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Home My WebLink About640 Green Mountain Dr - 210904212004INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631 � Telephone:328-8755 8I 1 `f/�`J3 YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1566 Please call for final inspection before covering any portion of installed system. OWNER: David & MAILING ADDRESS: P . 0 APPLICANT: Same SYSTEM LOCATION: 64 LICENSED INSTALLER: f DESIGN ENGINEER OF SY: INSTALLATION HEREBY GF 1250 GALLON SEF ABSORPTION AREA REQUI SQUARE FEE SPECIAL REQUIREMENTS: of distribut untill Envi7 ENVIRONMENTAL HEALTH CONDITIONS: 1. ALL INST TO AUTH 2. THIS PEF TO OR U! REQUIRE 3. CHAPTEI FINAL APPROVAL OF SY; NO SYSTEM SHALL BE DE PRIOR TO COVERING Al INSTALLED ABSORPTION C INSTALLED SEPTIC TANK: SEPTIC TANK ACCESS TO 1 PROPER MA' COMPLIANCE ANY ITEM CHECK COMMENTS: Engin ENVIRONMENTAL HEALTH ENVIRONMENTAL HEALTH RETAIN WITH RECEIPT RECORDS APPLICANT! AGENT: OWNER: PERMIT FEE PERCOLATION TEST FEE RECEIPT # CHECK # (Site Plan MUST be attached) ISDS Permit APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. 0. BOX 179 EAGLE, CO 81631 328-8755/927-3823 (El Jebel) ************************************************************************** * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 * * * ..MAKE'ALL REMITTANCE PAYABLE TO: ".EAGLE COUNTY TREASURER" ************************************************************************** PROPERTY OWNER: MAILING ADDRESS; APPLICANT/CONTACT PERSON, _ -5&6-0 , PHONE: ( ) MAILING ADDRESS: LICENSED ISDS CONTRACTOR: i�ll/� �lU PHONE: ( ) COMPANY/DBA: ADDRESS: *************************************************************************** PERMIT APPLICATION IS FOR: New Installation ( ) Alteration ( ) Repair LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Building Permit # OM (if known) Legal Description: Subdivision:' �� ([.L Filing:_B1ock:/Lot No. Tax Parcel Number: q_-L 4 Lot Size•7- ACEE-5. Street Address: BUILDI TYPE: (Check applicable category) ( Residential/Single Family Number of Bedrooms _ ( ) Residential%Multi-Family* Number of Bedrooms ( ) Commercial/Industrial* Type TYPE OF WATER SUPPLY: (Check applicable category) ( ) Well ( ) Spring ( ) Surface (Xj Public Name of Supplier: -ram si 6F ava *These syst s require design by a Registered Professional En %in er JL SIGNATURE: Date: ********** ************* ******** **************************** *********** TO BE COMPLETED BY THE COUNTY AMOUNT PAID: RECEIPT #: DATE: ij,(l CHECK #: CASHIER: 144 Community Development Department (970) 328-8730 Fax: (970) 328-7185 TDD: (970) 328-8797 EAGLE COUNTY, COLORADO February 7, 1997 David and Toni Lundberg P.O. Box 1202 Eagle, CO 81631 RE: Final of ISDS Permit No. 1566-96, Tax Parcel #2109-042-12-004. Property' location: 640 Green Mountain Drive, Eagle, CO. Dear Mr. & Mrs. Lundberg: Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 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:Information Brochure Final ISDS Permit cc: files Community Development Department (970) 328-8730 Fax: (970) 328-7185 TDD: (970) 328-8797 EAGLE COUNTY, COLORADO Date: April 23, 1996 TO: Hynoon Excavating & Cable FROM: . Environmental Health Division Ea -le County BUildinu 1'.O. Box 179 500 Broadway Eagle, Colorado 81831-01-) RE: Issuance of Individual Sewage Disposal System Permit No. 1566-96. Property Location: 640 Green Mt, Dr., Eagle, CO., Lundberg residence. Enclosed is your ISDS Permit No. 1566-96. It is valid for 120 days. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications invalidates the permit unless otherwise approved. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County does not perform final inspections on engineer designed systems. Your TCO will not be issued until our office receives this certification. Permit specifications are minimum requirements only, and should be brought to the property owner's attention. This permit does not indicate conformance with other Eagle County requirements. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files Inter -Mountain Engineering, Inc. I -Mountain 0gineeringLtd. October 4, 1996 Dave Lundberg Post Office box 1202 Eagle, Colorado 81631 RE: Proposed Septic System Lundberg Residence Lot 4, Eagle Hills Subdivision Eagle County, Colorado Project No. 96-0074G Dear Mr. Lundberg: q 4�� The undersigned visited the project site on Saturday, September 21, 1996 to observe construction of the septic system for the residence. The septic system was installed in general compliance with the septic system design as designed by Inter -Mountain Engineering, Ltd. Project No. 96-0074G and dated April 2, 1996. There were so r small field changes that will be represented on an As - Built plan. The changes consisted of relocating some of the Infiltrator rows to avoid an outcropping of bedrock. Should you have any questions regarding the information contained in this report, please contact the undersigned at your convenience. Inter -Mountain Engineering, Ltd. is pleased to be working with you on this project. Richard O. Ri Geotechnical (z S-1) 1 &t�j-�,- r� , -� VW1 t tj (zlt-1-7 - ' 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 S.R6SYL 6biSL4 Sonl i 11CAVVl 1-1 P^— t .vp. s.iVr► i(Qyvv�.. Eagle, t✓O. 8 2 63 1 970_328 7-11.6_29- Eagle County Environmental E.O. Box 179 Eagle, CO 81631 Attn: Laura Fawcett Laura, I am writing you this letter per your request. As we discussed on the phone 3-3-99, our septic system only allows 4 bedrooms. We turned in plans to finish our basement which will add 2 more bedrooms. We currently have three bedrooms finished. Our plan is to make the upper room into an office which currently does not have a permanent closet. Therfore we will still only have 4 bedrooms. If you have any questions please give me a call at 328-1010 -work or 328-1628-home. Thank You ioniundberg RECEIVED MAR 5 1999 EAGLE COUNTY COMMUNITY DEVELOPMENT KJ 41 1 f I I = 0 1 / : 11 jUdIj 41J lid dy 1ME PAGE 01 Inter -Mot nmoneegu& April 17, 1996 Post -IN Fax Note 7671 oats 1 Ir From 1 CoJoepl. (¢% bit co. Ph Phone Fix w Dave Lundberg Post Office Box 1202 � 4 .,.. t . � P Eagle; "CO 81631 APR 17 1996 RE: Percolation TWO*— � Lot 4, Eagle Hffll w adhv4ion Lw Inter -Mountain Prat No. 96-0074C __11M lot N11T" � c=:!►:%, l�l . Gear Dave: The percolation t6 fbr your proposed septic system were performed on March 26, 1996. They pbOoWificn values ranged from 15 minlinch to 60 minfinch. The percolation test resu are shown on the attached table. The results from PH #1 indicated a very AlOW ,percolation rate, however a examination of the percolation test hole indid alarge rock beneath and in a portion of the hole which may have resulted- jh anomalous reading. The measurement at PH #1 was not used in the analia. Three 6-inch dia r percolation test holes were dug by hand to depths of approximately 30 inch,. The approximate locations for the percolation test holes are shown on the 3#6 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 water levels were manUrgd to a relative constant