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HomeMy WebLinkAbout57 Travis Rd - 194126301010INDIVIDUAL 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. 1728-97 BP NO. 11479 OWNER: B.B. AND JAN ANDERSEN PHONE: (970) 926-5324 MAILING ADDRESS: P.O. BOX 1.30, WOLCOTT, CO 81655 APPLICANT: KNIGHT PLANNING SERVICES PHONE: _(970) 328-6299 SYSTEM LOCATION: 0057 TRAVIS ROAD, WOLCOTT, CO TAX PARCEL NO. 1941-263-01-009 LICENSED INSTALLER: LONG'S EXCAVATING, JERRY MCARTHUR LICENSE NO. 1-97 PHONE: (970) 949-4682 DESIGN ENGINEER: INTER -MOUNTAIN ENGINEERING, RICHARD RICKS PHONE NO. (970) 949-5072 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1000 GALLON SEPTIC TANK, 1500 SQUARE FEET OFTRENCH ABSORPTION AREA VIA 48 INFILTRATOR UNITS. SPECIAL REQUIREMENTS: INSTALL PER ENGINEER'S DESIGN REVISION DATED 9-15-97. INSTALL CLEANOUTS AT BENDS AND EVERY 100' OF BUILDING SEWER LINE. MAINTAIN 10' PROPERTY LINE SETBACK FOR LEACH FIELD PLACEMENT. FIELD VERIFY SOIL PROFILE AT IN- STALLATION. DO NOT BACK FILL INSTALLATION BEFORE FINAL INSPECTION BY ENGINEER. BUILDING PERMIT CO WILL NOT BE ISSUED WITHOUT ENGINEER APPROVAL.daw ENVIRONMENTAL HEALTH APPROVAL:GI ���,L CI Zi DATE: SEPTEMBER 17, 1997 CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS, CONNECTION TO OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. 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: 1500 SQUARE FEET (VIA 4 R i n f i 1 fi r a Y n r n n i t c ) INSTALLED 1250 TANK: GALLONS IS LOCATED DEGREES AND FEET FROM see site plan for location of system components. COMMENTS: Engineer final rertifiratinn rerelized 10-16-97 ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. ENVIRONMENTAL HEALTH APPROVAL DATE: December 5, 1997 0 (Site Plan MUST be atta-ched) ISDS Permit # /22L2 I 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: B.B. & Jan Andersen PHONE: (970) 926-5324 MAILING ADDRESS: P.O. Box 130 Wolcott, CO 81655 APPLICANT/CONTACT PERSON- Knight Planning Services PHONE: ( 979 328-6299 MAILING ADDRESS- P.O. Box_947 Eagle, CO 81631 _ LICENSED ISDS CONTRACTOR: Long's Excavating PHONE: (970)949-4682 COMPANY/DBA• ADDRESS: 77 Metcalf Road Avon, CO 81 620 PERMIT APPLICATION IS FOR: C><) New Installation ( ) Alteration ( ) Repair LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Building Permit # (if known) Legal Description: Subdivision: Travis Creek Filing:? Block: Lot No. 14 Tax Parcel Number: 1 9 4 1- 2 6 3- 0 1 -0 0 9 Lot Size:1 0.007 Ac. Street Address: 0057 Travis Road BUILDING TYPE: (Check applicable category) (X) Residential/Single Family ( ) Residential/Multi-Family* ( ) Commercial/Industrial* TYPE OF WATER SUPPLY: (Check applicable category) (x) Well ( ) Spring ( ) Surface ( ) Public Name of Supplier: Number of Bedrooms Number of Bedrooms Type 3 *These systems Kequire design bya Registered Professional Engineer SAO '% SIGNATURE: ��� Date: 9 . / /� / ************* ************ ************ ****************** ************** TO BE COMPLETE BY THE COUNTY AMOUNT PAID: LJD RECEIPT #: !� �D� DATE: CHECK #: CASHIER: A -Mountain ixgineering Ltd. October 16, 1997 BB Andersen PO Box 130 Wolcott, Colorado 81655 RE: Open Foundation Inspection Lot 14, Travis Creek Subdivision Eagle County, Colorado Project No. 97-0234G Dear Mr. Andersen: As requested, the undersigned visited the project site on September 30, 1997 to observe the placement of the absorption field and septic tank. The inspection consisted of ;verifying the number and placement of the infiltrators, piping, and septic tank. A`1250=�w gallon -septic tank was installed, the infiltrators were placed in five rows, and all rows were connected in series. The installation was performed in general conformance with our design for septic system dated September 4, 1997. This document was prepared for the exclusive use of BB Andersen. The use of this document or the information contained herein by any other person or entity is not authorized. In the event any other person or entity desires to use this document for the information contained herein for any purpose, they must first contact Inter -Mountain Engineering for written authorization. Inter -Mountain Engineer is please to have worked with you on this project. Should you have any questions regarding the information contained in this report, please contact the undersigned at your convenience. Longs Excavating GAaiginee wi1sUeftm\bb andasen open Hd irhT 77 Metcalf Road, #201 • Box 978 • Avon, Colorado 81620 • Phone: 970-949-5072 • From Denver Direct: 893-1531 1420 Vance Street • Lakewood, Colorado 80215 9 Phone: 303-232-0158 planning services, inc. September 9, 1997 Laura Fawcett Eagle County Environmental Health P.O. Box 179 Eagle, Colorado 81631 Re: Septic Permit Application for Lot 14 Travis Creek Subdivision No. 2 (Building Permit No. 11479) Dear Laura: Please find attached the septic permit application and required supplemental materials for the above referenced project. On the septic design drawing, you will notice that I have red -lined the approximate amended boundary for Lot 14 which our engineer was supposed to show. I have requested that he revise this drawing to show the correct boundary as soon as possible, and will forward a copy to you once it is complete. I'm sorry for this inconvenience, but we do need to move ahead with this review due to winter's impending arrival. Thanks and feel free to call if you have any questions, or if you need additional information. Sincerely, W � Stephen R. WuJek Knight Planning Services box 947 - eagle, co 81631 - 970.328.6299 - fax 970.328.6254 PRELIAMARY SOILS AND FOUNDATION INVESTIGATION FOR PROPOSED RESIDENCE LOT 14, TRAVIS CREEK SUBDIVISION FILING NO.2 EAGLE COUNTY, COLORADO PREPARED FOR: LONG'S EXCAVATING PROJECT NO.97-0234G SEPTElVIBER 9, 1997 �fllttlll' 77 Metcalf Road, #201 • Box 978 • Avon, Colorado 81620 • Phone: 970-949-5072 • From Denver Direct: 893-1531 1420 Vance Street 9 Lakewood, Colorado 80215 • Phone: 303-232-0158 Soil & Foundation Investigation Long's Excavating Lot 14, Travis Creek Subdivision Filing No. Page 2 TABLE OF CONTENTS EXECUTIVESUMMARY.................................................................................................................3 SCOPE..................................................................................................................................................3 SITE LOCATION AND DESCRIPTION.........................................................................................4 SITEINVESTIGATION................................................................................... SUBSURFACE AND GROUNDWATER CONDITIONS..............................................................5 PROPOSEDCONSTRUCTION........................................................................................................6 FOUNDATION RECOMMENDATIONS........................................................................................6 SLABCONSTRUCTION...................................................................................................................7 GROUNDWATER AND DRAIN SYSTEM.....................................................................................8 EXCAVATION....................................................................................................................................8 REINFORCING........................................................................................................ CRAWLSPACE COVER..................................................................................................................9 BACKFILL AND SURFACE DRAINAGE......................................................................................9 LAWNIRRIGATION.......................................................................................................................10 SEPTICSYSTEMS...........................................................................................................................10 MISCELLANEOUS..........................................................................................................................11 Soil & Foundation Investigation Long's Excavating Lot 14, Travis Creek Subdivision Filing No. 2 Page 3 EXECUTIVE SUMMARY The project consists of the construction of a single-family residence on Lot 14, Travis Creek Subdivision Filing No. 2 in Eagle County, Colorado. We anticipate that the proposed residence will consist of a two-story wood frame residence with a basement. The site can be described as an undeveloped lot consisting of approximately 10.007 acres. The lot is wooded and slopes toward the north at gradients ranging from 7 to 15 percent. The proposed building envelope is a 32,400 square foot rectangular parcel located approximately 100 to 190 feet north of the road. Underlying a one- (1) foot layer of grass root mat and organic laden topsoil, a 1-foot layer