-8797 EAGLE COUNTY, COLORADO December 8, 1997 Sharon Leevers P.O: Box 855 Edwards, CO 81632 Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 RE: Final of ISDS Permit No. 91654-96, Tax Parcel #1941-251-02-010. Property location: 86 Red Canyon Rd., Edwards, CO. Dear Ms. Leevers: 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 vi2;'wtF%v8 ;�� K ` ;klEngineering,, Inc. Juno 9, 1997 Ms. Sharon Leevers P.O. Box 951 Devil's Lake, ND 58301. RE: Inspection of Septic System Installation Lot 3, Red Canyon Estates Eagle County, Colorado Project No. 9680 - Permit No. 1634 Dear Ms. Leevers: At the request of Eon, ften Bighorn Excavating, on Juno 9, 1997, we visited the construction site on Lot 3, Red Canyon Estates, in Eagle County, Colorado. The Purpose of our site visits was to observe the installation of the septic system. The system was installed in overall compliance with the'septac system design, Drawing No. 969OSD.DWG, dated October 3,1996. The system was connected to the building on the north side of the driveway. Sewer cleanout was installed 8 feet west from the southeast building corner. Later, when they pave the driveway, the cleanout will have a metal cover installed on it, since it is in the driveway, in front of the garage. The distance of the building sewer, from the building to the septic tank, was 71 feet, roughly N20°E, and it had double sleeve under the main driveway. They installed 1000-gallon, two compartments, a precast concrete septic tank., The building sewer entered the side port of the septic tank. From the tank, the delivery pipe lead one foot section of pipe petpendioWar to the tank, them 45 degree elbow and a straight section to the infiltrators. From the septic tank to the first, Infiltrator Chamber, was 32•foot pipe. Twenty-four, Standard Wiitrator Chambers were installed in two trenches, with serial distribution, In the last infiltrator of both trenches, cleanout ports were installed. Horizontal distance from center to center of the trenches, was 9 feet. The soil profile in the trenches was cistent with the soil exposed in the profile hole. Depth of the trenches was two to throe feet, if you have any questions, please do not hesitate to call. .��" U m Sincerely, LXP Enginee4A.. � r d<9 uiza Petrovsk� Presidentailh, -- cc: Mr. Ray Merry, Eagle County Enyuonamtal Health Division, fax: 328-7185 c;\0rrtcrk%WWMwpn0csAWMI,WM P.Q. Box 1452, Avon, Colorado 81620 • (970) 827.9088 Tel * (970) 827.9089 Fax tt ` KOECHLEIN CONSULTING ENGINEERS CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS SOILS AND FOUNDATION INVESTIGATION AND PERCOLATION INVESTIGATION PROPOSED CARETAKER UNIT LOT 3 RED CANYON ESTATES EAGLE COUNTY, COLORADO �aooc l., 3 -�' 15962 ' //1;11►NA1% %E Prepared for: Jack and Sharon Leevers c/o Steven James Riden AIA Architect P.O. Box 3238 Vail, CO 81658 Job No. 95-321 December 14, 1995 DENVER: 12354 )Vest Ahuneda Prkwy., Suite 130, Lakewood, CO 80228 (303) 989-1223 AVON. P.O. Box 1794, Avon, CO 81620-1794 SILVERTNORNE: P.O. Box 2747, Silverlhorne, C0 80498 TABLE OF CONTENTS SCOPE I EXECUTIVE SUMMARY I PROPOSED CONSTRUCTION 2 SITE CONDITIONS 2 INVESTIGATION 3 SUBSURFACE CONDITIONS 3 PERCOLATION TEST 4 EXCAVATIONS 4 FOUNDATION 5 FLOOR SLABS 6 FOUNDATION DRAINAGE 6 LATERAL WALL LOADS 7 CONCRETE g SURFACE DRAINAGE g COMPACTED FILL 9 LIMITATIONS 10 VICINITY MAP Fig. 1 LOCATIONS OF EXPLORATORY BORINGS Fig. 2 LOGS OF EXPLORATORY BORINGS Fig.3) GRADATION TEST RESULTS Figs. 4 thru 6 TYPICAL WALL DRAIN DETAIL Fig. 7 TYPICAL EARTH RETAINING WALL DETAIL Fig. 8 PERCOLATION TEST RESULTS Appendix A SCOPE This report presents the results of a soils and foundation and a percolation investigation for the proposed residence to be located on Lot 3 in the Red Canyon Estates Subdivision, in Eagle County, Colorado. The approximate site location is shown on Fig. 1, Vicinity Map. The purpose of our investigation was to evaluate the subsurface conditions at the site and to provide geotechnical recommendations for the proposed construction. This report includes descriptions of subsoil and ground water conditions found in the exploratory borings, results of the percolation test, recommended foundation systems, allowable soil pressures, and recommended foundation design and construction criteria. This