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HomeMy WebLinkAbout2751 Bellyache Ridge Rd - 194127402001INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631 Telephone: 328-8755 M D 1A 4/, C� YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. Please call for final inspection before covering any portion of installed system. OWNER: B.B. Andersen MAILING ADDRESS: P.O. BOX 130 APPLICANT: Knight Planning Servi SYSTEM LOCATION: 2751 Bellyache Rid LICENSED INSTALLER: Long i s Excavatio DESIGN ENGINEER OF SYSTEM: Inter -Mount INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1250 GALLON SEPTIC TANK ABSORPTION AREA REQUIREMENTS: SQUARE FEET OF SEEPAGE BED 1650 SPECIAL REQUIREMENTS: install as per inspection of system. Buildi receives certification. ENVIRONMENTAL HEALTH APPROVAL: CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITI, TO AUTHORITY GRANTED IN 25- 10. 104. 2. THIS PERMIT IS VALID ONLY FOR CONINE TO OR USE WITH ANY DWELLING OR STF REQUIREMENT OF THE PERMIT AND CAL 3. CHAPTER IV, SECTION 4.03.29 REQUIRES FINAL APPROVAL OF SYSTEM: (TO BE COMPLETED BY NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCI PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION OR DISPERSAL AREA: 1650 INSTALLED SEPTIC TANK: 1250 GALLON 5 SEPTIC TANK ACCESS TO WITHIN 9" OF FINAL GRADE AND PROPER MATERIAL AND ASSEMBLY COMPLIANCE WITH COUNTY/STATE REQUIF ANY ITEM CHECKED NO REQUIRES CORRECTIC COMMENTS: Engineer certificatior ENVIRONMENTAL HEALTH APPROVAL: ' ENVIRONMENTAL HEALTH APPROVAL: RETAIN WITH RECEIPT RECORDS PERMIT NO. 1594 APPLICANT / AGENT: PERMIT PERCOLATION TEST FEE OWNER: RECEIPT # CHECK# (Site Plan MUST be attached) ISDS Permit # �J 1 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. Andersen PHONE: (970)926-5'1.4 MAILING ADDRESS: P.O. Box 130 . Wolcott, CO 81655 APPLICANT/CONTACT PERSON: Knight Planning Services PHONE: _(970) 328-6299 MAILING ADDRESS: P.O. Box 947 Eagle, CO 8161j LICENSED ISDS CONTRACTOR: Long's Excavating PHONE: (970) 949-4682 COMPANY/DBA: ADDRESS: P.O. Box 894 Avon, CO 81620 *************************************************************************** PERMIT APPLICATION IS FOR: ()o New Installation ( ) Alteration ( ) Repair *************************************************************************** LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Building Permit # � � (U ( if known) Legal Description: Subdivision: -Delia Sub. Filing:_Block: Lot No.1 Tax Parcel Number: 1 9 _�L _1_-_? _2 �- Lot Size: 1.0_nna An Street Address: 2751 Bellyache Ridge Rd. BUILDING TYPE: (Check applicable category) ( Xj Residential/Single Family Number of Bedrooms 4 ( ) Residential/Multi-Family* Number of Bedrooms ( ) Commercial/Industrial* Type TYPE OF WATER SUPPLY: (Check applicable category) ( g) Well ( ) Spring ( ) Surface ( ) Public Name of Supplier: *These systems r uir s' n by a Re istere Professional Engineer SIGNATURE: Date: ************ ******* **************************************************** TO BE COMPLETED BY THE COUNTY I��"��j AMOUNT PAID: I�h�C9a .RECEIPT #: (0�u'N1 DATE: I IP CHECK #: CASHIER: 11-18-96 06.37N� FROM LONGS EXCAVATION F02 me r-Mountain A&Engf=eer1ngUd. November 18, 1996 BB Andersen PO Box 130 Wolcott, Colorado 81655 RE: Septic System Design Lot 1, DeLea Subdivision Project No. 96-0190E Gentlemen: The undersigned has reviewed the installation of a septic system by looking