HomeMy WebLinkAbout2892 Territory Trl - 210717301012Environmental Health Department P.O. Box 179 500 Broadway Eagle, CO 81631-0179 Phone: (970)328-8755 Fax: (970)328-8788 EAGLE COUNTY Proiect Address Contractor(s) License Number Phone Prim!Yes:::::� Contr T. Nottingham Excavation (970)471-2711 Parcel No. 210717201008 Phone: (970)376-5166 Cell: Inspections: For Inspectionscalt (970) 328-8755 Inspection IVR OWTS Final Inspection 095 Permitted Construction / Details: Installed is a 2000 gallon 2 compartment precast concrete septic tank, 150 Q-4 Standard Infiltrator chambers Two building sewer lines connect to the tank: one from the shop and one from the main residence. The building sewer line from the shop is crossing under the driveway and it was encased in a 6 inch diameter SCH40 PVC for a length of 62 feet with cleanouts on both ends of the encasement. Cleanouts were constructed near both buildings and at 100 foot intevals along the effluent line, between the septic tank and the leachfield. An additional cleanout was constructed at about 6 inches north of the septic tank. To keep your system working properly have it cleaned out every 3-5 years. This system was installed in overall compliance with the septic system design by LKP Engineering, drawing #07015SD. DWG, dated March 23, 2007. record of your septic system will be kept on file at the Eagle County Environmental Health office. CONDITIONS: Office Copy 1. THIS PERMIT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT 2. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN CR.S. 25-10-101, etseg., AS AMENDED 3. 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 PERMITAND WILL RESULT IN. BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT 4. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED Terri Vroman October 15, 2008 Issued by: Environmental Health Department, Eagle County, C Date INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT Telephone: (970) 328-8755 P.O. Box 179 - 500 Broadway, Eagle, CO 81631 COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT# IS-2595-07 BUILDING PERMIT# BP-18334, BP-18335 OWNER: RE1NI WINTER, MARK HEINBAUGH PHONE: 970-376-5166 MAILING ADDRESS: PO BOX 2670 EDWARDS, CO 81632 APPLICANT: SAA PHONE: SAA SYSTEM LOCATION: 2892 TERRITORY TRAIL, TAX PARCEL NO. 210717201008 CORDILLERA LICENSED INSTALLER: TERE NOTTINGHAM LICENSE NO. 74-07 PHONE: 970471-2711 DESIGN ENGINEER: LKP ENGINEERING PHONE: 970-926-9088 SYSTEM SIZED TO ACCOMODATE A 6 BEDROOM RESIDENCE: INSTALLATION GRANTED FOR THE FOLLOWING: 2000 GALLON TWO COMPARTMENT CONCRETE TANK, 3000 SQUARE FEET OF ABSORPTION AREA CREDIT VIA 150 QUICK 4 INFILTRATOR UNITS. SPECIAL INSTRUCTIONS: • DO NOT INSTALL IN WET WEATHER • INSTALL AS PER ENGINEER REVISED DESIGN DATED MARCH 23, 2007. • AN 8 FOOT SOIL PROFILE HOLE MUST BE OBSERVED BY EAGLE COUNTY AND DESIGN ENGINEER AT TIME OF INSTALLATION SINCE NEITHER EAGLE COUNTY NOR DESIGN ENGINEER HAD BEEN INVOLVED IN ORIGNAL SOIL EVALUATION. • CALL EAGLE COUNTY AND THE DESIGN ENGINEER FOR FINAL INSPECTION PRIOR TO BACK -FILLING ANY PORTION OF THE INSTALLATION OR WITH ANY QUESTIONS. • THE BUILDING TCO AND CO WILL NOT BE ISSUED UNTIL THE SEPTIC SYSTEM HAS BEEN INSPECTED AND APPROVED ENVIRONMENTAL HEALTH APPROVAL: DATE: July 5, 2007 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 PERId IT 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 SYSTEDI (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: SQUARE FEET ( VIA ) INSTALLED GALLON SEPTIC TANK LOCATED DEGREES AND FEET INCHES FROM COMMENTS: ANYITEKI NOT MEETINCREQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OFSYSTEMISMADE. ARRANGEA RE -INSPECTION 11,7IEN WORK IS COMPLETED. ENVIRONMENTAL HEALTH APPROVAL: DATE: Department of Environmental Health Eagle (970) 328-8755 Fax: (970) 328-8788 El Jebel (970) 704-2700 TOLL FREE: 800-225-6136 EAGLE COUNTY P.O. Box 179 500 Broadway Eagle, CO 81631 www.eaglecounty.us APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ISDS Permit # d5g5-0 �7 Building Permit # INCOMPLETE APPLICATIONS WILL NOT BE ACCEPTED (SITE PLAN MUST BE INCLUDED) FEE SCHEDULE APPLICATION FEE $350.00 This fee includes the ISDS Permit, Site Evaluation (Percolation Test, or Soil Profile Observation) and Final Inspection. Additional fees may be charged if a re -inspection is necessary, or a pre -construction site visit or consultation is needed. The re -inspection fee is $55.00. The pre -construction site visit fee is $85.00. Make all remittance payable to: Eagle County Treasurer. Property Owner: j J P,� Phone: Mailing Address: 1�1 —I I3�x 2-CO-1 o Applicant/Contact Person: �� I I Phone: Licensed Systems Contractor: License # Company/DBA: Phone: Mailing Address: Permit Application