report was prepared from data gathered during our field investigation, our laboratory testing, and our experience with similar projects and subsurface conditions in the area. The recommendations presented in this report are based on the proposed residence construction. We should be contacted to review our recommendations when the final plans for the structure have been developed. A summary of our findings and conclusions are presented below. EXECUTIVE SUMMARY 1. Subsurface conditions encountered in the two exploratory borings were uniform. The subsurface materials consisted of 1 foot of topsoil, underlain by a loose to medium dense, gravelly, sandy silt to the maximum depth explored of 30 feet. 2. The maximum percolation rate, in minutes per inch, was 40. 3. At the time of this investigation, no free ground water was encountered to the maximum depth explored of 30 feet. 4. The proposed caretaker unit may be constructed with a spread footing foundation system supported by the sandy silts, as recommended within this report. 5. Slab -on -grade floors may be constructed on this site with low risk of movement, as recommended within this report. 6. Retaining and foundation walls may be designed and constructed for cut and fill areas. 7. Drainage around the building should be designed and constructed to provide for rapid removal of surface runoff and avoid concentration of water adjacent to foundation walls. 8. Below grade construction at this site requires special precautions as recommended in this report in order to maintain the stability of the sides of the excavations. PROPOSED CONSTRUCTION We anticipate that the proposed caretaker unit will be a single -story building, constructed out of wood and cast -in -place concrete. The approximate size of the building will be 1,100 square feet. We anticipate that slab -on -grade floors will be used for the caretaker unit. A leach field is to be located to the south of the proposed building. Maximum column and wall loads were assumed to be those normally associated with residential structures. Excavations of up to 4 feet may be required for construction of the caretaker unit. SITE CONDITIONS The proposed caretaker unit is to be located on Lot 30 in the Red Canyon Estates Subdivision, in Eagle County, Colorado. The proposed building site is situated to the southeast of a manmade pond and to the southwest of a dry irrigation ditch. The 2 T topography of the overall site is varied due to the manmade pond and irrigation ditch. However, the proposed building site is sloped at approximately 10 percent down towards the southwest. Access to the site is from the driveway to the main residence and is located to the south of the proposed caretaker unit. The overall site drainage is down to the southwest. INVESTIGATION Subsurface conditions were investigated at this site on November 7, 1995, by drilling two exploratory borings, using a 4-inch continuous flight auger, at the locations shown on Fig. 2, Locations of Exploratory Borings. A field engineer from our office was on the site to supervise the drilling of the exploratory borings and visually classify and document the subsurface soils and ground water conditions. The field engineer also obtained representative samples of the soils within the exploratory borings to be examined in our laboratory. A description of the subsurface soils observed in the exploratory borings are shown on the Logs of Exploratory Borings, Fig 3. The laboratory investigation included visual classification of all samples and testing of selected samples for natural moisture content and gradation analysis. Results of the laboratory tests are presented on the Logs of Exploratory Borings, Fig. 3 and on the Gradation Test Results, Figs. 4 thru 6. SUBSURFACE CONDITIONS The subsurface materials encountered in the exploratory borings consisted of about 1 foot of topsoil underlain by a dry to moist, loose to medium dense, red, clayey, gravelly, sandy silt to the maximum depth explored of 30 feet. 3 At the time of this investigation, no free ground water was encountered in exploratory borings to the maximum depth explored of 30 feet. PERCOLATION TEST A percolation profile hole was drilled on November 7, 1995 at the location shown in rig. 2. The soils encountered in the