rate. Although the percaNion test holes and profile pits were dug to obtain a reasonable accurate d6teiiaWnartion of the absorption field conditions,* variations in the subsurface condiiti hs are also possible. Variations that exist beneath the absorption field may -bed evident during the excavation. A representative from our office should pbsom the completed trend excavations to confirm that the soils encountered a4is Indicated by the soils profile hole. 77 Metcalf Road, #201 * Box 978 *.."Avon:,: Colorado 81620 • Phone: 970-949-5072 w From Denver Direct: 893-1531 1420 Vance Stra6t Lakewood, Colorado 80215 • Phone- 303-232-0158 tj-+! 1 f / 177b 1 ! ; 11 iME PAGE 02 Dave Lundberg Percolation Test Data Page 2 A test pit was eval ted, I tion illustrated on the site plan, and soils found to consist of gypsihorous, slightly sandy to sandy, SILT which contained shale, gravels, cobbles and boulders. The test pit was dug to a depth of approximately 8 feet. Should you have any questions regarding the irrformation contained in this report, please feel fro to contact the undersigned. Kienaro Q. Ricks, P.E.' Geotechnical Engineer Attachments CC' Eagle County Department of Environmental Health .j 4f 1 fJ 1770 1 f : 11 JUJ74J JJJ'J 1Mt PAGE 03 LOCATION OF SAMPLES PROPOSED Rf SIUENCE Lot 4, E'09le Hills Subdivision Eagle? County, Colorado P, ep aced for Dove Lundberg I"► T NrjA 94 - 0074 Ci I DRAYVN BY: T_ V. & J. �'. G` SCALE ,►, s 3�i , DATE: 4- 4— 96 dRAwING Np.: 1 L -.rs rr 1JJV i f 11 JVJ 7'-F77JJ7 lmt PAGE 04 it Percolation Test Data It 01 muAn ��laa4� Project *: 98-00740 Location: Lot 4 Eagle Hills SubdIvIilon Test Hole #; tit Depth of Hole - 2' Time Interval bdmu IMin'l (F014 II1"+01100 2MR In H2O (lnaheal FAMAO IMlnAnj 0 14 M Water Added 10:58 30 16 " - 7/8 11:32 a 1 3 111.ie Wow Added 1147 15 14 W" - 318 12:02 12:17 15 13 14 = t 4 04 - Uld t/4 -, . ^ - • 12:32 1s 14 74 - 1/4 , OOA0' #2 Depth of Hole - 7 7" Time Interval mossuffifflent [Min.) IFm*q lfmhmd 47tee10 H2O IErOhoI IMtn.11n] 0 2 11l1® Welter Added 10:58 30 22 39 1 Use 11:32 0 111 Sf" WNW Added 11:47 Is 2 lAt -1 111 12:02 15 21 7t1e .1 _.. 12:17 15 22 114 - 13118 1t" R3 Depth of Hole - 2 e' Time Interval MassunulmentOIYte IMIn:) IF$41I (inch") in H2O (Inches) IMInAn) 10:58 0 2 4 Water Added 11:37 30 11:52 0 2 N Water Added 12:07 15 2 7 V4 -1 1/2 12:08 15 23 1116 -13114 12:23 0 2 % Welter Added _ 12:38 15 2 1 3f4 4 114 15 22 314 •1 / 1a.00 1 #4 Depth of Hole - 7 Time Interval memsl )Min.] [Feet[.Ilndlmj QU In ta20 (inches) Egftt IMInAMI 10.56 0 1 a Tile Water Added 11:37 :)0 1 e Ind -2 11:52 .0 1 a Off18 Welter AddW 12.07 15 1208 15 1 e 117ni 34 17:225 15 1 7 6f0 • • 11I1$ 12:38 0 t A tNA Weter Added 15 1 # Y/1Q 19He PER0074.XLS s �1 Inter -Mountain Engineering Lta. SOILS AND FOUNDATION INVESTIGATION FOR PROPOSED RESIDENCE LOT 4, EAGLE HILLS SUBDIVISION EAGLE COUNTY, COLORADO PREPARED FOR: DAVE LUNDBERG PROJECT NO. 96-0074G APRIL 4, 1996 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 z TABLE OF CONTENTS EXECUTIVE SUMMARY ............................................... 3 SCOPE............................................................. 3 SITE LOCATION AND DESCRIPTION ........................ 3 SITE INVESTIGATION................................................. 4 SUBSURFACE AND GROUNDWATER CONDITIONS ........................ 4 PROPOSED CONSTRUCTION ........................................... 5 FOUNDATION RECOMMENDATIONS ............... 5 SLAB CONSTRUCTION ..... ...... .......... 