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HomeMy WebLinkAbout04607GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT 108 Eighth Street, Suite 401 4 6 0 7 _ Glenwood Springs, Colorado 81601 Permit 3. � /' 2 O' Phone (970) 945-8212 Assessor's Parcel No. INDIVIDUAL SEWAGE DISPOSAL PERMIT This does not constitute a building or use permit. PROPERTY Owner's Name#/O kiri Pi 6., Present Address PDC & rPEBi ...E Phone 2.e,3 .?`2c System Location — 'PC &_J 4w M. 2_00 Legal Description of Assessor's Parcel No. .2-q14.3- 0 e / - OD- DO SYSTEM DESIGN Septic Tank Capacity (gallon) Percolation Rate (minutes/inch) Number of Bedrooms (or other) Required Absorption Area - See Attached Special Setback Requirements: Date Inspector FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation System Installer Other Septic Tank Capacity Septic Tank Manufacturer or Trade Name Septic Tank Access within 8" of surface Absorption Area Absorption Area Type and/or Manufacturer or Trade Name Adequate compliance with County and State regulations/requirements Other Date - 2 " o I p Inspector gt�Gy1( J QLk-. 0 g • ��,S x#33©4, RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE CONDITIONS: 1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter 25, Article 10 C.R.S. 1973, Revised 1984. 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 structures not approved by the Building and Zoning office shall automatically be a violation or a requirement of the permit and cause for both legal action and revocation of the permit. 3. Any person who constructs, alters, or installs an individual sewage disposal system in a manner which involves a knowing and material variation from the terms or specifications contained in the application of permit commits a Class 1, Petty Offense ($500.00 fine - 6 months in jail or both). White -APPLICANT Yellow - DEPARTMENT GARFIELD COUNTY Sl 108 8`t' Street, Suite 401, Glenwood Springs, Co 81601 Phone: 970-945-8212 / Fax: 970-384-3470 / Inspection Line: 970-384-5003 www.garfield-county.com STAFF USE ONLY Permit Fee:� ri r � Parcel No: (this information is available at the assessors office 970.945.9134) -/3 -M- 2 Jobddre Address: y rad Jss has not been assigned, yplease provide Cr, Hwy treet Na & Cit) or and legal description 3 Lot Sizer fO Lot No: Block No: Subd.l Exemption: 4 Owner: (property owner) %D .t/bie .tiM Mailing Address /�G T d� ft 6 Ph: 9& -df !'vv Alt Ph:, �� �4� 0\-� 5 Contractor: r1'h Mailing Address Ph: Ph: Alt Pb, 6 (1111,r #� Mailing f(;dream 'd 4,e /Jd,� ( Ph: Alt Ph: 7 PERMIT REQUEST FOR: New Installation) Alteration Repair 8 WASTE TYPE: KDwelling ( }Transient Use ( )Commercial or industrial ( )Non- Domestic wastes ( )Other -Describe_ 9 • " Bib uie-Q- 2j O it e cc v S;°cg. BUILDING OR SERVICE TYPE:o.1 p%j4' Number ( bedrooms 'tf Garbage Grinder ')Yes ( )No SOURCE & TYPE OF WATER SUPPLY: V)WELL ( )SPRING ( )STREAM OR CREEK ( )CISTERN If supplied by COMMUNITY WATER, give name of supplier 10 11 DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: jr-p .4'1 //e'f Was an effort made to connect to the Community System? AR, YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITH OUT A SITE PLAN 12 GROUND CONDITIONS: Depth to 1 gt Ground Water Table feel Percent Ground Slope ;,L' -r' 13 TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM (ISDS) PROPOSED: jSeptic Tank ( )Aeration Plant ( )Vault ( )Vault Privy ( )Composting Toilet ( )Recycling, Potable Use ( )Recycling, other use ( )Pit Privy ( )Incineration Toilet ( )Chemical Toilet ( )Other- Describe 14 FINAL DISPOSAL BY: Absorption trench, Bed or Pit ( )Underground Dispersal ( )Above Ground Dispersal ( )Evapolranspiration ( )Sand filter ( )Wastewater pond ( )Other- Describe 15 Will effluent be discharged directly into waters of the state? ( )YES $NO 16 PERCOLATION TEST RESULT: (to be completed b istered Professional Engineer, if the Engineer does theTest) Minutes Lir , ,S- per inch