of clayey SAND was encountered at a depth of approximately 4 feet. Underlying the clayey SAND reddish brown slightly sandy to sandy CLAY was encountered. The foundation for the proposed residence may be designed as conventional spread footings. A bearing pressure of 2000 psf is recommended for footings bearing in the sandy CLAY or clay SAND. We recommend a minimum foundation bearing pressure of 150 psf. An open hole inspection must be performed to ensure that the soils encountered in the foundation investigation are consistent with the soils encountered in the soil profile. The site was evaluated for an individual sewage disposal system (septic system). Four percolation tests were performed which indicated percolation rates varying from 23 to 53 minutes per inch. The site is suitable for a conventional septic system. We recommend a system designed by an engineer. SCOPE This report presents the results of a Soil and Foundation Investigation for the proposed residence to be constructed on Lot 14, Travis Creek Subdivision Filing No. 2, in Eagle County, Colorado. The purpose of this foundation exploration is to evaluate the soil conditions respective to foundation support, and the engineering characteristics of the anticipated foundation bearing materials, and to provide criteria from a geotechnical perspective for use by the client in preparing a foundation design, a grading design, and drainage plans. The investigation was performed by digging soil test pits, obtaining soil samples for laboratory testing, and an analysis of the data. Soil & Foundation Investigation Long's Excavating Lot 14, Travis Creek Subdivision Filing No. 2 Page 4 SITE LOCATION AND DESCRIPTION The site is an undeveloped lot located at Lot 14, Travis Creek Subdivision Filing No. 2 near Wolcott, Colorado. The site slopes toward the northeast at gradients estimated to range from 10 to 20 percent. The site is bound by wooded residential lots and open areas. SITE INVESTIGATION TEST PITS The subsurface exploration included a site reconnaissance by Inter -Mountain Engineering personnel and the excavation of one soil test pit to observe the soil profile and obtain soil samples for laboratory testing. The test pit was excavated using a rubber tire backhoe to the depths indicated in the Test Pit Log. The test pit location was established in the field by estimating right angles and pacing distances from site features. The approximate location of the test pit is illustrated on the Site Plan in the Appendix, refer to Drawing No. 1. The Appendix also contains Test Pit Log presenting the information that was obtained in the subsurface exploration, a key to the terms used in the Test Pit Log, and a brief description of the procedures used. PERCOLATION TESTING The percolation tests were performed on July 19, 1997 in the vicinity of the proposed absorption field, refer to site plan. Three 6-inch diameter percolation test holes were drilled using a 6-inch diameter auger to depths of approximately 30 inches. The approximate locations for the percolation test holes are shown on the site plan, refer to Figure No. 1. The test holes were filled with water 24 hours prior to the actual testing to allow the soils to inundate. The Soil & Foundation Investigation Long's Excavating Lot 14, Travis Creek Subdivision Filing No. 2 Page 5 water levels were measured to a relative constant rate. The percolation rates varied from approximately 16 to 35 minutes per inch. Although the percolation test holes and profile pits were dug to obtain a reasonably accurate determination of the absorption field conditions, variations in the subsurface conditions are also possible. Variations that exist beneath the absorption field may become evident during the excavation. A representative from our office should observe the completed excavation to confirm that the soils encountered are as indicated by the soils profile hole. SUBSURFACE AND GROUNDWATER CONDITIONS The generalized soil stratigraphy is presented below. The stratum symbols and solid lines which are used to illustrate the break between various strata breaks on the Test Pit are approximate as the transitions between soil types may occur suddenly or relatively gradually. Underlying a one foot layer of grass root mat and organic laden topsoil, a 3 to 4 foot layer of clayey SAND containing variable amounts of gravel and cobble materials were encountered. Underlying the clayey