6 GROUNDWATER AND DRAIN SYSTEM .................................. 7 REINFORCING....................................................... 7 CRAWL SPACE COVER ............................................... 7 BACKFILL AND SURFACE DRAINAGE ................................... 7 LAWN IRRIGATION.................................................... 8 MISCELLANEOUS .................................................... 9 EXECUTIVE SUMMARY The project consists of the development and construction of a single family residence on Lot 4, Eagle Hills Subdivision, in Eagle County, Colorado. We anticipate that the proposed residence will consist of a one story wood frame residence with a basement. The site is located in the Eagle Hills Subdivision near Eagle, Colorado. The site is located along a southeastward sloping ridge line. The site has a topsoil layer of 6 to 12 inches in thickness which is underlain by a sliahtiv sa n y LT which contains some Douiaers ana coDDies. i ne site also contains Dearocrc matenais at snanUw UepLns. The foundation for the si a may be designed as conventional sprea ootings designed based upon a foundation bearing pressure of 1000 psf for footings located in the slightly sand to sandy SILT. Because the soils at the site are hydro-compactive, some improvement to the foundation bearing soils may be necessary at the time the footing excavations are completed. SCOPE This report presents the results of a Geotechnical Investigation for the proposed residence to be constructed on Lot 4, Eagle Hill Subdivision, in Eagle County, Colorado. The investigation was performed by observing an excavation, obtaining soil samples for laboratory testing, and presenting our findings in this report. The purpose of this foundation exploration is to evaluate the soil for foundation support, and the engineering characteristics of the foundation materials, and to provide criteria from a geotechnical perspective, for use by the owner in preparing foundation design, grading design, and drainage plans. SITE LOCATION AND DESCRIPTION The site is an undeveloped lot located at Lot 4, Eagle Hills Subdivision near Eagle, Colorado. Topographically, the site includes a ridge line which passes east -west, through the northern portion of the site and an east -west ravine which passes through the southern portion of the site. The residence is to be located on a relatively level portion of the ridge 4 line. Vegetation consist of sage brush and a few pinion and juniper trees. Slopes range from 1 to as much as 50 percent of the site. SITE INVESTIGATION The subsurface exploration included a site reconnaissance by an Inter -Mountain Engineering Personnel to observe soils and sample soils in a previously excavated foundation excavation. The trenches were excavated using a small trackhoe to the various depths indicated in the Summary of Test Pits. The sample locations were established in the field by estimating right angles and pacing distances from site features. The approximate locations where the samples were obtained are illustrated on the Site Plan in the Appendix, refer to Drawing No. 1. The Appendix also contains Summary of Test Pits presenting the information which was obtained in the subsurface exploration, a key to the terms used in the Summary of Test Pits, and a brief description of the procedures used. SUBSURFACE AND GROUNDWATER CONDITIONS The generalized soil stratigraphy is presented below. The stratum symbols and solid lines which are used to illustrate the various strata break on the Summary of Test Pits