is for: �(New Installation r Alteration r- Repair Location of Proposed Individual Sewage Disposal System: Legal Description: Tax Parcel Number: a/D��o76/pDS' Lot Size: Assessor's Link: www.eacilecounty.us/patie/ Physical Address: Z� Z I-'1 ►fit �t_-- Building Type: Residential/Single Family Number of Bedrooms: l_ Residential/Multi Family Number of Bedrooms: (- Commercial/Industrial* Type of Use: *These systems require design by a Registered Professional Engineer Type of Water Supply: X Private Well r Spring r Surface If Public Name of Supplier : Applicant Signature : S ,�- Y Office Use Only ---{' a d roan, Care-k�`tc� r -�o lk mdt r Public Amount Paid: 3SD°�' Receipt#: ;7 Q� Check#: /D� Date: 311?110 Engineering, Inc. CMI.A.3WITCHNICAL October 9, 2008 Reini Winter & Mark Heinbaugh RE: Inspection of Septic System Installation Lazy A Development, LLC Lot 8, The Territories at Cordillera P.01 Box 2090 2892 Territory Trail Edwards, CO 81632 Eagle County, Colorado Project No. 0701-5- ISDS Permit No. 2595-07 Dear Reini and. Mark: At the request of Tere Nottingham, on August 22 and October 7, 2008, we visited the construction site at your property on Lot 8, The Territories at Cordillera, 2892 Territory Trail, Eagle County, Colorado. The purpose of our site visits was to provide consultation for the leach.field area, observe a profile hole and inspect the installation of the Septic system. Thev installed the system. in. overall compliance with the septic system design, Drawing No. 07015SE),I.)WG, dated March 23, 2007, and as shown on the attached as -built sketch.. They installed a 2000-gallon, two compartments, concrete septic tank. Two building sewer lines connect to the tank; one from the shop and one from the main residence. The building, sewer line from the shop is crossing Linder the driveway. and it was encased iii a 6-inch. diameter SCI-140 PVC for a length of 62.f'eet with cleanouts on both ends of the encasement. In addition, cleanouts were constructed near both buildings and at 100-foot intervals along the effluent line, between the septic tank and the leachfield. Additional cleariout was constructed at about 6-inches north of the septic tank. One hundred and fifty. . Quick 4, Standard Infiltrator Chambers were installed in six trenches vNitli twerity ;-five infiltrators in each trench. There was a niiiiiinum of nine feet separation between the trenches. In the first and. last infiltrator of each trench. inspection ports were installed. The trenches were about 12 inches deep. The T's in both compartments of the septic tank. were at least 14-inches long. If you have any questions, please do not hesitate to call. Sincerely, LK' Engineering, Inc. U �i7a I vska.. PE Enclosure V V cc-. e-mail: 'I'erri.Vr<)maniiZ,,ea(.)IecotintV-, LIS; schatzje/ivai Lrict: rriarkifft).vall.net P, WP12-LK.P",200710"0150S.IQ4.wpd P.0, Box. 2837,, I'XIwards, CO 81632, (970) 926-9088 TeL (970) 926-9089 Fax SOILS AND FOUNDATION INVESTIGATION PROPOSED RESIDENCE THE TERRITORIES AT CORDILLERA EAGLE COUNTY, COLORADO �Iq D T �` `V ;� Koemein Consulting Engineers Consulting Geotechnical Engineers 12364 W. Alameda Pkwy • Suite 135 • Lakewood, CO 80228 MAIN OFFICE (303) 989-1223 (303) 989-0204 FAX AVON (970) 949-6009 (970) 949-9223.FAX SILVERTHORNE (970) 468-6933 (970) 468-6939 FAX 0 KOECHLEIN CONSULTING ENGINEERS CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS SOILS AND FOUNDATION INVESTIGATION PROPOSED RESIDENCE LOT 8 THE TERRITORIES AT CORDILLERA EAGLE COUNTY, COLORADO 0 "p�o° d 1502 A Prepared for: Garret A. Geiger 2039 Smith Park Drive Owasso, MI 48867 Job No. 97-290 October 16, 1997 DENVER: U?64 West Alameda Prkwy., Suite 135, Lakewood, CO 80228 (303) 989-1223 AVON. PO. Box 1794, Avon. CO 81620-1794 (970) 949-6009 SILVERTIIORAE. (970) 468-6933 . TABLE OF CONTENTS SCOPE EXECUTIVE SUMMARY I SITE CONDITIONS 2 PROPOSED CONSTRUCTION ' INVESTIGATION ' SUBSURFACE CONDITIONS 4 RADON 4 PERCOLATION TEST 5 EXCAVATIONS 5 FOUNDATION 6 FLOOR SLABS 7 FOUNDATION DRAINAGE 9 LATERAL WALL LOADS 9 SURFACE DRAINAGE 10 IRRIGATION 11 COMPACTED FILL 12 LIMITATIONS 1' 14 VICINITY MAP LOCATIONS OF EXPLORATORY BORINGS AND PERCOLATION HOLES LOGS OF EXPLORATORY BORINGS Fig. 2 g LEGEND OF EXPLORATORY BORINGS Fag ' TYPICAL WALL DRAIN DETAIL Fig. 4 TYPICAL EARTH RETAINING WALL DETAIL Fig. 5 PERCOLATION TEST RESULTS Fig. 6 Appendix A 13 SCOPE This report presents the results of a soils and foundation investigation for the Proposed residence to be located on Lot 8 in The Territories at Cordillera, Eagle County, Colorado. The approximate site location is shown on the Vicinity Map, Fig. 1. The purpose of the investigation was to evaluate the subsurface conditions at the site and