SAND, a reddish brown slightly sandy to sandy CLAY was encountered. No measurable groundwater was present at the time the test pits were performed. No long- term groundwater observations were made. The underlying bedrock is mapped as the Benton Shale. The Benton Shale is described on the Charles S. Robinson in 1975 maps as dark gray shale with inter -bedded fine grained, brownish -gray, clayey SANDSTONE and thin beds of white clay. The Robinson map(s) described the area around the Travis Creek Area as being susceptible to landslides, slope failure complexes, and accelerated soil creep behavior (refer to Appendix for definitions). A subsequent study by W.T. Cohan, P.E. and Dr. R.G. Young, titled Geologic Hazards Study of Travis Creek Subdivision No. 2, Wolcott Springs Area, Eagle County, Colorado dated Soil & Foundation Investigation Long's Excavating Lot 14, Travis Creek Subdivision Filing No. 2 Page 6 November 25, 1993 described the superficial -soil mantle as an ancient Pleistocene solifluction complex. More detail description of a solifluction complex is included in the Appendix. The Cohan and Young study also discusses the landslide geologic hazards of the Travis Creek Subdivision and the study indicates that there is evidence to the fact that there is ground stability in the Travis Creek Subdivision, refer to reference. PROPOSED CONSTRUCTION We anticipate that the proposed construction for this site will consists of a single family residence. The residence is anticipated to be of wood frame construction with concrete slab -on -grade construction for the ground floor. We also anticipate that the residence will be a two-story structure with a walk out basement. Foundation wall loading is anticipated to range from 1 to 5 kips per linear foot and isolated column loading is anticipated to range from approximately 5 to 25 kips. FOUNDATION RECOMMENDATIONS Based upon the results of the field exploration and the laboratory testing we recommend that conventional spread footing foundation system be used. The foundations may be designed for a bearing pressure of 2000 psf for footings bearing on undisturbed sandy CLAY, and/or approved fill materials compacted to the recommendations provided herein. At this pressure, settlements are anticipated to be within tolerable limits for wood frame construction, provided any improvements in the bearing soils as discussed herein will be performed. The footing excavations should be relatively smooth, free of debris, organics, loose soil, frost, and standing water. Any over -excavations should be backfilled and compacted to 100 percent within 2 percent of optimum moisture as determined by a Standard Proctor Test (ASTM Soil & Foundation Investigation Long's Excavating Lot 14, Travis Creek Subdivision Filing No. 2 Page 7 D-698). A representative of this office should be contacted to inspect the foundation excavation to verify that the soil conditions are the same as those anticipated in this report. After all of the final grading is completed, the bottom of the footings should be covered with a minimum of 48 inches of backfill for frost protection. Voids left by the removal of cobbles in the bottom of the footing excavation should be filled with lean concrete or a granular soil with a maximum particle size of 3 inches compacted to 100 percent of Standard Proctor Density (ASTM D-698) within 2 percent of optimum moisture. At this pressure, settlements are anticipated to be within tolerable limits for wood frame construction, provided the improvements in the foundation soils are made as discussed herein. The footing excavations should be relatively smooth and free of debris, organics, loose soil, frost, and standing water. Any over -excavations should be backfilled and compacted to 95 percent within 2 percent of optimum moisture as determined by a Standard Proctor Method of Test (ASTM D-698). A representative of this office should be contacted to perform an inspection of the open foundation excavation to verify that the soil conditions are the same as anticipated in this report. After all of the final grading has been completed, the bottom of the footings should be covered with a minimum of 48 inches of backfill for frost protection. Voids left by the removal of cobbles in the bottom of the footing excavation should be filled with lean concrete or a granular soil with a maximum particle size of 3 inches compacted to 95 percent of