are approximate as the transitions between soil types may occur suddenly or relatively gradual. Underlying approximately 1.5 feet of topsoil, a slightly sandy to sandy SILT was encountered. The silt materials contains variable amounts of boulders and cobble sized rock fragments. The gypsum bedrock materials were encountered at depths of 2 to 5 feet at the areas shown on the site plan. No measurable ground water was present at the time the subsurface profiles were completed. No long-term ground water observations were made. 5 PROPOSED CONSTRUCTION The project site consists of the construction of a single family residence on the site. The residence is to be of wood frame construction with concrete slab on grade construction for the ground floor. We 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 are anticipated to range from approximately 5 to 25 kips. FOUNDATION RECOMMENDATIONS Based upon the results of field explorations and the laboratory testing, we recommend that conventional spread footing foundation system be used. The foundations may be designed for a bearing pressure of 1000 psf for footings bearing on undisturbed slightly sand to sandy SILT, and approved fill materials compacted to the recommendations provided herein. Potential settlement because of hydro -compaction may be reduced by undercutting the footings excavations 3 feet deeper and 3 feet wider, moisture conditioning, and re -compacting to at least 95 percent of the maximum dry density as determined by the Standard Proctor Method of test (ASTM D 698). An evaluation of the exposed soils by the geotechnical engineer must be performed at the time the foundation excavation has been completed. At this pressure, settlements are anticipated to be within tolerable limits for wood frame construction, provided hydro-compactive soils do not become wet. 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 D- 698). 6 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. 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 percent of the maximum Standard Proctor Density (ASTM D-698). Backfill placed beneath slab -on -grade floors should be installed at -1 to +3% 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. 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 appropriately 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. The slabs should be scored in accordance with the American Concrete Institute's recommendations to help control cracking. GROUNDWATER AND DRAIN SYSTEM While no ground water was reported in the soil test borings at the time the field (inestigation was conducted, it is possible that. seasonal variations will cause fluctuations, for a water table to be.present in the upper soils during the spring months, or after longed periods of rain. A foundation perimeter drain as detailed on Figure No. 8 is ommended to reduce the risk of surface water infiltrating the footing subsoils. INFORCING 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 35 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 50 pcf may be used for "at rest" conditions. 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 The foundation soils encountered in portions of the site must 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. 