to provide geotechnical recommendations for the proposed residence. This report includes descriptions of subsurface soil and ground water conditions found in the exploratory borings, results of the percolation test, recommended -foundation systems, allowable bearing capacity, and recommended design andconstruction criteria. The report was prepared from data developed during our field investigation. laboratory testing and our experience with similar projects and subsurface conditions in the area. The recommendations presented in this report are based on a residence being constructed on the lot. We should be contacted to review our. recommendations when the final plans for the structure have been developed. If the location of the residence is not within the area of our exploratory borings, we recommend that additional borings be drilled to determine the soil conditions beneath the residence. A summary of our findings and conclusions is presented below. EXECUTIVE SUMMARY 1. The subsurface conditions encountered in the exploratory borings were similar. The subsurface conditions consisted of approximately 0.5 foot of topsoil underlain by either a medium dense to very dense, gravel with cobbles and boulders or a soft to medium stiff, sandy clay to the maximum depth explored of 12.0 feet. Practical drill rig refusal was encountered in exploratory boring TH-1 at a depth of 12.0 feet and in TH-2 at a depth of 7.0 feet. If the location of the residence is not within the area of our exploratory borings, we recommend that additional borings be drilled to determine the soil conditions beneath the residence. 2. At the time of this investigation, no free ground water was encountered in the exploratory borings. 3. The maximum percolation rate, in minutes per inch, was 40. If the final location of the proposed leach field is not located in the general area of this percolation test, we recommend that another percolation test be performed. 4. The residence may be constructed with a spread footing foundation system supported by the natural gravel. Refer to the FOUNDATION section of this report for more details. 5. The residence may be constructed with slab -on -grade floors supported by the natural gravel. Refer to the FLOOR SLABS section of this report for more details. 6. Open cuts and excavations require precautions as outlined in this report in order to maintain the stability of slopes and sides of excavations. 7. Because refusal on cobbles and boulders were encountered in both exploratory borings, we believe that heavy duty excavation equipment will be necessary to complete the required excavations. Isolated areas of very Iarge and hard boulders may be encountered during excavation for the structure. Large boulders may require blasting. 8. Drainage around the structure should be designed and constructed to provide for rapid removal of surface runoff and avoid concentration of water adjacent to foundation walls. 9. The potential for radon gas is a concern in the area. Building design should include ventilation systems for below grade areas such as crawl spaces and basements. SITE CONDITIONS The proposed residence will be located on Lot 8 in The Territories at Cordillera, Eagle County, Colorado. The lot is approximately 37 acres in area with a 4 acre building site. The building envelope is located in the southeastern half of the lot. The lot slopes down towards the northwest at an approximate grade of 12 percent. Overall drainage of the lot is down towards the northwest. Vegetation on the lot consists of grasses, sagebrush and some trees. PROPOSED CONSTRUCTION At the time of this investigation, the type and location of the residence had not been. selected. We anticipate that a two-story residence with a basement will be constructed on this site. We believe that the residence will be of cast -in -place concrete and wood frame construction. Due to the topography of the site, we anticipate excavations of up to 10.0 feet may be required for construction of the basement. Maximum column and wail loads were assumed to be those normally associated with residential structures. 