profile hole consisted of approximately 10 inches of topsoil underlain by a gravelly, sandy silt to a depth of 7.0 feet. Neither bedrock nor ground water was encountered in the profile hole. The percolation tests were performed on November 8, 1995, near the proposed location of the leach field. Three 6-inch diameter percolation test holes were drilled to depths ranging from 32 to 38 inches. The locations of the percolation test holes are shown -in rig. 2. The holes were filled with water and the subsurface soils were allowed to saturate for 8 hours prior to starting the tests. The water levels were measured at constant time intervals and percolation rates were calculated for each interval. Percolation test results are presented in Appendix A, Percolation Test Results. The last column of the table provides the water percolation rate for each time interval. The water percolation rate varied between 20 to 40 minutes per inch. We recommend designing the leach field for at least 4_0o minutes per n i EXCAVATIONS Excavations will be needed to construct the foundations, floor slabs, and any retaining walls. Excavations up to 4 feet may be required for construction. Conventional excavation equipment should be capable of completing the required excavations. Care needs to be exercised during construction so that the excavation slopes remain stable. In 4 our opinion, the soils encountered at the site classify as type B soils in accordance with OSHA. OSHA regulations should be followed in any excavations or cuts. FOUNDATION The near surface material at potential foundation elevations consisted of sandy silts. In our opinion, the sandy silts will safely support a spread footing foundation system. The spread footing foundation system should be designed and constructed to meet the following criteria. 1. Footings should be supported by the undisturbed natural sandy silts or compacted fill. Soils loosened by machine excavation should be cleaned from the excavation prior to placing concrete for the footings. 2. We recommend wall and column footings be designed for a maximum allowable soil bearing pressure of 1,500 psf. 3. Column footings should have a minimum dimension of 24 inches square and continuous wall footings should have a minimum width of 16 inches. Footing widths may be greater to accommodate structural design loads. 4. Continuous foundation walls should be reinforced to span local anomalies in the soil. 5. If pockets of soft soils are found in the bottom of the excavation, the soft soils should be excavated to expose firm soils. The bottom of the foundations may be constructed on the firm natural soils or the resulting excavation may be backfilled with compacted soil or lean concrete. Any soils placed as backfill should be placed and compacted as recommended in the COMPACTED FILL section of this report. 6. The base of exterior footings should be established at a minimum depth of 4 feet below the exterior ground surface to protect the footings from damage caused by frost action. 7. We recommend that a representative from our office observe the completed foundation excavation. Variations from the conditions E described in this report, which were not indicated by our borings, can occur. Our representative can observe the excavation to confirm the subsurface conditions are as anticipated. FLOOR SLABS The near surface soils at the approximate proposed floor slab elevations consisted of either topsoil or sandy silt. We believe that the sandy silt or compacted fill bearing on the sandy silt will safely support slab -on -grade floors. We recommend the following precautions for the construction of slab -on -grade floors. 1. Slabs should be placed on the sandy silts or compacted fill. If topsoil occurs at the proposed floor slab elevations, it should be overexcavated to expose the underlying natural sandy silts and then backfilled with compacted on -site soils or approved fill. 2. Fill may be required to establish the grade for slab -on -grade floors after removing the topsoil or in excavations beneath slab -on -grade areas. Fill should be placed and compacted as recommended in the COMPACTED FILL section of this report. Placement and compaction of fill beneath slabs should be observed and tested by a representative of our office. 