8 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. Foundation wall backfill should be moistened or dried to near its optimum moisture content and compacted to at least 90 percent of the maximum Standard 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 IRRIGATION Do not install sprinkler systems within 5 feet of foundation walls, porches or patio slabs. If sprinkler systems are installed, the sprinkler heads be aligned so that the spray from the heads, under full pressure, does not fall on foundation walls or within five feet of foundation walls, porches, or patio slabs. Lawn irrigation must be controlled and no flooding or ponding of water should be performed. 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. MISCELLANEOUS The recommendations provided herein are based on experience in the area and from the on -site field exploration. The information obtained form 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 test pits may not appear evident until 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 report has been prepared for the exclusive use of Dave Lundberg for the specific application to the proposed residence to be located on Lot 4, Eagle Hill Subdivision, Eagle County, Colorado., 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. Sincerely, INTER-M Richard O. Ricks, P.E.' Geotechnical Engineer ERING, LTD. ACR£S /00 ® Samp 5 Sample #2 ® Sample #3 " E 61 S 36'4�'4 -OUND 5/B" REBAR W ILUM. CAP L.S. NO. 2069 TYP. ) L O T 5 LOCATION OF SAMPLES PROPOSED RESIDENCE Lot 4, Eagle Hills Subdivision Eagle County, Colorado Prepared for. Dave Lundberg DRAWN BY: T V & J VG SCALE: — 1» = 30, DATE: 4-4-96 90 PH#2 AL PROJECT NO.: 96- 0074G DRAWING NO.: 1 PIT NO. 1 DATE DRILLED: 4/4/96 / ELEVATION: FIGURE NO.: 1 z ' IN EFEET PTH w� a- -i DESCRIPTION OF MATERIAL REMARKS CL Q �- 3 OJW m } N m -1 V) 0 JJJ JJJ JJJ JJJ TOPSOIL JJJ SILT, slightly sandy, light brown 1 2 Bottom of excavation as completed. No measurable ground water at completion. 3 4- 6- 7 SUMMARY OF TEST PITS Inter -Mountain PROPOSED RESIDENCE �Engineeringa. LOT 4, EAGLE HILLS SUBDIVISION EAGLE COUNTY, COLORADO PROJECT NO.: 96-0074G PIT NO. 2 DATE DRILLED: 4/4/96 ELEVATION: FIGURE NO.: 2 z W � C- DEPTH IN FEET -j H= p DESCRIPTION OF MATERIAL REMARKS d 3 0 OJ m Q tn W m J i- (N O JJJ JJJ JJJ JJJ TOPSOIL JJJ SILT, slightly sandy, cobbly, light brown 1 2 Bottom of excavation as completed. No measurable ground water at completion. .3 4 5 6 7 SUMMARY OF TEST PITS nInter-Mountain PROPOSED RESIDENCE EngineeringLid. LOT 4, EAGLE HILLS SUBDIVISION EAGLE COUNTY, COLORADO PROJECT NO.: 96-0074G PIT NO, 3 DATE DRILLED: 4/4/96 ELEVATION: FIGURE NO.: 3 z DEPTH Li IN FEET -j cn= F- p DESCRIPTION OF MATERIAL REMARKS a Q 3-0m N w O JJJ JJJ JJJ JJJ TOPSOIL JJJ SILT, slightly sandy, cobbly, light brown 1 2 3 4 5 Bottom of excavation as completed. No measurable ground water at completion. 6 7 SUMMARY OF TEST PITS Inter -Mountain PROPOSED RESIDENCE �EngineeringLta. LOT 4, EAGLE HILLS SUBDIVISION EAGLE COUNTY, COLORADO PROJECT NO.: 96-0074G IXG I I V J I MUVL 3 Symbol: Description Strata symbols Gravely Sandy SILT Weathered Sandy SILTS, with gypsum and weathered cobbles & gravels. ® Silty SANDSTONE. r Notes• 1. The samples were obtained from previously excavated trenches. 2. No free water was observed in the excavations. 3. Sample locations were taped from the foundations excavation corners and other site features. 4. The logs are subject to the limitations, conclusions, and recommendations in this report. 5. Results of tests conducted on samples recovered are reported in the appendix. 