Standard Proctor Method of Test (ASTM D-698) and within 2 percent of optimum moisture. SLAB CONSTRUCTION The on -site soils, exclusive of topsoil and organics, are suitable to support lightly loaded slab -on -grade construction. All excavations made for the foundations under proposed slab -on - grade areas must be properly backfilled with suitable material compacted to a minimum of 95 Soil & Foundation Investigation Long's Excavating Lot 14, Travis Creek Subdivision Filing No. 2 Page 8 percent of the maximum Standard Proctor Density (ASTM D-698). Backfill placed beneath slab - on -grade floors should be installed at +2 percent of optimum moisture content. The on -site soils, exclusive of topsoil and organics, are suitable for use as backfill. Before the backfill is placed, all water and loose debris should be removed from the excavations. Prior to the construction of concrete floors, the undisturbed subgrade, free from topsoil and organics, should be proof rolled with a loaded rubber -tired loader or similar equipment to densify the near surface soils and outline soft areas. To reduce the chance of damage to shallow utilities, special care should be taken in areas where underground utilities are present. The floor slabs should be reinforced, and joints should be provided at the junctions of the slab and the foundation walls, so that independent movement can occur without causing damage. All columns should be isolated from concrete slabs -on -grade to allow for slab movement. GROUNDWATER AND DRAIN SYSTEM While no groundwater was reported at the time the field investigation was conducted, it is possible that seasonal variations will cause fluctuations, or for a water table to be present in the upper soils during the spring months, or after prolonged periods of rain. A foundation perimeter drain as detailed on Figure No. 5 is recommended to reduce the risk of surface water infiltrating to the foundation bearing soils and accumulating at the foundation level. The foundation perimeter drain should daylight to a down gradient point. If a down gradient discharge is not possible, then a sump pit and pump may be necessary. EXCAVATION The superficial soils at the site should be easily excavated with conventional backhoe- trackhoe equipment. In areas where the excavation extends into the shallow bedrock formation Soil & Foundation Investigation Long's Excavating Lot 14, Travis Creek Subdivision Filing No. 2 Page 9 or fingers and boulders of the Benton Shale, additional excavation effort such as pneumatic jack hammering or light blasting may be required, particularly in narrow trenches, such as for utilities. REINFORCING The foundation should be well reinforced and rigid enough to withstand differential settlements. Walls retaining earth should be designed to resist an equivalent fluid pressure of 38 pcf for an "active" case assuming a level drained backfill condition. For "at rest" conditions such as basement walls, an equivalent fluid pressure value of 55 pcf may be used. CRAWL SPACE COVER When moist soils are encountered in the excavation, the ground surface in crawl space areas should be covered with an impervious moisture barrier sealed against the footings. This will help to reduce humidity in the crawl space area. BACKFILL AND SURFACE DRAINAGE We recommend that foundation soils encountered in portions of the site be prevented from being wetted after construction. The backfill placed around the foundation walls should be, methodically compacted to help reduce settlement after completion of construction. The top one -foot of the backfill material must be relatively impervious. The on -site soils, exclusive of topsoil and organics are suitable for use as backfill. Care must be taken in using any large rock material as backfill. The material should be less than six inches in diameter and mixed with finer grained soils to prevent void spaces. Foundation wall backfill should be moistened or dried to near to within 0 to +4 percent of its optimum moisture content and compacted to at least 90 percent of the maximum Standard Soil & Foundation Investigation Long's Excavating Lot 14, Travis Creek Subdivision Filing No. 2 Page 10 Proctor Density. Structural backfill should be compacted to at least 95 percent of the maximum dry density as determined by the Standard Proctor Method of Test (ASTM D 698). Surface water running toward the structure from up slope areas should be