3 INVESTIGATION Subsurface conditions were investigated at this site on September 29, 1997, by .drilling two exploratory borings with a 4-inch diameter continuous flight power auger at the approximate locations shown on the Locations of Exploratory Borings and Percolation Holes, Fig. 2. At the time of this investigation, the location of the proposed residence was unknown. Therefore, locations of the exploratory borings were selected by our field engineer based on the existing topography of the building envelope and the views provided by the building envelope. If the location of the residence is not within the area of our exploratory borings, we recommend that additional borings be drilled to determine the soil conditions beneath the residence. A field engineer from our office was on the site to observe the drilling of the exploratory borings and to visually classify and document the subsurface soil and ground water conditions. Descriptions of the subsurface soils observed in the exploratory borings _'are shown on the Logs of Exploratory Borings, Fig. 3, and on the Legend of Exploratory Borings, Fig.. 4. Because the soils consisted of a gravel with cobbles and boulders, laboratory tests were not performed on the soil samples obtained during drilling. SUBSURFACE CONDITIONS The subsurface conditions encountered in the exploratory borings were similar. The subsurface conditions consisted of approximately 0.5 foot of topsoil underlain by 4 either a medium dense to very dense, gravel with cobbles and boulders or a soft to medium stiff, sandy clay to the maximum depth explored of 12.0 feet. Practical drill rig refusal was encountered in exploratory boring TH-1 at a depth of 12.0 feet and in TH-2 at a depth of 7.0 feet. At the time of this investigation, no free ground water was encountered in the exploratory borings. RADON In recent years, radon gas has become a concern. Radon gas is a colorless. odorless gas that is produced by the decay of minerals in soil and rock. The potential for radon gas in the subsurface strata of mountain terrain is likely. Since excavations for lower levels in the residence are anticipated, we suggest that the building be designed with ventilation for below grade areas. PERCOLATION TEST A percolation profile hole was drilled on September 29, 1997 at the location shown in the Locations of Exploratory Borings and Percolation Holes, Fig. 2. The soils encountered in the profile hole consisted of approximately 1 foot of topsoil underlain by a sandy clay to a depth of 8.0 feet. Neither bedrock nor ground water was encountered in the profile hole. The percolation tests were performed on October 6, 1997 in a location selected by our field engineer. At the time of this investigation, the location of the proposed leach field was unknown. Therefore, a location was selected by our field engineer in an effort to find an area with soils that would provide an adequate percolation rate for the proposed leach field. If the final location of the proposed leach field is not located in the general area of this percolation test, we recommend that another percolation test be performed. Three 6-inch diameter percolation test holes were drilled to depths ranging from 30 to 38 inches. The approximate locations ofthe percolation test holes are sho'Am in the Locations of Exploratory Borings and Percolation Holes, Fig. 2. The holes «-ere filled with water and the subsurface soils were allowed to saturate for at least 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 the Percolation Test Results. Appendix A. The last column of the table provides the water percolation rate- for each time interval. The water percolation rate was approximately 40 minutes per inch. We recommend designing the leach field for at least 40 minutes per inch. EXCAVATIONS We anticipate that excavations up to 10.0 feet could be required for construction of the basement. Because refusal on cobbles and boulders were encountered in both 6 exploratory borings, we believe that heavy duty construction equipment will be necessary to complete the required excavations. Isolated areas of very large and hard boulders may be encountered during excavation for the structure. Large boulders may require blasting. Care needs to be exercised during construction so that the excavation slopes remain stable. The near surface soil, which consisted of either the natural gravel, classifies as Type B soils in accordance with OSHA regulations. OSHA regulations should be followed in all excavations and cuts. Approximately 0.5 foot of topsoil was found in the exploratory borings. All topsoil beneath the proposed construction should be removed... It may be used in landscape areas. Backfill should be placed and compacted as recommended in the COMPACTED FILL section of this report FOUNDATION The subsurface conditions at the proposed footing elevation consists of a gravel with cobbles and boulders. In our opinion, the natural gravel will safely support a spread footing foundation system. We recommend that the spread footing foundation system be designed and constructed to meet the following criteria: i . Footings should be supported by the undisturbed natural gravel or compacted fill. 2. We recommend wall and column footings be designed for a maximum allowable soil bearing pressure of 4,000 psf. 7 3. The base of the exterior footings should be established at a minimum depth below the exterior ground surface; as required by the local building code. We believe that the depth for frost protection in the local building code in this area is 3.5 feet. 4. 