3. A 4-inch layer of free draining gravel should be placed beneath the floor slabs. FOUNDATION DRAINAGE Surface water frequently flows through the relatively permeable backf ll adjacent to buildings and collects on the surface of relatively impermeable soils at the foundation elevation. To reduce the accumulation of water adjacent to foundation walls, we recommend provision of a foundation drain. The drain should be sloped so that water rol flows to a sump where water can be removed by pumping, or to a positive gravity outlet. Recommended details for a typical foundation wall drain are presented on Fig. 7. LATERAL WALL LOADS Any retaining walls will require lateral earth pressures for design. Lateral earth pressures depend on the type of backfill and the height and type of wall. Walls which are free to rotate sufficiently to mobilize the strength of the backfill should be designed to resist the "active" earth pressure condition. Walls which are restrained should be designed to resist the "at rest" earth pressure condition. For design, an equivalent fluid weight of 35 pcf should be used for the "active" earth pressure condition and an equivalent fluid weight of 45 pcf should be used for the "at rest" earth pressure. The fluid weights are for a horizontal backfill condition. A "passive" equivalent fluid weight of 300 pcf can be used to resist the wall loads where the soils will always remain in place at the toe of the wall. The equivalent fluid weights do not include allowances for surcharge loads due to hydrostatic pressures or live loads. A coefficient of friction of 0.3 can be used at the bottom of the footing to resist the wall loads. Backfill placed behind or adjacent to foundation and retaining walls should be placed and compacted as recommended in the COMPACTED FILL section of this report. Placement and compaction of the fill should be observed and tested by a representative of our office. To reduce the possibility of developing hydrostatic pressures behind retaining walls, a drain should be constructed adjacent to the wall. The drain may consist of a manufactured drain system or gravel. If gravel is used, it should have a maximum size of 1.5 inches and have a maximum of 3 percent passing the No. 200 sieve. Washed concrete 7 aggregate will be satisfactory for the drainage layer. The gravel drain fill or manufactured drain should extend from the bottom of the retaining wall to within 2 feet of subgrade elevation. The water can be drained by a perforated pipe with collection of the water at the bottom of the wall leading to a positive gravity outlet. A typical detail for a retaining wall drain is presented in Fig. 8. CONCRETE The soils in the area may contain soluble sulfates. Sulfates can cause damage to concrete members constructed with ordinary cement that come into contact with the soil. Type V cement is normally recommended for high sulfate areas. However, a suitable alternative of Type V cement is a "modified" Type I1 cement. Use of a cement rich mixture (maximum of 0.5 water/cement ratio) and 5 to 7 percent air entrainment further increases the sulfate resistance. This cement should be used for all concrete members (slabs, foundation, foundation walls, curb and gutter, and sidewalks) that come into contact with the soil. SURFACE DRAINAGE Reducing the wetting of foundation soils can be achieved by carefully planned and maintained surface drainage. We recommend the following precautions be observed during construction and maintained at all times after the structure is completed. 1. Wetting or drying of the open foundation during excavation should be minimized during construction. 2. All surface water should be directed away from the top and sides of the excavation during construction. 