at the installation. Based upon our review the septic system was installed in substantial compliance with the design by Inter -Mountain Engineering Ltd. Should you have any questions regarding the Information contained in this report, please contact the undersigned. G 77 Metcalf Road, #201 . Box 978 * Avon, Colorado 81620 a Phone: 970-949.5072 a From Denver Direct: 893-1531 1420 Vance Street • Lakewood, Colorado 80215 a Phone: 303-232.0158 mUnter-Mountain Engineering Ltd. SOILS AND FOUNDATION INVESTIGATION FOR PROPOSED RESIDENCE LOT 1, DELIA SUBDIVISION EAGLE COUNTY, COLORADO PREPARED FOR: BB ANDERSEN PROJECT NO.96-0187G MAY 22, 1996 m ...'� FIE-1 MAY 2 21996 iMUN'Tv "I 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 TABLE OF CONTENTS EXECUTIVESUM117ARY.............................................................................................................3 SCOPE..................................................................................................................................................3 SITE LOCATION AND DESCRIPTION.........................................................................................3 SITEINVESTIGATION..................................................................................................................... 4 SUBSURFACE AND GROUNDWATER CONDITIONS..............................................................4 PROPOSEDCONSTRUCTION........................................................................................................5 FOUNDATION RECOMMENDATIONS........................................................................................ 5 SLABCONSTRUCTION...................................................................................................................6 GROUNDWATER AND DRAIN SYSTEM..................................................................................... 7 REINFORCING................................................................................................................................... 7 CRAWLSPACE COVER..................................................................................................................7 BACKFILL AND SURFACE DRAINAGE...................................................................................... 8 LAWNIRRIGATION......................................................................................................................... 8 MISCELLANEOUS............................................................................................................................ 9 3 EXECUTIVE SUABIARY The project consists of the development and construction of a four bedroom single family residence on Lot 1, DeLia Subdivision, in Eagle County, Colorado. We anticipate that the proposed residence will consist of a two story wood frame residence with a basement. The site is located at 2751 Bellyache Ridge Road in the DeLia Subdivision near Wolcott, in Eagle County, Colorado. An open excavation investigation was performed to help determine the foundation design parameters. the excavation investigation revealed a topsoil layer ranging from 9" to 2.5'. The subsurface soils at the site consist of brown sandy SILT with variable gravels and cobbles overlaying reddish sandy silty CLAY with cobbles. The foundation at the site may be designed for a bearing pressure of 2000 psf for footings located in the