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. 5. Continuous foundation walls should be reinforced to span local anomalies in the soil. 6. Voids in the footing subgrade surface may result when cobbles and boulders are removed. We recommend that these voids be filled with either concrete or properly moisture conditioned and compacted fill. 7. Pockets or layers of soft or loose soils may be found in the bottom of the completed footing excavations. These materials should be removed to expose the undisturbed natural gravel. The foundations should be constructed on. the natural gravel or compacted fill. 8. Fill should be placed and compacted as outlined in the COMPACTED FILL section of this report We recommend that a representative of our office observe and test the placement and compaction of structural fill used in foundation construction. It has been our experience that without engineering quality control, poor construction techniques and habits occur which result in poor foundation performance. 9. We recommend that a representative of our office observe the completed foundation excavation. Variations from the conditions described in this report which were not indicated by our borings can occur. The representative can observe the excavation to evaluate the exposed subsurface conditions. 8 FLOOR SLABS The soils at the proposed floor slab elevations consisted of gravel with cobbles and boulders. We believe that the gravel 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 natural gravel below the topsoil. Voids in the floor slab subgrade may result when cobbles and boulders are removed. We recommend that these voids be filled with properly moisture conditioned and compacted fill: 2. Frequent control joints should be provided in all slabs to reduce problems associated with shrinkage of the concrete. 3. Any construction area should be stripped of all vegetation and topsoil. scarified, and compacted. Fill may be required to establish the grade for slab -on -grade floors, after removing the topsoil. Fill may consist of the on -site soils or approved, imported soils. 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. FOUNDATION DRAINAGE Surface water. especially that originating from snow -melt, tends to flow through relatively permeable backfill typically found adjacent to foundations. The water that flows through the fill collects on the surface of relatively impermeable soils occurring at the foundation elevation. Both this surface water and possible ground water can cause wet or moist below grade conditions after construction. Since we anticipate below grade areas, we recommend the installation of a drain Vol . along the below <arade foundation wa lls. The drain should consist of a 4-inch diameter perforated pipe encased in free draining gravel and a manufactured wall drain. The drain should be sloped so that water flows to a sump where the water can be removed by pumping, or to a positive gravity outlet. Recommended details for a typical foundation wall drain are presented in the Typical Wall Drain Detail, Fig. 5. LATERAL WALL LOADS We anticipate that walls will be planned which may require lateral earth pressures for design. Lateral earth pressures depend on the type of backfiIl and the height and type of wall. Walls which are free to rotate sufficiently to mobilize the strength of the backf ll 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. Basement walls are typically restrained. For design, an equivalent fluid weight of 35 pcf should be used for the "active" earth pressure condition and an equivalent fluid weight of 50 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 10 coefficient of friction of 0.4 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 retainin& walls, a drain should be constructed adjacent to the wall. The drain may consist of a manufactured drain system and gravel. The gravel should have a maximum size of 1.5 inches and have a maximum of 3 percent passing the No. 200 sieve. Washed concrete aggregate will be satisfactory for the drainage layer. The manufactured drain should extend froni 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 the Typical Earth Retaining Wall Detail, Fig. 6. SURFACE DRAINAGE Reducing the wetting of structural soils and the potential of developing hydrostatic pressure behind below grade walls 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. 