'I a SWELL —CONSOLIDATION TEST REPORT 2.5 SWELL 0.0 COMPRESSION 2.5 5.0 m 3 � c 7.5 0 t IN 0 10.0 L a E 0 U 12.5 c U L N d 15.0 17.5 20.0 22.5 0.1 Clpse. Not. Not. Dry Dens, Sat. Moist. (pcf) 10.9 26.1 12.5 % 72.8 TEST RESULTS 0.5 1 2 Applied Pressure - ksf LL PI Sp.Gr.1 Initial void ratio 2.650 1.2710 Project No.: 96-0074G Project: Lot 4 Eagle Hills Subdivison _Location: Sample # 2 Depth: 2' 6" Date: 03-29-96 • n Iater-Mouritaza �Engitteering�a. MATERIAL DESCRIPTION slli. Sandy SILT brown Remarks: Hand Driven California Sampler Fia. No. 5 5 1I ' SWELL -CONSOLIDATION TEST REPORT 2.0 SWELL 0.0 COMPRESSION 2.0 4.0 • 12.0 14.0 16.0 18.0 '- 0.1 Cipse. Not. Nat. Dry Dens % Sat. Moist. (pcf) 6.9 44.2 % 125.9 % 64.9 TEST RESULTS 0.5 1 2 Applied Pressure - ksf LL PI Sp.Gr. Initial void ratio 2.650 1.5486 Project No.: 96-0074G Project: Lot 4 Eagle Hills Subdivision Location: Sample #3. Depth 5' Date: 03-29-96 • n Inter Mouritaza �Ezzgineerzrigz+ca. MATERIAL DESCRIPTION SILT, sandy Brown Remarks: Hand Dr i_ven California Sampler Fia. No. 6 . . r SWELL -CONSOLIDATION TEST REPORT 3.0 (D 3 V) c 0. N U) N L a E 0 U C N U L N a 1.5 SWELL 0.0 COMPRESSION 1.5 3.0 4.5 • 7.5 s 10.5 12.0 :...................................................: Water Added 0.1 0.5 1 2 Applied Pressure - ksf Clpse. Not. Not. Dry Dens Sat. Moist. (pcf) LL PI Sp.Gr. Initial void ratio 5.3 32.1 % 8.2 % 98.9 2.650 0.6734 TEST RESULTS MATERIAL DESCRIPTION SILT, Sandy reddish, weathered Project No.: 96-0074G Project: Lot 4 Eagle Hills Subdivision Location: Sample # 5 Depth 5' Date: 03-29-96 • �n Inter-MOi111t8111 Eagineeriag�xa. Remarks: Hand Driven California Sampler Fig. No. 7 k, Foundation Wall Granular Fill Polyethelene Moisture / Barrier glued to foundation wal 1 Top 1 foot of backfill should be relatively i=pervious fill. Slope away from building. 1 i Geotexti1e(Mirafi *W\i 140H or equisilzntY nimum of 6" o 314 inch gravel L" diameter perforated rigid - pipe sloped a zinI x-mn of 1 %8" per foot to sever.latera.1 subdrsiy, sump pump or daylighted. DETAILS OF PERIPHERAL DRAIN SYSTEM FOR FOOTI?IG TYPE FOUNDATION ® PROJECT: PROPOSED RESIDENCE r(LOT 4, EAGLE HILLS SUBDIVISION Eng-izzeeringua. EAGLE COUNTY, COLORADO PROJECT NO.: 96-0074G FIGURE NO. 8 -L-jvv-yv iaxvz1UV-U4Z1-1Z-U04 Eagle Hills LUNDBERG JOB NAME Lot#4,Block#1 640 Green Mtn. Dr. JOBNO OB LOCATION BILL TO DATE STARTED 149 DATE COMPLETED DATE BILLED Z'�-Iq6o _ . -41 64-7 M h42 JOB COST SUMMARY TOTAL SELLING PRICE TOTAL MATERIAL TOTAL LABOR INSURANCE SALES TAX MISC. COSTS TOTAL JOB COST GROSS PROFIT LESS OVERHEAD COSTS % OF SELLING PRICE NET PROFIT JOB FOLDER Product 276 @ NEW ENGIAND BUSINESS SERVICE, INC., GROTON, MA 01471 JOB FOLDER Printed in U.S.A. �1 f - � _ �\ CONSTRUCTION NOTES. _ LOT4_ k -- 1. Sewer line from, house to septic 'tank steal/ have a maximum f 88, 740.57 SQUARE ,�FEE T _ - P F 2.037 ACRES o -_- - _ slope of 1/4" per foot. `��- t �z rp _ 2. Distribution Box to be installed level. = 0�� - _ J.Septic tank steal/ be installed level.Tank to have removable `" _ `• cover or manhoies to within 8 inches of finish grade for j } _ access to each comportments, for cleaning and inspection. Septic tank to meet all the requirements of Eagle County f Individual Sewage Disposal Systems, Section 4.07. 4. Excavate and level 3 feet wide trenches, 25 feet deep and 6 eet apart. Prepare trench bottom, and s,des in accordance with the: stet GRAPHIC SCALE and local regulations. (For the Infiltrator System, raking ' side wolf and bottom infiltrative surfaces is necessary to Observ�jtion Ports 1030 0 s 10 20 +0 reduce smearing 03- 6. Assemble and instcil the Infltrator Chambers in the Trenches IN FEET according to the manufacturers recommendations. 