8 3. The ground surface surrounding the exterior of the structure should be sloped to drain away from the building in all directions. We recommend a slope of at least 12 inches in the first 10 feet. 4. Backfill, especially around foundation walls, should be placed and compacted as recommended in the COMPACTED FILL section of this report. COMPACTED FILL Fill may consist of the on -site sandy silts free of organic material, or approved imported granular fill. No gravel or cobbles larger than 6 inches should be placed in fill areas. Fill areas should be stripped of all vegetation and topsoil and then scarified.. Fill should be placed and compacted in thin loose lifts, moisture conditioned to within 2 percent of optimum moisture content, and compacted to the recommended compaction shown in the following table. The recommended compaction varies for the given use of the fill. Use of Fill Recommended Compaction Percentage of the Standard Proctor Maximum Dry Density (ASTM D-698) Percentage of the Modified Proctor Maximum Dry Density (ASTM D-1557) Below Structure Foundations 98 95 Below Slab -On -Grade Floors 95 90 Backfill (Non -Structural) 90 90 We recommend that a representative of our office observe and test the placement and compaction of structural fill. Fill placed below foundations or slab -on -grade floors is considered structural. It has been our experience that without engineering quality control, 9 poor construction techniques and habits occur which result in poor foundation and slab performance. LIMITATIONS Although the exploratory borings were located to obtain a reasonably accurate determination of foundation conditions, variations in the subsurface conditions are always possible. Any variations that exist beneath the site generally become evident during excavation for the structure. A representative from our office should observe the completed excavation to confirm that the soils are as indicated by the exploratory borings and to verify our foundation and floor slab recommendations. The placement and compaction of fill, as well as installation of foundations, should also be observed and tested. The design criteria and subsurface data presented in this report are valid for 3 years from the date of this report. If we can be of further assistance in discussing the contents of this report or in analyses of proposed structures from a soils and foundation viewpoint, please call. KOECHLEIN CONSULTING ENGINEERS By Scott B. Myers, Engineer Reviewed by William H. Koechlein, P.E., President SBM/jt (4 copies sent) H I .11!�;-�-?< SITE VICINITY MAP NOT TO SCALE JOB NO,95-321 FIG. EXISTING POND J r-_ EARTH DAM — ,.ti / TH-10 ! T:2 / / / I � / P-1 0 LBUILDING ENVELOPE P-20 P-3 PERCOLATION PROFILE HOLE f i SCALE: 1' = 40' LOCATIONS OF EXPLORATORY BORINGS JOB NO, 96-321 FIG. 2 TH-1 TH-2 LEGEND: APP. EL. 110 APP. EL. 100 0 0 TOPSOIL N N N 12/12 5/12 5 WC=6 5 -200=60 SILT, Gravelly, Sandy, Clayey, ' Dry to moist, Loose to medium, Dense, Red. 8/12 7/12 10 WC=10 WC=10 10 -200=71-200=70 7F Indicates practical drill rig H W ~ refusal. W W W W U- Z 10/12 11/12 Z 15 15 WC=13 = -200=78 0- d DRIVE SAMPLE. The symbol 12/12 W W indicates that 12 blows of a 140 pound hammer falling 30 inches 12/12 5/12 were required to drive a 2.0 20 WC=13 20 inch O.D. sampler 12 inches. -200=70 8/12 12/12 25 25 30 30 NOTES: 1. The Exploratory Borings were drilled on November 7, 1995 with a 4-inch diameter continous flight power auger. 2. No free ground water was encountered at the time of drilling. 3. The Boring Logs are subject to the explanations, limitations, and conclusions as contained in this report. 4. Laboratory Test Results: WC - Indicates natural moisture content (%) -200 - Indicates percent passing the No. 200 sieve (%) 5. Approximate elevations are based on the driveway to the main residence being 100. LOGS OF EXPLORATORY BORINGS JOB NO. 95-321 FIG. 3 KOECHLEIN CONSULTING ENGINEERS HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 77 HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. '200 100 '50 '40'30 16 ' 10'8 '4 3/8' 3/4' 1 h' 3' 5'6' 8' 100 I I 0 90 _. ._ _ .. ... . 000, 10 80 20 70 30 .. U 60 I I o N 40 ? 2 Itz2 '0 c Z 50 W I c_ 40 I I I 60 a 30 70 20 Bo 10 90 0 I 1 1 -"' 1- i' I Y 11 i 1 1 1-i. 1' t 1 I 1 1 100 .001 .002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.52 19A 36.1 762 127 20 .0 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NON -PLASTIC) SAND GRAVEL FINE MEDIUM I COARSE FINE I COARSE COBBLES Sample of _ SILT,. Gravelly, Sandy From B X- ngT14_1 at d fee. GRAVEL— 2 2 —% SILT &CLAY6Q—% PLASTICITY INDEX SAND 18 % LIQUID LIMIT HYDROMETER ANALYSIS SIEVE ANALYSIS �� 77 TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. '200 100 '50 '40'30 16 '10'8 '4 3/8' 3/4' 11/2" 3' 5.6. 8' 100 I I 0 _. _. . . 