3. The -round 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. IRRIGATION Sprinkler systems installed next to foundation walls. porches or patio slabs could cause moist or wet basement conditions or consolidation of backfill beneath these areas. This can result in settling of porches, patios, exterior steps and/or sidewalks. We recommend the following precautions be followed: L Do not install a sprinkler system next to foundation walls, porches or patio slabs. The sprinkler system should be at least 10 feet away from the residence. 2. Sprinkler heads should be pointed away from the structure or in a manner that does not allow the spray to come within 10 feet of the residence. 3. The landscape around the sprinkler system should be sloped so that no ponding occurs at the sprinkler heads. 4. If shrubs or flowers are planted next to the structure. these plants should be hand watered. 1? 5. Control valve boxes, for automatic sprinkler systems, should be periodically checked for leaks and flooding. COMPACTED FILL Fill may consist of the on -site gravels or approved. imported granular fill. No cobbles or boulders larger than 6 inches should be placed in fill areas. Fill areas should be stripped of all vegetation and topsoil, scarified, and then compacted. Topsoil may be used in landscape areas. Fill should be placed in thin loose lifts, moisture conditioned to within 2 percent of the optimum moisture content, and compacted 'to the recommended compaction shown in the following table. 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 Backf ll (Non -Structural) 90 90 We recommend that a representative from 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 1; quality control, poor construction techniques and habits occur which result in poor foundation and slab performance. LIMITATIONS Although the exploratory borings and percolation test were located to obtain a reasonably accurate determination of subsurface conditions, variations in the subsurface conditions are always possible. If the locations of the proposed residence and leach field are not located within the area of our exploratory borings and percolation test, we recommend that .additional borings be drilled to determine ,the subsurface conditions beneath the proposed residence and leach field. If the location of the proposed residence and leach field is within the area of our exploratory borings, . we recommend that a representative of our office observe the completed excavations' 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. 14 We appreciate the opportunity to provide this service. If we can be of further assistance in discussing the contents of this report or in analyses of the proposed structure from a soils and foundation viewpoint, please call. KOECHLEIN CONSULTING ENGINEERS By/�.------ Scott B. Myers, Engineer Reviewed by ' iZ ��J/ I A 6.e' William H. Koechlein. P.E., President SBM/jt ' (4 copies sent) 15 THE TERRITORIES J; VICINITY MAP NOT TO SCALE JOB NO. 97-290 FIG. 1 LOT 8 37.48 acres BUILDING ENVELOPE (Approx. 4 acres) MUrno ES TRAIL NOT TO SCALE R1R2�& • TH-2 s TH-1 LOCATIONS OF EXPLORATORY BORINGS AND PERCOLATION HOLES JOB NO. 97-290 FIG. 2 r 8500 8495 8485 Z O > 8480 to -j uj 8475 8470 i— 8465 8460 TH-1 APP.EL. 8500 20/0 8500 8495 8490 TH-2 APREL. 8485 8485 a� o� m 8480 t O �7 8475 8470 8465 M JOB NO. 97-290 LOGS OF EXPLORATORY BORINGS Fi(, 3 LEGEND: � TOPSOIL a GRAVEL, Cobbles, Boulders, Sandy, Dry to moist, Medium dense ad to very dense, Brown, Grey, Tan. CLAY, Sandy, Dry to moist, Soft to medium stiff, Light brown. REFUSAL. Indicates practical drill rig refusal ' DRIVE SAMPLE. The symbol 20/0 indicates that 20 blows of a 140 pound hammer falling 30 inches were required to drive a 2.0 inch O.D. sampler 0 inches. BULK SAMPLE. Obtained from auger cuttings. 1. Exploratory borings were drilled on September 29, 1997 using a 4-inch diameter continuous flight power auger. 2. No free 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. Approximate elevations are based on the sales site plan. LEGEND OF EXPLORATORY BORINGS JOB NO. 97-290 FIG. 4 CLAYEY BACKFILL 10 COMPACTED BACKFILL (SEE REPORT FOR BACKFILL 0 RECOMMENDATIONS) _ FILTER FABRIC GRAVEL O.Q 4• OSp•4Q.0:�Q0 PERFORATED PIPE -J 12' MIN. 24 BELOW GRADE WALL -MANUFACTURED WALL DRAIN PLASTIC SHEETING NOTES: 1. DRAIN SHOULD BE AT LEAST 12 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. 2. THE DRAIN SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1/8 INCH AND 1/4 INCH DROP PER FOOT OF DRAIN. 3. 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. 97-290 FIG. 6 CLAYEY BACKFILL 10 1 r- FILTER FABRIC NOTES: MANUFACTURED WALL DRAIN PERFORATED PIPE 1, DRAIN SHOULD BE SLOPED DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING, 2• THE DRAIN SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1/8 INCH AND 1/4 INCH DROP PER FOOT OF DRAIN. 