reddish, sandy, silty, CLAY, and cobbles. SCOPE This report presents the results of a Geotechnical Investigation for the proposed residence to be constructed on Lot 1, DeLia Subdivision, in Eagle County, Colorado. The investigation was performed by visiting the foundation 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 1, DeLia Subdivision at 2751 Bellyache Ridge in Eagle County, Colorado. The site is bounded by partially wooded and wooded lots. The site slopes toward the north at gradients estimated to ranged from 5 to 20 percent. The site is wooded with pine and aspen trees and the ground surface contains a grass root mat. 0 SITE INVESTIGATION The subsurface exploration included a site reconnaissance by an Inter -Mountain Engineering personnel and the examination of the footing excavation to observe the subsurface soil profile and obtain soil samples for laboratory testing. The test pit locations were established in the field by estimating right angles and pacing distances from site features. The approximate locations of the sampling 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 the topsoil brown, sandy, SILT, with rooting, gravels and boulders was encountered to depths of approximately 2 feet, below which are reddish sandy silty CLAY with gravels, cobbles, and boulders. Results of the swell -consolidation test indicate that the soils are slightly collapsible. The results of tests indicated a .7 percent collapse under 2000 psf loading. No measurable groundwater was reported at the time the excavation was completed and no long-term groundwater observations were made. Indexes to Geological Mapping, Egle County, Colorado, prepared by Charles S. Robinson & Associates, Inc., in 1975, states that soils in this area may contain minerals in variable amounts that produce serious detrimental effecrs on concrete, metal or other substances that are in contact with the soils. Type H cement should be used in all concrete that will be in contact with the soil. These maps also state that soils in this area may be subject landslide. 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 2000 psf for footings bearing on undisturbed reddish, sandy, silty, CLAY, and 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 the improvements in the bearing soils will be made as discussed herein. 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). 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. 0 SLAB CONSTRUCTION The on -site soils, exclusive of Topsoil and Organics are suitable to support lightly loaded slab - on -grade construction Cracking of concrete slab -on -grades must be controlled by providing a "free floating" slab by using a minimum 1" expansion joint between the slab and concrete foundation walls. The concrete slabs should have control joints on 10 to 15 foot intervals. Control joints are also recommended parallel to and approximately 8 inches from all basement walls. All columns should be isolated from concrete slabs -on grade to prevent movement of the columns due to slab movement. The voids surrounding the columns should be expansion joint materials with a minimum 1" clearance. All excavations made for the foundations under proposed slab -on -grade areas must be properly baclf'illed 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 at least 10 feet on center and in accordance with the American Concrete Institute's recommendations to help control cracking. 