10 80 I I 20 70 30 O 60- l l I o UZ � 40 Z n I l a 50 I c z 50 40 30 70 20 I l llico 80 10 I I i 90 0 .001 .002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.52 19A 36A 76.2' 127 200 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NON -PLASTIC) SAND GRAVEL FINE MEDIUM I COARSE FINE COARSE I COBBLES Sample of SIT.T, Gravel y, Sand From noring TEi i at g feet GRAVEL 17 % SILT & CLAYS_% PLASTICITY INDEX — SAND 1 9 % LIQUID LIMIT GRADATION TEST RESULTS JOB NO. 95-321 FIG. 4 KOECHLEIN CONSULTING ENGINEERS HYDROMETER ANALYSIS SIEVE ANALYSIS )ut ULFZ Um UU9 U19 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.52 WA 36.1 76.2 127 20C 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS Sampleof STT,T, Sandy, (I avelly GRAVEL 11 % SAND 19 From Boring TH-2 at 4 feet SILT&CLAY 70 % LIQUIDLIMIT `/o PLASTICITY INDEX % HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MINMIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. '200 ' 100 ' 50 '40' 30 ' 16 ' 10'8 '4 3/8' 314' 1'/2' 3' 5' ' 8. 100 0 90 10 80 I I 20 70 30 0 Z 60 I i I 0 0 Z atz I I I 50 z 40 I I I 30 I I I E{1 20 10 I 90 0 100 .001 .002 .005 .009 .019 .037 .074 A49 .297 .590 IIA9 2.0 2.38 4.76 9.52 19.1 36A 76.2 127 200 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NON -PLASTIC) SAND I GRAVEL FINE I MEDIUM I COARSE I FINE I COARSE COBBLES Sample of SILT, Sandy, Gravelly GRAVEL_ F % SAND 16 % From_ Bori nq TH-2 at 14 fept SILT &CLAY 78_% UQUIDLIMIT % PLASTICITY INDEX % GRADATION TEST RESULTS JOB NO, 95-321 FIG. 5 O z a a KOECHLEIN CONSULTING ENGINEERS HYDROMETER ANALYSIS SIEVE ANALYSIS 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NON -PLASTIC) SAND GRAVEL FINE I MEDIUM I COARSE FINE I COARSE I COBBLES Sampleof_STLT, Sandy, Gravally GRAVEL 13 %, SAND 17 %, From SILT & CLAY 70 % LIQUID LIMIT % PLASTICITY INDEX % HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HHR. 7 HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45' MW. 1 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. '200 •100 '50 '40'30 •16 ' 10.8 -4 3/8• 3/4' 1Y2' 3' S' 8' 100 .. . 90 _.._. .. _. 10 80 .. _ . _ .. Iw. i 20 70 30 O z 60 40 z a I I 50 I c z 50 W k 40 I I l 60 a 30 70 20 l l l 80 10 90 0 100 .001 .002 .005 .009 .019 .037 .074 1149 .297 .590 1A9 2.02.38 4.76 9.52 19A 36A 76.2 127 200 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NON -PLASTIC) SAND GRAVEL FINE MEDIUM I COARSE FINE I COARSE COBBLES Sample of From GRAVEL —% SAND SILT & CLAY % LIQUID LIMIT PLASTICITY INDEX GRADATION TEST RESULTS JOB NO, 95-321 FIG. 6 CLAYEY BACKFILL 12- MIN. GRAVEL COMPACTED BACKFILL :o.A- gyp' . •o . GRAVEL - (SEE REPORT FOR BACKFILL RECOMMENDATIONS) -lD.- : oa0Q Oo . o Im BELOW GRADE WALL MANUFACTURED DRAIN '� -PROVIDE PLASTIC SHEETING GLUED 4 INCH DIAMETER TO FOUNDATION WALL TO REDUCE PERFORATED PIPE, 12' MIN. MOISTURE PENETRATION. NOTES: 1. INSTALL EITHER: A. APPROVED MANUFACTURED DRAIN SYSTEM AND GRAVEL COVERED PIPE OR B. GRAVEL WITH PIPE 2. DRAIN SHOULD BE AT LEAST 6 INCHES BELOW TOP OF FOOTING AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. 3. THE DRAIN SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1/8 INCH AND 1/4 INCH DROP PER FOOT OF DRAIN. 4. GRAVEL SPECIFICATIONS: WASHED 1 1/2 INCH TO NO. 4 GRAVEL WITH LESS THAN 3% PASSING THE NO. 200 SIEVE. TYPICAL WALL DRAIN DETAIL JOB NO. 96-321 FIG. 7 CLAY BACKFILL 12" MIN.. 1 0 , -_- 1'(� - -- --_-- ------ - - -- --- -- 28. --------------------- -------------------- _____ _____-_- - - - MANUFACTURED DRAIN SYSTEM 0 THAN 3 PERCENT PASSING ' ...- .'^""'"' . "" V_" r•v r1rrz. THE NO. 200 SIEVE. THE DRAIN LINE SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1/8 INCH AND 1/4 INCH DROP PER FOOT OF DRAIN AND LEAD TO A POSITIVE NOTE: GRAVITY OUTLET. INSTALL EITHER 1. APPROVED MANUFACTURED DRAIN SYSTEM AND PIPE OR 2. GRAVEL WITH PIPE TYPICAL EARTH RETAINING WALL DETAIL JOB NO. 86-321 FIG. 8 .