in hole No.1 Minutes 7 per inch in hole No.3 Minutes /0 i per inch in hole No2 No.Minutesper.inch in hole No.,__,, Name, address & telephone of RPE who made soil absorption test: die.sfvA - e, t"fty� i44' , chcttI - r y P. e • Name, address & telephone of RPE responsible for design of the system: 'h urn 601 i r� �`c ti r 1044 kr` of Ac,.. Applicant acknowledges that the local health department issuance of the permit is subject reports submitted herewith and are designed to be relied understand that any falsification and legal action for perju , the completeness of the application is conditional upon such further mandatory ar' additional test and reports as may be required by to be made and furnished by the applicant or by the local health department for purposed of the evaluation of the application; and the to such terms and conditions as deemed necessary to insure compliance with rules and regulations made, information and and required to be submitted by the applicant are or will be represented to be true and correct to the best of my knowledge and belief on by the local depa r ent of health in evaluating the same for purposes of issuing the permit applied for herein, I further or misrepresent me, esult in the denial of the application or revocation of any p unit gra ed based upon said application . y trovided b law ` . .w[. m ' ..a'� ! �A £ 17 OWNERS SIGNATURE`" / DATE STAFF USE ONLY Permit Fee:� ri r � Perk Fee: r�€ ����N�//2/ . Total fees: � r V � Building Permit f{: 7 Septic Permit #j: ' 7 iL- . Issue Date: if , 2 7 01 Building & Planning De t: \'` ' - � // S ( APPROVAL () DATE GARFIELD COUNT' EI'T C PERMIT APPLICATID. � 108 8thStreet, Suite 401 "Glenwood Springs, .. Co 81601 ,E Phone: 970-945-8212 / Fax: 970-384-3470 / Inspection Line: 970-384-5003 www.garfield-county.com 1 aV Parcel No: (this information is available at the assessors office 970-945-9434) 4� Q,r� f y/� i �a`m'e`i& t �legal 2 Building Permit #: Job Addre s: (if an ad ss has not en asned please provide Cr, Hwy o Stre y) or and description Bu'lding & Planni g Dept ( 01/41 A\. � 3 Lot Size: Lot No: Block Na Subd.l Exemption: 4 Owner: (property owner) Mailing Address f( 30 D Ph: 7 a3 Alt Ph: 5 Contractor: Wil-E41164/,c 4 Mailing Address 5-..77 -6. Ph: Alt Ph: 6 EnX e L"it�/ rwee4lnrp .Z426:2,Ait/e ss j /�334c5h a.; p/� P' ,R77-+4*/..�A-- Alt Ph: 7 PERMIT REQUEST POR: ! M New Installation ( ) Alteration ( ) Repair 8 WASTE TYPE: (%)Dwelling ( )Transient Use ( )Commercial or industrial ( )Non- Domestic wastes ( )Other — Describe 1 9 BUILDING OR SERVICE TYPE: OirfX Number of bedrooms if Garbage Grinder (><)Yes ( )No 10 SOURCE & TYPE OF WATER SUPPLY: (X)WELL ( )SPRING ( }STREAM OR CREEK ( )CISTERN If supplied by COMMUNITY WATER, give name of supplier: 11 DISTANCE TO NEAREST COMMUNITY SEWER Was an effort made to connect to the Community System? SYSTEM: ,:',2a:„t rniLE A/d YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITH OUT A SITE PLAN 12 GROUND CONDITIONS: '7Depth to tet Ground Water Table �E� Percent Ground Slope 13 TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM (ISDS) PROPOSED: ()Septic Tank ( )Aeration Plant ( )Vault ( )Vault Privy ( )Composting Toilet ( )Recycling, Potable Use ( )Recycling, other use ( )Pit Privy ( )Incineration Toilet ( }Chemical Toilet ( )Other- Describe 14 FINAL DISPOSAL BY: ( )Absorption trench, Bed or Pit ( )Underground ( )Wastewater pond ( }Other- Dispersal ( }Above Ground Dispersal ( )Evapotranspiration ( )Sand filter Describe 15 Will effluent be discharged directly into waters of the state? ( )YES (-ANO 16 PERCOLATION TEST RESULT: (to be completedV Registered Professional Engineer, if the Engineer does the Percol tion Test) Minutes fha, 5 per inch in hole No.1 Minutes 6q per inch in hole No.3 No. • Minutes /1)7 per inch in hole No.2 Minutes per inch in ole Name, address & telephone of RPE who made Name, address & telephone of RPE responsible soil