7 GROUNDWATER AND DRAIN SYSTEM While no groundwater was reported in the soil test borings 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. 8 is recommended to reduce the risk of surface water infiltrating the footing subsoils. 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 54 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 67 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 mechanically 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. 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 next to 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 researching studies performed in the area, and from the on -site field exploration. Materials used in research include Geologic Hazards Study of Travis Creek Subdivision No. 2, Wolcott Springs area, Eagle County, Colorado prepared by W.T. Cohan P.E. and Dr. R.G. Young, as well as the Indexes to Geologic Mapping Eagle County, Colorado prepared by Charles S. Robinson & Associates, Inca The 0 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 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. Also, included in the Appendix to this report are the information and calculations used in the design of the septic system for this lot. This report has been prepared for the exclusive use of BB Andersen for the specific application to the proposed residence to be located on Lot 1, DeLia 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 MOUNTAIN ENGINEERING, LTD. James V. Gabriel Staff Engineer, E.I.T. IJ ery S. pa 1, P.E. V' e Pres t PIT NO. 1 DATE DRILLED: 05-10-96 ELEVATION: FIGURE NO.: 1 DEPTH IN FEET W a M M DESCRIPTION OF MATERIAL REMARKS fN V) 0 !JJ! JJJJ JJJJ J J J J Topsoil !!JJ Sandy SILT & GRAVELS, Brown. 2 Sandy Silty CLAY, Gravels & Cobbles. Reddish. 4 6 Bottom of excavation at approximately 7 feet. No measurable groundwater reported. 8 10 12 14 SUMMARY OF TEST PITS nInter-Mountain Soil Profiles — Open excavation Engineeringud. Lot 1 Delia Subdivision PROJECT NO.: 96-0187G PIT NO. 2 DATE DRILLED: 05-10-96 ELEVATION: FIGURE NO.: 2 DEPTH IN FEET a m } DESCRIPTION OF MATERIAL REMARKS 0 !JJ! JJJJ JJJJ JJJJ JJJJ Topsoil 2 JJJJ JJJJ l JJJ JJJJ JJJJ Sandy SILT & GRAVELS, Brown. Sandy Silty CLAY, Gravels & Cobbles. Reddish. 4 6 8 Bottom of excavation at approximately 8 feet. No measurable groundwater reported. 10 12 14 SUMMARY OF TEST PITS n Inter -Mountain Soil Profiles — Open excavation Engineeringia. Lot 1 Delia Subdivision PROJECT NO.: 96-0187G PIT NO. 3 DATE DRILLED: 05-10-96 ELEVATION: FIGURE NO.: 3 DEPTH IN FEET LU a a M } DESCRIPTION OF MATERIAL REMARKS 0 JJJJ JJJJ JJJJ JJJJ JJJJ Topsoil JJJJ JJJJ JJJJ Sandy SILT & GRAVELS, Brown. 2 Sandy Silty CLAY, Gravels & Cobbles. Reddish. 4 Bottom of excavation at aproximately 4 feet. No measurable groundwater reported. 6 8 10 12 14 SUMMARY OF TEST PITS Soil Profiles — Open excavation wIntNler-mountain ngineeringud. Lot 1 Delia Subdivision PROJECT NO.: 96-0187G KEY TO SYMBOLS Symbol Description Strata symbols !J!! Topsoil J J J J Sandy SILT and GRAVEL. Sandy SILT -CLAY with Cobbles. Soil Samplers ® Hand Driven California sampler Notes: 1. Profiles were performed in foundation excavation on 05-10-96. 2. A small amount of free water was encountered at the time of excavation due to snow melt runoff. 3. Profile locations were taped from existing features. 