— — —._- 1G•1J 'JiL.vur irniE.D fiIVF-11 rltn rim. JJJ 741j ul,04 h'.L1 EXMIT B The land referred to is situated in Eagle County, Color e and is described as follows: E LOT 3, RED CANYON ESTATES, AMENDED PLAT, ACCORDING TO THE PLAT RECORDED MAY 28, I987 IN BOOK 463 AT PAGE 415, COUNTY OF EAGLE, STATE OF CO.LORADO. The utility moment is described as follows: BASIS OF BEARING: N 000 04' 42" W, BETWEEN THE SOUTHEASTERLY CORNER OF LOT 2 (3 1/4" ALUMINUM CAP MONUMENT) AND THE NORTHEASTERLY CORNER. OF LOT 3 (3 114" ALUMINUM CAP MONUMENT). EASEMENT DESCRIPTION: ALONG THE BEARING N 00b 04' 42"' W FROM SOUTHEASTERLY CORNER OF LOT 2 (3 1/4" ALUMINUM CAP MONUMENT) TO TO THE NORTHEASTERLY CORNER OF LOT 3 (3 1/4" ALUMINUM CAP MONUMENT), TURNING ALONG THE BEARING S 75° 07' 31" W 591.64'; TURNING ALONG THE BEARING N 64° 00' 00" W 228'. HENCE THE BEGINNING OF THE UTILITY EASEMENT, TURNING 900 00' 00" LEFT ALONG BEARING S 260 00' U0" W 65.00'; TURNING 900 00' 00" RIGHT ALONG BEARING N 64" 00" 00" W 170.00'; TURNING 900 00' 00" RIGHT ALONG BEARING N 260 00' 00" E 65.00'; TO A. POINT ON THE NORTH PROPERTY LINE OF LOT 3. if[ENCE THE END OF UTILITY EASEMENT. Post-Ir Fax Note 7671 Date � f of P a s� To Q N F- from Co./ Phone# C a None# Fax # i Fax # v 1-11 Jml - 1`,1 LLIY MJ. P9 P91% OUJ 747 U+QU4 h'. U111 V FUMMIT A r The land referred to in this situated in Ease County, Colorado, and is described as follows: LOT 4, RED CANYON ESTATES, AIVEMED PLAT, ACCORDING TO THE PLAT RECORDED MAY 28, 1987 IN BOOK 463 AT PAGE 415, COUNTY OF EAGLE, STATE OF COLORADO. TOTAL P.Q2 UU17-d1-lyyb 1b:31 STEVEN JAMES RIDEN AIR AR 303 949 0304 P.01 VAIL , CoLo p.A]Dv 8165 970-949-021 970'-949`0304 FACSIMIIX FA C IMI LIE COVER PACE DATE : /, + Z / 9& 7"EMr : 3 : ZDPM. To. Josh N. (JAeK) LavEms COMPANY. LEE-VElar 5uPF-aMA2RETS,XKc,, TELEPHONE: # d, /�G►x��ln�(GJ FACSIMILE #_&Z NI. MBE-1t OF PAGES INCLUDING, COVEsR .- MESSAGE . jjqeKJ gIS.' jZ'[4 04AT' fl(tP A16AE A)yr &/f}IYG�S' jrar� Z;vK5 STD WAJ.NIlgG !! 'I -HE' INFORNA 101,q CONTAINED IN THIS TRANSMISSION MAY BE CONFIDENTIAL, PRIVILEGED , AND EXEMPT FROM DISCLOSUpX. , lJNArl'E'H0lUZEp DISCLOsEnkC. MAY BE AN ILLEGAL. Y LIISSIcMIN}1,TION , DIsI'IIQTITION OH COPY OI' THIS CO1V[MiINICATiUN IS S'rIUCKLY PRORIIII'I'ED . C\ UCI-�1-1yyb 15:32 STEVEN JAMES RIDEN AIA AR 303 949 0304 P.02 CONVEYANCE OIF 9A&Fn This Conveyance ofF,asamant dated the day of October, 1996 is from John N. (Jack) Xmfer�, Owner of Lot 3 ("Grantor") to John N. (Jack) L m rs, Owner of Lot 4 (-GmuoWl). AU Grantor is the Declarant of the Lot 3, Ped Canyon the Clerk and Recorder's Records for Eagle County Colorado. Pursuant to Paragraph 2O of the DeClmtion, Grantor reserved the right to grant ftsements over any Portion of Lot 3 if consistent with the lots Ownership of the lot and the hest interest cf the owners. Grantor has detcrmined that the easement as hereinafter conveycd is consistent with the .Building Project and is in the best interest of the owners. Wfl'l�S 'E'1'H Grantor, or and in consideration of the sour of $o.00 and other and valuable consideration, the receipt and sufficiency of which are hereby acdmowledged, does hereby sell and comb to Grantee a non-exohtsive perpetual easement and right of wmy over, across and through the real property described on Exhibit A ached heicto and made a part hereof for the purpose of Constructing installing, maintaining, repairing, enlarging, reconsaucting and rqg Mies thereupon including but not limitW to sewer 3Vdc system between the Real Property (the "Property") described on Exhibit B attached hereto and Red Canyon Estates in Eagle County, Colorado. TO HAVE AND HOI D said easement and right of way unto Grar►tee and its successors and assigns. The easement and right of way her ft granted shall rum with the land and of legal title to all or any portion of the Property shall automatically transfer an pmpOfdmk to InWast in this easCnient and right of way. This grant of easement shall be binding upon and Shall inure to the benefit of the parties, their remove heirs, successors of assigns, IN WITNESS WHI�PEOF, this Conveyance of Easement is executed the date first above written, John N. (Jack) Leevcrs., owner of Lot 3 1 By: John N. Jack) Leevers, Owner Lot 3 $Y• *N�.,�(Jtack) Leeverg, 3 STATE OF COLORADO COUNTY OF Thercgoing was acknowledged before me this L— day of October, 1996, by John N_ (Jack) Leevers as owner of Lot 3. Witness my hand and official seal. MY Commission Expires: 3--9-2eszs. .....,..�.r _�, __... ggr 4� / C I L i TOTAL P.02 __ ...,, .. .Jl 'v 1rJlJ.J017fiJ7471J.iU4 [' U4 10/02/1996 09:34 FROM Koechlein Consulting Engr TO 1005619709490304 P.03 10/02/1996 09:34 FROM Koechlein Consulting Engr TO 1005619709490304 P.02 PERCOLATION -HOL NUMBER • TIME TIME DEPTH TO WATER START OF TIME INC i DEPTH TO WATER END OF y INCHES CHANGE IN DEPTHMINUTE� INCHESMINUTES ' . 