diverted around and away from the building by means of lined drainage swales or other similar measures. The final grade should have a positive slope away from the foundation walls on all sides. A minimum of 12 inches in the first 10 feet is recommended. Down spouts and sill cocks should discharge into splash blocks that extend beyond the limits of the backfill or a minimum distance of at least 5 feet from the foundation wall. The use of long downspout extensions in place of splash blocks is advisable. LAWN IlMGATION We do not recommend sprinkler systems be installed next to foundation walls, porches or patio slabs. If sprinkler systems are installed, the sprinkler heads should be aligned so that the spray from the heads, under full pressure, does not fall within five feet of foundation walls, porches, or patio slabs. Lawn irrigation must be controlled and no flooding or ponding of water should be allowed. If the future owners desire to plant next to foundation walls, porches or patio slabs, and are willing to assume the risk of structural damage, etc., then it is advisable to plant only flowers and shrubbery (no lawn) of varieties that require very little moisture. These flowers and shrubs should only be hand watered. SEPTIC SYSTEMS An individual waste disposal system will be necessary at the site. Based upon the information obtained during this investigation, a conventional system may be selected provided a 4 foot separation between the bottom of the absorbtion bed and bedrock can be maintained. We recommend at Soil & Foundation Investigation Long's Excavating Lot 14, Travis Creek Subdivision Filing No. 2 Page 11 percolation rate of 40 be selected for the design of the system. The percolation rates varied from 23 minutes per inch to 53 minutes per inch. The rates are provided in Figure No. 4 in the Appendix. Very clayey soils should be avoided when encountered during the installation of the absorbtion fields. MISCELLANEOUS The recommendations provided herein are based on experience in the area and the on -site field exploration. The information obtained from the field exploration and laboratory testing reflects subsurface conditions only at the specific locations at the particular times designated. Subsurface conditions at other locations and times may differ from the conditions at these locations. The extent of any variations between the soil test pits may not be evident until the foundation excavation is performed. However, only minor variations are expected. If during construction conditions appear to be different, this office should be advised so reevaluation of the recommendations may be made. This document was prepared for the exclusive use of Long's Excavating. The use of this document or the information contained herein by any other person or entity is not authorized. In the event any other person or entity desires to use this document for the information contained herein for any purpose, they must first contact Inter -Mountain Engineering for written authorization. The findings and recommendations of this report have been prepared in accordance with locally accepted professional engineering standards for similar conditions at this time. There is no other warranty, either expressed or implied. Inter -Mountain Engineering is pleased to have worked with you on this project. Should you have any questions regarding the information contained herein, please do not hesitate to contact the undersigned. Sincerely, G, LTD. Richard O. Ricks, P.E. Ire PROPOSED RESIDENCE LOT 14, TRAVIS CREEK PROJECT NO. 97-0234G DRAWING NO. 1 i PIT NO. P-1 DATE DRILLED: ELEVATION: FIGURE NO.:..J DEPTH IN FEET a' a m r DESCRIPTION OF MATERIAL REMARKS (n V) O JJJJ TOPSOIL SAND, gravelly, silty, cobbly, light :+ brown CLAY, sandy, reddish brown 5 10 Profile Ended at +10 FEET No Groundwater Observed in Profile No Long —Term Groundwater Observed 15 20 25 30 35 TEST PIT LOG • Inter -Mountain wng'lneeringLtd. PROPOSED RESIDENCE, LOT 14 TRAVIS CREEK NO. 2 PROJECT NO.: 97-0234G KEY TO SYMBOLS Symbol Description Strata symbols JJJJ Topsoil _ JJJ! JJJJ 4 Well graded gravel and sand Low plasticity clay Notes• 1. Soil test borings performed track loader. 2. Ground water information is reported on each boring. 3. Profile hole and test pits were taped from existing features. 4. These logs are subject to the limitations, conclusions, and recommendations provided in this report. FIGURE NO. 2 BORING NO Sample DEPTH No.1 7 U.iSAMPLE OF OF CLAY, sandy, brown NAT. MOISTURE CONTENT 18. 