4. These logs are subject to the limitations, conclusions, and recommendatios provided in this report. PIT NO. 1 DATE DRILLED: 05-06-96 ELEVATION: FIGURE NO.: 1 DEPTH IN FEET W J DESCRIPTION OF MATERIAL REMARKS a } O JJJJ JJJJ Topsoil, loose, black & woody JJ "JJ" rooting. Sandy SILT. Brown, with heavy woody rooting. 2 Sandy, SILT —CLAY w/ gravels and 4 cobbles. Reddish 6 8 Test Pit Excavation Terminated at 8'. No measurable groundwater reported. 10 12 14 SUMMARY OF TEST PITS nInter-Mountain Septic Field Test Pit Engineer2ngud. Lot 1 DeLia Subdivision PROJECT NO.: 96-0190E KEY 10 SYMBOLS Symbol Description Strata symbols JJJJ Topsoil J Sandy SILT. Sandy SILT -CLAY with Cobbles. Notes• 1. Exploratory Test Pits were excavated on 05-06-96 using a Track Mounted back -hoe. 2. A small amount of free water was encountered at the time of excavation due to snow melt runoff. 3. Pit locations were taped from existing features. 4. These logs are subject to the limitations, conclusions, and recommendatios provided in this report. SWELL -CONSOLIDATION TEST REPORT 3 2 1 SWELL 0 (D COMPRESSION 3 1 .................................................... Water Added � 0 V) V) 2 L a E 0 U +' 3 c a) 0 L a 4 5 6 7 0.1 0.5 1 2 5 Applied Pressure - ksf Clpse. Nat. Sat. Not. Moist. Dry Dens. (pcf) LL PI Sp.Gr. Initial void ratio 0.7 75.2 % 12.8 % 114.1 2.650 0.4501 TEST RESULTS MATERIAL DESCRIPTION Sandy Silty CLAY, and gravels. Red Project No.: 96-0187G Project: Lot 1 DeLia Subdivision Remarks: Location: Sample #3 Date: 05-20-96 • n Inter-Mouzztazri �Engiaeerirag'�.xa. Fig. No. 8 0 100 90 80 T w z 60 tL z 50 w U w 40 n PARTICLE SIZE DISTRIBUTION TEST REPORT _ << <^ --- D "I N N1 ^ M O N 10 V' c O N a ac a a a a 30 20 10 0 1111. H - - ------ 200 100 10.0 1.0 0.1 0.01 0.001 GRAIN SIZE - mm Test % +3" % GRAVEL % SAND % SILT I % CLAY USCS LL PI 19 0.0 27.3 15.4 57.3 SIEVE PERCENT FINER inches 0 size 1.5 89.9 1 84.4 0.75 82.1 0.5 76.0 0.375 74.5 GRAIN SIZE D60 0.129 D 30 D10 COEFFICIENTS cc C u Sample information: • Test Pit ®4' Gravel .Sndy Silty CLAY Reddish Remarks: Project No.: 96-019OG AOXXXtMW MouIMCM' a Project: Lot 1 Delea Subdivision Eagirieeririgita. Date: 05-20-96 FIGURE NO. 9 SIEVE number size PERCENT FINER • 4 72.7 8 71.8 16 70.9 30 69.8 40 68.8 50 67.3 100 61.1 200 57.3 Lot 1 Delea Subdivision Septic System Design For BB Andersen Project No.: 96-019OG 6- $ 9,�r 1) Design Method: Eagle County Regulations bd= # of Bedrooms in Residence bd:=4 a) Design Flow # of Bedrooms x 2 [per bedroom] x 75 [ gal per day] x 1.5 Q = max flow Q :=bd. 2.75.1.5 Q = 900 gal/day b) Septic Tank Design V :=Q•30 24 V = 1.125.10' A 1250 gallon Septic Tank is required. c) Absorption Area - absolute minimum. T = the design percolation rate [minAnch] T :=84 A:=Q A=1.65.103 5 A=Absorption Area [ft^2] 2) Infiltrators Infiltration Chamber System in a trench configuration is recommended. A 50% reduction of the required absorption Area due to use of infiltrators. A = 1.65.103 SA = Surface rea of infiltrators. SA :=15 # of infiltrators is computed by the modified absorption area divided by the SA. .5A = 54.991 SA 55 Infiltrators will be required. Note: Percolation Tests were performed by Inter -Mountain Engineering Ltd. on May 7 1996. Percolation Test Data Project # 96-019OG Location: Lot 1, Delia Subdivision Test Hole #: #1 #2 Time Interval [Min] 0 15 15 15 15 15 15 0 15 15 Time Interval [Min] 0 15 15 15 0 15 15 15 15 Time Interval [Min] 0 r(Inter Mountain Eagineeriagua Percolation Test performed May 7, 1996 in conformance with ASTM Hole Profiles (NTS) Measurement Drop in H2O Perk -Rate [Feet] [Inches] [Inches] [Minln] 0' 29 114 Water Added Topsoil. Black 29 7116 3/16 29 9/16 1/8 -120.00 V. 29 9/16 0 Sandy SILT. Brown 29 5/8 - 1/16 29 3/4 - 1/8 -120.00 29 3/4 0 2'4" 27 7/8 1 7/8 Sandy, Silty CLAY, Reddish 2715/16 - 1116 28 1/16 - 1/8 -120.00 3' Note: Rock in bottom of hole and Snow melt running Into hole. Design Pere. Rate for Hole #1 - 120 [Min/Inch] Measurement Drop in H2O Perk -Rate [Feet] [Inches] [Inches] [Min/in] 8 1116 Water Added 8 3/8 5/16 8 7/16 1/16 8 5/8 3/16 -80.00 7 7/16 Water Added 7 5/8 3/16 -80.00 7 7/8 114 8 1/16 3/16 -80.00 8 114 3116 -80.00 Design Perc. Rate for Hole #2 - 80 [Min/Inch] Measurement Drop in H2O Perk -Rate [Feet] [Inches] [Inches] [Minln] #3 0 14 11/16 Water Added 15 15 3/16 112 15 15 7/16 1/4 15 15 11/16 1/4 0 14 118 Water Added 15 14 518 112 15 1415/16 5/16 -48.00 15 15 114 5/16 -48.00 15 15 9/16 5/16 -48.00 20 15 7/8 5/16 Design Perc. Rate for Hole #3 - 48 [Min/Inch] Design Average Percolation Rate - 80 [Min / Inch] 0' Topsoil 9„ Silty CLAY. Brown. 1'9" Sandy, Clayey SILT, Reddish 3'3" 0' Topsoil 9.. Sandy SILT. Brown 2' PERCBB.XLS I Granular Fill Foundation `,loll -Top 1 foot of backfill s.ould be relatively impervious fill. I. Slope away fro= building. Geotextile Polyethelene Koisture Barrier glued to foundation wall ' DETAILS OF PERIPHERAL DRAIN SYSTEi FOR F00TI11G TYPE FOUNDATION (Ifirafi 1!�ON or equisiI anr- rigid Minir�un of 3/4 inch gravel L° diameter perforated Pipe sloped a ain...,-u� oS 1�8" per foot to seuer.lateral sti:,np pu:p or daylighte3. ® PROJECT: PROPOSED RESIDENCE triter-Mozzritaizz LOT 1, DELIA SUBDIVISION Eagir:eerirzgua. EAGLE COUNTY, COLORADO PROJECT N.O.: 96-0187G -• F 1 i �\ 10 acres. �+3 rn� 90 PT83 P , T yp P�t O TP 1 17O O O ee Pork in g P,e2 C) / Legend / Pz2 — Percolation Test Pit / TP#1 — Test Pit \ / ® Pfl —Profile Locotion LOCATION OF BORES PROPO-SED RESIDENCE n Part of Lot 1, eLia Subdivi ion Eagle Coun ty,orad Prepared for: BE Andersen PROJECT No.; 96-0187G DRAWN BY: ✓ VG. SCALE: 1 " = 40' DATE: 05-21-96 DRAWING NO.: 1 0 Ater-Motulni in MEngineeringud. May 31, 1996 BB Anderson Post Office Box 130 Wolcott, Colorado 81656 RP_ Proposed Septic System BB Anderson Residence Lot 1, DeLia, Subdivision Project No. 96-0187G Dear Mr. Anderson; This letter is to address some concerns expressed by Laura Fawcett of the Eagle County Department of Environmental Health. Ms. Fawcett wanted to confirm that the percolation tests are representative of the conditions at the location of the proposed absorbtlon field. Three percolation tests were performed at the site and the results ranged from 48 to 120 minutes per inch. A percolation rate of 84 minutes per inch was used for the design of the septic system absorbtion field. The value of 84 was a mean of the three percolation values was considered representative, The higher value of 120 minutes per inch may be attributed to a large rock noted in the bottom of the percolation hole. This was considered in the septic system design. Should you have any questions regarding the information contained in this report, please contact the undersigned. Respect Richard zRick, .E Geotechnical Engineer cc: Laura Fawcett - Eagle County Department of Environmental Health 77 Metcalf Road, #t201 * Box 978 * Avon, Colorado 8162-20 * Phone, 970-949.5072 * From Denver Direct; 893.1531 1420 Vance Street * Lakeoraod, Colorado 80215 * Phone: 303.232-0158 r-RUL uz Percolation Test Data pro}ect# ias 4i9Rtt3 Location: Lot 1, Della SubdIVISIOn Test Harr V., all 7.41 Y! W9M Bma Irlterv8l [Mkd IFwQ POMI I mnfk) 0 20 IM VVWOAOM 15 20 1110. 