1 inch = 10 ft j f 7. Backrill the side wall area with native soil for proper PH#2 PH, _ CONTOUR /N TER VAL — 2 ;ups t. ' �� %Pplates- zs. Backfiil the trenches with a minimum of 12 inches of tamped I I Approximate o c Locution of Sp/ash sail co ve� - � below al/ infiltrator L l - Soil PrOfl/e Jn/et:,=• 9. Avoid vehicle trofric over the sysferrr_ _ Tes t Pit. y V -- . t 10. Al! instaZictions shall meet the rules and regulations of Eagle County En vironmen to/ Health Division as set forth in the %H Q - fi/vi✓iv'ua! JB►Yage Disposal0y�iei71 rec�ulattCnl�. C.On�iruGtliJn Ui / -. the system shall be ;hspected by the En_q;hee.- - Q - - _ - " prior to baci�fiilin9 O Design Percolation Rate, T= IE_5 m:rute per inch =-- _- = `-•_ �- =-_ _ Number of bedrooms = 4 Mox.,mum daily flow Qmax Omax 4 brms x 2 persons brm x 75 gallonsperson/day:x 15 0 P g / I Sweep 90 S _ Omax = 900 gallons per day 1 1 5 Gal. Two Compartment oo - eotic lank.- /nsto/Ied level. SEP, C TANS V= Cmax x Jitters - f O 24hrs t{ ) V = 900 x JO = : 1250 gallons �4 A 1, 250 gallon, two compart,r Pn t septic l ^. r):c 1-s required A✓ = Gm ax ;; T _.�• �- = j- _ A = 900 4J6. 5 = 731.2 sq. ft. t - , Use an absorbtion area (Amax) of 731.2 sq. ft. _Infiltrator Chamber System in a trench configuration is ......... . ...... . reCOmn7ende"y with on cl'owed 507reduction in the requ!red . IF absorb tion area. 0.5 Amox = .5(731.2 sq ft.) = 365.6 sq. ft. I 616. 18 Surface area of one Infiltrator chamber = 75 sq. tt. S ,36' 0'48" E - FOUL �'D 518 " REBAR W1 --ALUM. CAP L.B A10. 20695 (TYP.) , - LOT 5 Not To Scate ' 4 1250 Gal, Two Compartment FL Septic Tank F4 Note. N.LS PLAN r `1 • MONOLITHIC i;.�'g - meets ASTM-C-!13 Spec. for water jad waste water st;; c tures. C ■ Butyl lubber se3:am -- meets Fed. Sp --_ SS-S _ 210A. (Opttona:per . r requirement.) i ► diagram pro nd.i with tank. • It is the systern 2T'clear insert access engineer's requse - SECTION -� ment to deteru2ce VOLUME, LOPS 23G and Rn"TL'RN T;,IE i - a 6• A B 5'-9" _ {{{ S5 S2, Dimensions Capacities ApprApproximatemate Weights ll - A 'B . - W L H Tank Lid Baffle Wa 24 infiltrator required, .4 infiltrators installed Five rows of infiltrators were installed, one trench wits- 7 innitrot , three rows of 4 Infiltrators, and ore row of 6. SLA 'BSUF Of- SOIL CONDITION-5 Soil Profile Generalized Soil Profile 0.0 - .5' Topsoil. 0. 5' - 8.0' SlL T, slightly sandy to `sandy, gypsipherous. ' gypsum - shale, gravels, cobbles & boulders. --GENERAL 1. Percolation Test; Results and Subsurface Soil Conditions obtain by Subsoil Study for Foundation Design and Percolation Testing b Inter -Mountain Engineering Ltd. 2 It is recommended that the trenches be excavated to a moxi m depth ,of J6 inches. A maximum cover of 2' shall be maintaine over ttne top of the infiltrator chambers. J. Topographic information and lot layout provided to Inter -Mount Engineering Ltd_ NOTE.• IF DURING G'ONSTRUCTION OF THE LEACHFIELD, _ SOLID OR FRAGMENTED BEDROCK IS ENCOUNTERED, THE ENGkVEE.q SHOULD BE CONTACTED IMMEDIA TFL Y FOR ADDITIONAL RECOMMENDA TIONS. NO = i� �■ri i i i ii pokIMM 0- !-IN AEON -A -w—EMAI-E-00- 01 Changed to Serial Distribution niimiMNN—no; i_i�lw=i . • �J EAGLE HILLS BDl VISIOflaD Naoar72cF EAGLE COUNT COLORADD - r 3 [ r 4t, Amax = (��?; /.37.L .5�. tt. f = =Sh. h S!�. ff, Surface area of one infiltrator chamber = 15 sq. ft Us o f.%ltrator chambers, Two trenches with 7 infiltrator each, One trenches with 6 infiifrafors, and one .trench with 5 in ators. _