3. GRAVEL SPECIFICATIONS: WASHED 1 1/2 INCH TO NO. 4 GRAVEL WITH LESS THAN 3% PASSING THE NO, 200 SIEVE. JOB NO. 97-290 TYPICAL EARTH RETAINING WALL DETAIL Fin Ft PERCOLATION TEST RESULTS APPENDIX A HOLE' NUMBER P-2 DEPTH OF HOLE INCHES 32.5 _-_ PERCOLATION TEST RESULTS DEPTH TO I DEPTH TO TIME ELAPSED MINUTES 10 TIME INTERVAL MINUTES 10 WATER START OF TIME INTERVAL INCHES 5.00 WATER END OF TIME INTERVAL INCHES. 8.00 CHANGE IN WATER DEPTH INCHES 3.00 PERC RATE MINANCH 3 20 10 8.00 10.00 10.75 2.00 0.75 5 13 30 10 10.00 40 10 10.7f, 11.50 0.75 13 50 10 11.50 11.75 0.25 40 60 10 11.75 12.00 0.25 40 70 10 12.00 12.25 0.25 40 80 .10 12.25 12.50 0.25 40 90 10 12.50 12.75 0.25 40 )B NO. 97-290 KOECHLEIN CONSULTING ENGINEERS HOLE NUMBER P-3 DEPTH OF HOLE INCHES 38 PERCOLATION TEST RESULTS TIME ELAPSED MINUTES 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 DEPTH TO TIME INTERVAL MINUTES 10 WATER START OF TIME INTERVAL INCHES 3.00 10 4.00 10 4.75 10 5.50 10 6.25 10 7.00 10 7.50 10 8.00 10 8.50 10 9.00 10 9.25 10 9.50 10 9.75 10 10.00 10 10.25 10 10.50 10 10 1 10.75 11.00 DEPTH TO WATER END OF TIME INTERVAL INCHES 4.00 4.75 5.50 6.25 7.00 7.50 8.00 8.50 9.00 9.25 9.50 9.75 10.00 10.25 10.50 10.75 11.00 11.25 CHANGE IN WATER DEPTH INCHES 1.07 0.75 0.75 0.75 0.75 .0.50 0.50 0.50 0.50 0.25 0.25 0.2-5 0.25 0.25 0.25 0.25 0.25 0.25 PERC RATE MINANCH 10 13 13 13 13 20 20 20 20 40 40 40 40 40 40 40 40 40 OB NO. 97-290 KOECHLEIN CONSULTING ENGINEERS 'r PERCOLATION TEST RESULTS HOLE NUMBER P-1 DEPTH OF HOLE INCHES 30 TIME ELAPSED MINUTES 10 TIME INTERVAL MINUTES 10 DEPTH TO WATER START OF TIME INTERVAL INCHES 3.50 DEPTH TO WATER END OF TIME INTERVAL INCHES 5.50 CHANGE IN WATER DEPTH INCHES 2.00 PERC RATE MIN/INCH 5 - 20 10 5.50 7.00 1.50 7 30 10 7.00 8.50 1.50 7 40 10 8.50 10.00 1.50 7 50 10 10.00 11.25 1.25 1.25 1.00 8 8 1p 60 10 11.25 12.50 70 10 12.50 13.50 I4.25 80 10 13.50 0.75 1.3 90 10 14.25 15.00 15.50 0.75 13 ' 100 10 15.00 0.50 20 J 10 10 15.50 15.75 16.00 0.25 40 120 10 15.75 0.25 0.25 40 40 130 10 16.00 16.25 16.50 16.75 17.00 140 10 16.25 ' 0.25 40 150 10 16.50 0.25 40 160- 10 16.75 0.25 40 170 10 17.00 17.25 0.25 40 ')R NC) . -'m KUEC HLEIN CONSULTING ENGINEERS DEPARTMENT OF ENVIRONMENTAL HEALTH (970) 328-8755 FAX: (970) 328-8788 TOLL FREE:800-225-6136 . www.eaglecounty.us EAGLE COUNTY RAYMOND P. MERRY, REHS Director July 5, 2007 Tere Nottingham PO Box 2355 Edwards, CO 81632 RE: Issuance of Individual Sewage Disposal System (ISDS) Permit #2595-07; Tax Parcel #210717201008; Property Location: 2892 Territory Trail, Cordillera Dear Tere, Please find enclosed ISDS permit, number #2595-07 to conduct the construction exactly as indicated on the engineered plans signed stamped & dated 03/23/07. It remains valid for 120 days or for the duration of a current building permit. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications must be pre -approved by this department. Also enclosed is a final inspection completeness check list to assist you in making sure all of the detailed points of an inspection have been properly addressed before calling for your final inspection. It is important to pay close attention to the special conditions which may have been included to address site specific issues. All components of the system must be exposed for our inspection. Projects that require multiple inspections will be assessed a re - inspection fee of $55.00 payable before or at the time of inspection. It is extremely important to remember to rake all infiltrative surfaces and avoid installing systems in wet or frozen ground. In addition to avoiding installations during unfavorable site conditions, please be advised of our annual time frame for ISDS installations, unless otherwise specifically approved by this department. Permits issued on or before November 15 must be installed prior to December 1. Spring field activities typically resume around mid March. Avoiding the winter months promotes better site evaluations, designs and installations resulting in the best private wastewater system for our customers. If unfavorable conditions prevail between the installation and the final inspection (such as snow) special precautions must be taken to protect the drain field area from the elements. Please keep this office informed regarding the progress of your installation so we can provide responsive customer service when scheduling your final inspection. The Temporary Occupancy Permit (TCO) associated with the building permit cannot be issued without the septic system being finally inspected. LKP must inspect and certify