7 % SWELL/CONSOL. +0 . 4 o SAMPLE FLOODED ATO . 5 KSF NAT. DRY DENSITY 104.7 PCF BORING NO DEPTH 0 �U 0.1 1.0 LOAD (KSF) 10 100 SAMPLE OF NAT. MOISTURE CONTENT '6 i% SWELL/CONSOL. SAMPLE FLOODED AT KSF NAT. DRY DENSITY PCF SWELL - CONSOLIDATION TEST RESULTS PROPOSED RESIDENCE LOT 14, TRAVIS CREEK SUBIDIVISION PROJECT NO 9.7-0234G FIGURE NO _3 Fcundot/on W // v To? 1 " o/ bores/i// shou/d be relctivd . !m>ervl:us o',/ A4' s .d lope 0.v7/ bui/d'ng. d d'' '4• 1 I__III__itl-_It __ I__1 I I_ - • V - 1 I I- -III- - I - • t 1_ _ I I t_ _ I 1 I_ _- 1 •a _�, �__II I__II I__ I11__11 I_ \ ♦ \ A/o%store E:rri�'( E.'ack ` ` ` ` S,orcje: cntp Fcundation W // d \ ♦ Crote:rti/e( d/!rcF. NON or equivc%nt ♦ \ ` ♦ App/% w.%t o B_tc 12' o verlco 4 of 6" of 314 Inch gra.� 4" dicmeter p:vfcrated ' ..; p;pe slcped o minimum py F'ot to sewer lots/ subc'rrin, sump pump cr dcyl,;.hede Details of Peripheral Drcin System Fcr Footing Type Foundation. A( -L !a')cz--?YCotzxz�a i x� %-xg7izxeezrirxg"r, .- PROPOSED RESIDENCE LOT 14 , TRAVIS CREEK NO:. 2 PROJECT NO. 97-0234G FIGURE NO. 4 GEOLOGIC DEFINITIONS L'G� Robinson - Definitions from 1975 Charles S. Robinson Maps, _w^' Accelerated Soils Creep - Areas of colluvial slope that s moving downslope at a relatively rapid rate. Landslides - Mass movements where there is a distinct surface of rupture or zone of weakness. Subtypes identified and described below. Slope Failure Complex - Large areas of failure of surficial and bedrock units. May consist of a combination of slope failure types. Symbol enclosed in parenthesis indicates unit involved. Subscript number indicates relative age; number 1 is youngest. Cohan -London Complex - Pleistocene solifluction complex, From Geologic Hazards Study of Travis Creek Subdivision No. 2, Wolcott Springs Area, Eagle County, Colorado, water from melting ice is prevented from downward percolation by the presence of frozen ground at shallow depts. Here the water oozes to the surface and acts like rainwash by carrying finer soil particles downslope by this major translocation process (vonEngeln, 1942). "In the periglacial environment at the margins of ice caps of ice sheets, repeated freezing and thawing of surficial materials produces what is called "patterned ground", a variety of soil configurations that are indicative of the nature of the surface on which they form and the materials of they are composed (Thornbury, 1954). The most simple form is the "soil polygon", a large mudcrack-shaped, multi -sided structure up to 30 feet in diameter, separated from adjacent polygons by small bounding ridges and open fractures and composed of fine materials. It forms on relatively flat surfaces, as does the "stone polygon" or "stone net", a similar form found where surficial materials are mostly stones. Here, frost wedging causes the stones to work outward from the interior to the margins of the polygon, where they form raised stone borders. Where moderate slopes are present, some downslope movement occurs to produce "stone garlands". On still steeper slopes, the nets become more distorted to form " stone stripes" or "soil stripes", long ridges of soil and rock subparallel to the surface contours, like those seen on Travis Creek subdivision Filing No. 2. Thus, the series of stone - soil stripes mapped here do not represent successive waves of solifluction materials moving downslope, but rather a series of soil stripes working slowly downslope, simultaneously, about 12,500 years ago." c:\msoffice\winword\ime\forms\geodefin.doc FIGURE NO. 5 • K ter-Mountain Engineering Ltd. Sheetl 8/29/97 PERCOLATION TEST RESULTS PROJECT: LOT 14, TRAVIS CREEK #2 PROJECT NO.: 97-0234G Date of Percolatin Test - 7/9/97 PH-1 PH-2 P14-3 PH-4 1' 7-15/16" 1' 8-6/10" 1' 7-9/16" 1' 10-14/16" 1' 9-11/16" 1' 8-12/16" 1' 8-9/16" 1' 11-4/16" 1' 17-15/16" 1' 9-2/16" 1' 10-14/16 1' ll-10/16" 1' 19-7/16" 1" 9-6/16" V 11-4/16" 1' 11-14/16" 1' 8-0/16" 1' 9-11/16" 1' 11-10/16" 1' 9-15/16" P 9-5/16" 1' 9-14/16" V - 11-14/16" 1' 10-6/16" Pere. Rate 23 min/inch 53 min/inch 40 min/inch 34 min/inch Design Percolation Rate = 40 min/inch TABLE NO. 1 77 Metcalf Road, #201 • Box 978 • Avon, Colorado 81620 • Phone: 970-949-5072 • From Denver Direct: 893-1531 1420 Vance Street • Lakewood, Colorado 80215 • Phone: 303-232-0158 ' 1728-97 Tax# 1941-263-01-009 Lot #14, ANDERSEN JOB