3010 15 29 PnR • im •11G.ee 15 29 MIS t! 15 29 W lime it 20 3m 119 -1200p 15 29 %#4 0 0 27 71e 1 71B is 27W1$ - lrte i5 28 111t! 118 Design i+M'G. Na For "w 01 - 420 ph[uM%Mq a2 Tirtlq IMeivel 7059IiNA" N1Gha+l p�i1>t�n1 4 15 0 ine We*A6ded 18 a 3m *I@ 15 S 7He ime 0 g 4Ap - 3118 is 7 T11Q W1dw Addeo 15 7 &0 311e #B 00 i5 7 M - 19 +eOAa 15 $ 111Q 3118 #004 s 114 311e .ao.ae O"ign p0m. Ron I prHole 42 - 00 pffih oe ) V;e 3 J 79ma Intalva! }I r®i—rr+en} In H20 BtElOtelp [Min] IPeeq [rkcW Ir' dm) pwIrAnj mil a 1411116 y4mrAdow 1s 10 She - V2 1s is Ina + 114 75 1611Me - 114 0 14 11A W+4x A~ 1e 14 " - 112 12 14115me SHe 40.ee 15 16 114 one -MI)m 15 15 wil 5r18 40M 20 1S rle - WEI DofmgnPore.ti wor11o1a#0- 411IAInIINNN Design Average PemotAftim Rob - $0 Alin 1 inch] p"ON_xt r try — 1.e , '' '.++'� 151t5tfe c+rr( +LSfI i.tJV i1."'IJ JVJ 7Y77JJ7 11T,G PIT NO. 1 t Ak3t fad DATE DRILLED: 05-06-96 ELEVATION., J DEPTH a m j3ESGRIPTION OF MATERIAL m FEET a a 0 %n 7opamll, loose, black & woody rooting. J yy Sandy SILT. Brown, with heavy woody roofing. 2 Sandy, SILT —CLAY w/ cobbles. 6 $ Test Pit Excavatiton Teri irlat 8'. No measurable gromo(lwater reported. 10 12 14 M SUMMARY OF TEST FITS Septic rield Test Pit Lot 1 DeLia Subdivision FIGURE NO.: 1 R7"MAWS Ie»-�li�r�nrt�►i�t PROJECT NO.: 96-0190E —. ...... ..v ..a. -ram tiruVJTJJJJJ lITIG I f'UL 114 Y PART 1 CL.E _I ZE' .D I TR 1 BUT ! ON TEST REPORT 90 80 70 Ir ? sfl 50 W w 40 30 20 10 0 2 Tots 16 t7D 1 oa 10 . i1 110 0.1 0.01 01001 GRAIN SIZE — MM X +51, GRAVEL i� S�1,10 9g is I LT OLAY USCS L.L P4 0.0 27.3 15.4 1 57.3 S I EVE PERCENT F" I NER c �hes size 1.5 S$.9 0,75 82.1 0.5 76,0 0.375 74.5 GRAIN SIZE 060 0.129 D,30 D10 COEF'F I C I ENTS Gc Cu FAIMMUDW-PA941namtAim S I EVE *umber *Izs PERCENT r I idER 4 72,7 8 71.8 16 70.9 30 69.8 40 58.8 50 67.3 1+00 61.1 200 57.3 Sample information: (Septic Tiost Pit 0 4' Sandy Grave I y , S I L.T-CLA`�'' Reddish Rsrkl�t�'ks' Project No.; 96-0190C Project_ Lot 1 DeLeo Subdivision Date; 05-010-96 DotQ Sheet No. �--- ttrI-- LE C:Cj'UNIY F AX COVER SHEET EAGLE COUNTY I+NVIRONMENTAL HEALTH DEPARTMENT P.O.'$BOX 179 g y EAGLE, CO 81631 Pig:970-328-8755 Fax:970-328-8788 Date: %11-71/1 TO: COMPANY: FAX 9: ��e-has_ �ia.0, q7q- c(go( FROM: Z" NO. OF PAGES INCLUDING COVER SHEET: � If you clo not receive .all pages please call our office -at (970) 328-8755 yr ^ I I p C 47 v /4 I � \ l tiJJ f 4 £� i.+ vv'11 S\ •% ��3 1594-96 Tax# 1941-274-02-001 JOB NAME — Lot#1, Delia Subdiv. ANDERSEN 2751 Bellyache Ridge Rd. 1 JOB 'NO. OB LOCATION BILL TO DATE STARTED DATE COMPLETED DATE BILLED /If. JGQZk& Nw o � ' 5/2/ -z - k ,j 120 P d V 6L V4 a—Ach r 4 JOB COST SUMMARY TOTAL SELLING PRICE G� Ldte 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 278 ®® NEW ENGLAND BUSINESS SERVICE, INC., GROTON, MA 01471 JOB FOLDER Printed in U.S.A. - _ _ -_ _ _ _ __ _ _ - -_ - - - - � - _ _ _ ._ _ _ _ _ _ _ _ _ - - � _ _ _ - _ _ - _ _ _ _ _ -. _ - - - __ _ - - - - - _ _ .t� _ _ _ - _ _