the design as well as Eagle County Environmental Health. If you have any questions, please feel free to contact us at (970) 328-8755. Sincerely, Terri Vroman, Administrative Technician IV cc: electronic permit folder electronic chronological file hard copy permit file LKP Engineering Enclosures: ISDS Permit #2595-07 Final Inspection Completeness Checklist Engineer design 500 Broadway, P.O. Box 179, Eagle, Colorado 81631-0119 PROJECT i IqCA t�335 PROJECT er .1 project descriptio • 11 Gt�e�h�er .. -task/action follow-up start date completion date / �rr �• 11111 r, / >� , �1 M rfill I ILI ✓L.LLL_'.I L1 PROJECT CONTACTS name phone/fax e-mail Ri�Q -Po. Ott"n e,e- Uu,)ai t,d..o9- t te3 a _3� - z r-t� rc xee ?o- 3©x ���_9al�-qo8� (_w is-t la3a /7ot�n� 9q7D_q71-o7711 documents enclosed n1. notes t N81'47'34„E 4/_- 35 ?35 —INCH AMETER, SDR3 BUILDING+� WER LINE Q ©5 5 © NSPEC77 N SEE��A��L PORT DIQ% tt ANOUT • a 0 4 1� 00 b� � Q 4 t `= J n.4 I G d s /S e r V'� eJ, • OMPAR7MENT5, ST, CONCRETE TANK 315 23' FU MAIN LO '8 37.6 a es 89 if im PERCOLA 7701V TEST RESULTS — PROFILE HOLE 0_ > >- �i � PERCOLA71ON TEST AND PROFILE HOLE DONE BY KOECHLE/N 0 TO 1 FOOT :TOPSOIL CONSUL TING ENGINEERS 1 TO 8 FEET SANDY CLAY NOTES. NO GROUND WATER OR — AVERAGE. PERCOLATION TEST 40 MPI. BEDROCK ENCOUNTERED I. Bends in the building i sewer shall be limited to 45 degrees. N N+ 2. The septic tank shall be installed leas% The tank shall have removable .i covers or manholes to within 8 inches of the finished grade, for Inspection DESIGN CALCULA7/ONS and cleaning. lv ZZ J. Excavate three (3) feet wide trenches The horizontal distance from = U , Q. Design percolation rate T = 40 minutes per Inch sidewall to sldewa/l between the trenches shall be a minimum . of six (6) feet. W Number of bedrooms = 6 V Maximum doll Flow "� ' n LU y Qmax 4. The bottom and the sidewo/ls of the trenches shall be raked to eliminate 0max = 6 bdrms x ;2 persons/bdrm x 75 gallons/person/day x 15OX smearing. Omax = 1350 gpd 5. Assemble and install the Infiltrator Chambers in the trenches according to W E SEPTIC TANK the manufacturers recommendations. + U Z, V = 1250 gallons for 4 bedrooms plus 250 gallons for each additional bedroom 6. Backfill the sidewall area with native on —site soil for proper support. V for 6 bedrooms = 1750 gallons 7. Backfil/ the trenches with a minimum of 12 inches of tamped soil cover, t� Use 2000 gallon, two compartment, precast concrete tank by Copland "Concrete or equirolent 8. Avoid vehicle traffic over the system. I ABSORP7701V AREA N Q 9. A# installations shall meet the rules and regulations of the Eagle County 1 I Based on Appiicatlo'Rate. Environmental Health Division, Chapter 4, Individual Sewage Disposal Systems. A = 1350 gpd/0.45 gpd/s.f. 10. The Septic System Installation shall be inspected by the Eagle County O A = J000 s.f. Environmental Health Department and by the Design Engineer prior -to J Z backfilling. 1--FOR ALL, NDER D W CRO /NGS Standard Infiltrator Chamber System in a trench configuration with an • allowed 50 percent / USE iN DIA TER CH40 PVC PIP reduction in the absorption area is . recommended. DO UBL CASE A INCH Acorrected = 1500 s.f. SCh40 PVC CCORD G TO ECEH GUIOELIN X7EN TEN EET 0 EACH SIDE �TH CR ssiNG. QUICK4 STANDARD 8' INLET --� SERIAL DISTRIBUTION TRENCH DETAIL CROSS SECTI❑N CTYPJ <NTS) J MOUND FOR PROPER DRAINAGE INLET AT END OF RG � O LA7 • tt• !O . :! INLET AT . - BEGINNING OF RO ,_}' ': lls: '" {�' t y;Z� ; i :;°�+ ': ":r• '%; a;!' ,?•>::� 4: OUTLET AT BEGINNING ROW ESTAB 4' PVC PIPE•,,r.�:ti RGPOK' LISH'VEGETATIVE COVER Q 7 cJ --_ - - ----F -- - --- -- _ -- -- - - - -------`--8� ",vy: - - - iC'>`+i»a1,�'•o'A'"►:'1(�!•=a?ti"•:�S'Y•:",.. ,��va�te..A. ^'i' .!+���i c;.; '�,. P J A ' }e`ia:: +CTYPJ'f'1 12' MIN. QUICK4 STANDAR OUTLET AT END OF ROW �Lij Q CHAMBER CTYPJ 36V O 4AX 7� d; B RN a „` oQ) 0 t )XIMATE LOCA OF EXIS77NO F_ 12' Q c1c Cr L i 36F- Q [� FEET M/N/MU I V "� V L44 00 J Cr W � QUICK 4 STANDARD CHAMBER -55 48" (EFFECTIVE LENGTH 7.4" LOUVER HEIGHT e ® ® (A VG.) 1 " 34" • SECTION VIEW SIDE VIEW 00 CN M (M I (O DO N 000 GALLON SEPTIC TANK 6 c z o00 X A 6' . 'Site Benchma =Fond f5 ebor W • 3 with 1-1/2", alum um op E 4 -p stomped PLS 2 089 p W Eleva ' =851 \ 00 rn ... 510. .� 6' 6" N I co U xN e � 03 O O 8" PLAN +, M� 135. 5' 5 " 510. 0 . w RIo� g.o w VIEIY NOTE: THE ABOVE TANK IS PRODUCED BY COPLAND CONCRETE NOTE: SITE PLAN BY RICH ARCHITECTURAL DESIGNS, ING`��Q�••'•pETRp�:%,t►_''��' �_• �23.07�'9 a • RECEIVED90� R23ZOOl ENVIRO HEAT H e DEPARNTAj w�vBY-• L.P. TMENT ORA GRAPHIC -SCALE CHECKED BY L.P. 30 0 J15 30 ea 120 PROJECT NO.: 07015 IN FEET) DATE.• FEBRUAR Y 16, 2007 1 inch 30 & DRAWING NO.: 07015SD. D WG SHEET 1 OF 1