NAME Travis Creek Subdivision 005 7—Travis_Ro.a.d JOB NO. � 7 Ili q U® DUOIN >U AtHVIGt, ING., GFOTON, MA 01471 JOB FOLDER Minted In U.S.A. Dimensions Capacities rr.n...r A B Approximate Weights W L H Tank Lid Baffle Walls Total T-5' V-5• 5-10• 67S 325 5470 lbs 3000lbs 1250 ibs 9.720lbs - - - e I r I� k` CONSMIC170N N07ES r 1. Selver line from house to septic tank shall have a minimum slope of 1/4' per ' foot. 1 2. Bends in building sewer shall be limited. to 45 degrees J. Septic tanks shall be installed level. The Tanks are to have removable cover or manholes to within 8 inches of finish grade for access to E each compartments, for cleaning and inspection. Septic tank to meet i all the requirements of Eagle County individual Sewage Disposal Systems, Section 4.07. The tanks are not to be located beneath designated driveways 4. Excavate and level 3 feet wide trenches, 2.5 feet deep, and 6 feet apart. "- F 5. Prepare trench bottom and sides In accordance with the state ` and local regulations (For the /nflltrator System, raking sid l/ .4 b tt - ewa an o am /nf/ltrouve surfaces /s necessary to reduce smearing.) f 6. Assemble and instal/ the Infiltrator Chambers in the Trenches according to the manufacturers -recommendations i 7. Backflil the side wall area with native soil for proper support. 8. Backril/ the trenches with a minimum of 12 inches of tamped soil cover. 9. Avoid vehicle traffic aver the system. 10. All installations shall meet the rules and regulations of Eagle County L'nv%ronmental Health Divlslon as set forth In the i77 Ind/v/dual Sewage `Disposa! System regulations Construction of the system shall be inspected by the Engineer, prior to backrilling. t RESIGN FLOW Design Percolation Rate, T= 40 minute per inch r Number of bedrooms = 3 Maximum daily flow = Qmax e CJmox = 3 brms x 7.rsons p e/brm x 75 gallons/person/day x 15011".1 I Qmax = 675 gallons per day SEP77C TANK V = Qmax x 30hrs 1 24hrs V = 675 x 30 = 844 gallons zyA m%,000 gallon two compartment septic tank is required. N07E- Instal! a 4" OS/ B107UBE EFFLUENT F/L 7ER in the outflow of the tank. We reccommend a FT0444-36 available thru SGS Enterprises (303) 670-2394 ASSORPON AREA — . Calculated as a function of design flow (Q) 'an d Long Term Acceptance Rate (L TAR) A - QmaxA TAR r L TAR for 40 Min/inch is .45 A = 6751..45 = 1500 ft'2 ✓ B Use an absorb tion area (Amax) of 1500 sq. ft. I Dimensions Infiltrator Chamber System in a trench configurat/on is n°recommended with an a!/owed 503' reduction in the required A Itom6il Obmrier 4' 1' absorb tion area. Extendible PVC Ilandle 0 VmhttegN u PvcaP a 4rtnuei;M x- 0.5 Amax =.5(l500 s ft. 0 4ncAtaweu�eKM 1e• q ) = 750 sq. ft. 14ktudauenla 21. : Surface area of one infiltrator chamber = 15.5 sq. ft. F fJerlreaUrl S] Scaling CWtomlbteava�A&Caatorauiwm� Use 48 %nflltrOtOr Chambers, -1,rMeshPolnuopgleneTubes ��� 'SUBSURFACE SOIL COND177ONS I Will Solid Base t Soil Pror/le Topsoil 1.5-8.0' CLAY, SANDY, COBBLES, RED BROWN I!`oll Profile must be verified ® Installation , GENERAL N07ES i t y _ 4' S olve nt Weld I ?VC Tee I� 1; - 1. Percolation Test Results and Subsurface Soil Conditions obtained by esseeths4ro.o3 [1 t51 f ij,1 Inter —Mountain Engineering Ltd. 2 /t is recommended that the trenches be excavated to a minimum = depth of=J6= inches. --A minimum cover of 2- shall be_main toined - PVcneming 00 over the top of the 'infiltrator chambers J. The cobbles in the excavation of the leachr/e/d, should not 000 hltlli oiameler be utilized as back/ over the inf/trator chambers. _ Inlet holes r 4. Lot /aynut provided to Inter —Mountain Engineering Ltd. l - Denotes Percolation Test Pit Approximate Location i r NOTE.- IF DURING CONS7RUC770N OF 7HE LEACHF/ELD, SOLID OR FRAGMEN7FD BEDROCK IS ENCOUN7FRED, 7HE ENGINEER SHOULD BE CON TAC7ED /MMEDIA TEL Y FOR ADD/77ONAL RECOMMENDA 770NS. e�;t .AIA . c TE REVISIIINS ® a �✓ 9% P. O. ROX 97B 7 r • SU/7E 101 Ali II ►/ Illy LOT L/N� AND SEPAC SY57FM REVS/ON oo» Me7VALr ROAD nI)�1ter 1�iounta;= s�2o vANCE s/r rr 10 ALLW L'UCO. 7.7 I;n lIl ' LA/tEWV00, MO. 80215 O� E (ornj 9i9-sm2 g CC1'IItIII�Id. - (303) 232-0/58 V0� /C • Q % DESIGNED BY PROJECT Na # TIC SEP 3043 SYSTEM DESIGN 97- o234c DRAWN B):` S -�' rJ�F • � � � 1.• c' � : DA 1F ISSUED,- h ``s fs•• ... • �\`\`\`\�. ECKEO BY.' LOT 14 NA9-4-97 a/F vvvirrl TOL O.D.F. 7RA V!S CREEK SUBD/V/S/ON �uuuu►►+ NO. 2 1 20 I nao Rom PAGi� BK/hG EAGLE COUNTY, COLORADO Mar NQ 1 of 1