1 1 • 11 f l 11 t _■ ! ! 1 ! W ■� '1 t � 1 t • 1 1 1 1 t ■ram PERCOLATION TEST RESULTS HOLE NUMBER DEPTHWATER OF ! tNT-ERVAL DEPTH TO,DEPTH START OF INTERVAL To WAUR ! OF JMRVAL CHANGE DEPTH RATE I �r� ! ■ 1 1 i �r C 11 1 r-� i f I i / 1■ 1 1 �� rs �� rrrr rrr rr■rr■rrr rrrrrrrrrrirr r �� r■r r■rrr rr�rrrr■rrrrrr�r rrrrr�rrrrrr■r r■rr� �r■rrr■rrrrr�rr r�rrr ���� ■■rrrrrrrr r�r■�rr■■rr ��rrrrr �� rrr■ rrrr �� ■rrr rrr �■ �� rrrr r■rr rrr � rr�rr ' • • I • l i ► 1►1 : IUIHL P.04 4c1 Ucl i»v c»•,J" rr�,ui-i nVruriiC1n ,un5ViTinq mngr IU l4 U*:,bl7fFTy4'JWJU4 F.04 ` , RESULTS PERCOLATION fOF DEPTH TlME I ELAPSEDHOLE I i DEPTH TO WATER START OF TTME IJ iINCHES DEPTH WATER END OF TME' INTERVALDEPTH CHANGE IN INCHESi 1 f 1 if 1 1 If 30E NO. 95-321 KOECHLEIN CONSULTING ENGINEERS TOTAL Y.04 FOUND 3 STAMPED ssj. O Ste, of LOT 6 h W ' o o 0 Z FOUND Q7' STAMP 50' ACCESS ROAD AND U77UTY EASEMENT oLOT 5 " ¢f36B cp 1,531,150, sq. ft. Cl h 35,15 acres VACANT LOT CL OF EASEMENT o ' O O L2 EDGE OF 25' DIRT ROAD 0 1�52 3 o ELEC7RIC VAULT cz t,5�•'Jv L 0 T 4 46' CUP HONE 66�5? OO �. 1 1,531,148. sq, ft. � PHONE PEDESTAL 7 35.15 acres RESERVOIR �Q VACANT LOT L3 OQ, C3 OVER FLOW S7RUC7UR '` �S P BARBED 111RF FENCE C' QD C Q) L4 �i yjs 20.8 " 1 S?. rn 591.7 I.W 575, L- Is' aRr DRIv£War a �6' 1 1 FOUND 3 4i ` RIP RAP Z. S. 1683 � � �X GOG • v� N64 00 00"W Pilo 5#Ut 553 LOT 3 (Fglt& tlMrj) H TANGENTI CHORD I 13CARING DELTA Dare arv�stous 34.31' 123.29' 228.58 533'33 07 WW 44'03 40 _ 46J0 76.11 143.20`— p135'45 29' 9 E 39'38 57 22.29 111.43 _ 222.00' S20'S8 08 W 10'0:3 17 /94 DhWENS10N AND LABEL DRIVENaI' E, Wsurvey commence Ws -ch defect. TIE TO Q EASEMENT 39.74' NOO'04'42_�'W 954.55' 305.1' 70 TIE) � — —a — — I 1 1 H z ''SPRING Un J W U •2'EVE OVERHANG J EXISTS AROUND PERIMETER W OF STRUCTURE (TYPICAL) \ \ STREET ADDRESS . 86 RED CANYON CREEK ROAD T A. �SST� zo.3 ELECTRIC TRANSFORMER DIRT DRIVEWAY N p CONCRETE RETAINING 1 WALL V coo h _ DIRT DRIVEWAY h LOT 3 35.15 acres GENERATOR VAULT CENTERLINE OF 50' ACCESS ROAD _ AND UTILITY EASEMENT 25* ELECTRIC VAULT/TRANSFORMER TELEPHONE PEDESTAL EDGE OF EXISTING AERAL NOTES GRAVEL ROAD March 22, 1990 25 ELECTRIC _ t NDOs08'42-9 along the east line METER monument along the east line of �ment at the northeast corner of _ in Estates, Amended Plat. subject to protective covenants. 'orth on the Bed Canyon Estatesa applicable. Itle Guarantee Company Commitment nay title information. ding to Colorado law you moat N� ge1 actlon based upon any defect V. It thin three years after you first p tl—t. In ao a ant may any actlon a` Isfact in thin aurvay ba c ® cad years from the data of nthe .£ Sown haraom. 4y be subject to right-of-w T No. A� Recorded in Nook 409 at Page 853. IMPROVEMENT LOCATION CERTIFICATE . /43 URVE 40 2 o 6 g 09/23/2015 WED 17,46 FAX U001/001 Honeywagon Waste Services Driver septic report Customer name; leeue- S Date servlce l Service Statement of the general condition and funs lonallty of the system /v.PXS' t �.O a Any repairs to the system noted or recommended Town Site map showing the location of th,0,-,&eptic tanks lids measured from atleast 2 fixed points Eagle Cour y report must submitted to fax 328-8788 within 10 days of service sent initials _ ....,..�__._.. -. 1654-96 Tax# 1941-251-02-010 JOB NAME Lot #4, septic easement lot 3 LEEVERS, Red Canyon Estates JOB NO. &P, CJ ?-'5- JOB LOCATION BILL TO DATE STARTED 1 V ' DATE COMPLETED DATE BILLED /01'--'1`6 � L [ 1 I _ i��zl��l'6 q l r. �aZ o- r16 JOB COST SUMMARY 4U1'X,41 4A'et'� TOTAL SELLING PRICE TOTAL MATERIAL `� '( (, L ` - v TOTAL LABOR INSURANCE SALES TAX MISC. COSTS TOTAL JOB COST GROSS PROFIT LESS OVERHEAD COSTS % OF SELLING PRICE NET PROFIT JOB FOLDER Product 278 ®O NEW ENGLAND BUSINESS SERVICE, INC., GROTON, MA 01471 JOB FOLDER Printed in U.S.A. Maximum daily Flow = Omax Qmax = 2 bdrms x 2 persons/bdrm x 75 gallons/person/day x 1507 Q Omax = 450 gpd v cn SEPTIC TANK o V -= Omax/24hrs x 30 hrs 6'-6" V = 5 Use 1000 gallon, o compartment precast concrete tank by Cop/and Concrete or equivalent ABSORP7701V AREA . j A = Om ax15 x ` - /T . .. ; .: A = 450/5 x ti%30 = 569 s f.