absorption test: ti/a8 ? i /-- �c 22y ✓I7,G (7E for design of the system: ,P iA/0 t✓m✓ ✓,) 7'.aNC ,-10,Y4 '0'r-A`f-E1-0, Ae. , 17 Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and additional test and reports as may be required by the local health department to be made and furnished by the applicant or by the local health department for purposed of the evaluation of the application; and the issuance of the permit is subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations made, information and reports submitted herewith and required to be submitted by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based upon said application and legal action for perjury as provided by law. .OWNERS'SIGNATURE ° : ;, DATE' STAFF USE ONLY Permit Fee:-/PerkFee:4 aV � Total fees: ,CAD Building Permit #: Septic Permit #: Issue Date: Bu'lding & Planni g Dept ( 01/41 A\. � AP DATE March 20, 2009 1229 North 23rd Street, Suite 201 @ Grand Junction, Colorado 81501 (970) 241-6027 e Fax: (970) 256-7992 www.rhinoengineers.com a email: reinc23@gwest.net Garfield County Building and Planning Department 108 8th Street, Suite 401 Glenwood Springs, CO 81601 Re: Individual Sewage Disposal System Duplex Residential Building The High Lonesome Ranch Garfield CR #200 To Building and Planning Department: RECEIVED MAR 2 42.009 GARFO D COUNTY BUILDING & PLANNING The purpose of this letter is for final approval of the individual sewage disposal system for a duplex residential unit, located at The High Lonesome Ranch, accessed via Garfield County Road #200, north of Debeque, Colorado. The site is located about 2 miles east of The High Lonesome Ranch Headquarters. The design included a seepage bed design with 4 feet of imported soil material. Final inspection of the system was conducted on March 13, 2009. The system was constructed and installed in accordance with the specifications and drawings of Rhino Engineering, Inc. 's ISDS design, the permit, and current ISDS regulations. The as -built drawing for the ISDS system is attached, showing the dimensions to the septic tank and distribution box from the northwest and southwest corners of the duplex building. If you have any questions, please call me at 970-241-6027. Sincerely, RHINO ENGINEERING, INC. d E./him/ea By: John E. Kornfeld, P.E. Project Engineer Enclosures xc: Collin Kenney, Project Manager for The High Lonesorne Ranch File: Wastewater Design/Duplex Unit The High Lonesome Ranch Serving Colorado, Utah & Nevada FINAL 9NSPECTION DATE: 3-13-2009 AS -BUILT DRAWING DATE: 3-19-2009 SEPTIC TANK I N DISTRBU TION BOX ABSORPTION BED AS -BUILT SEWAGE DISPOSAL SYSTEM ISDS SITE LAYOUT HIGH LONESOME DUPLEX THE HIGH LONESOME RANCH DUPLEX UNIT GARPIELD COUNTY RHINO ENGINEERING, INC. 1229 N. 23rd STREET SUITE 201 GRANDJUNCTION, CO 81501 SHEET v1 eerinu�� ecember 17, 2008 1229 North 23rd Street, Suite 201 tl Grand Junction, Colorado 81501 (970) 241-6027 o Fax: (970) 256-7992 www.rhinoengineers.com V email: reinc23@qwest.net Garfield County Building and Planning Department 108 8t" Street, Suite 401 GIenwood Springs, CO 81601 Re: Individual Sewage Disposal System Duplex Residential Building The High Lonesome Ranch Garfield CR #200 To Building and Planning Department: The design for the individual sewage disposal system, located at The High Lonesome Ranch, accessed via Garfield County Road #200, north of Debeque, Colorado, is attached. The site is located about 2 miles east of The High Lonesome Ranch Headquarters. The design includes wastewater projections for four (4) bedrooms. The four bedrooms are within a duplex residential structure, with two bedrooms in each unit. The design includes a seepage bed design, with 4 feet of imported soil material. The surface five feet of existing soils shall be excavated prior to the placement of the imported soil material. Existing soils will be used for the "cap" over the system. With five feet of existing soil excavation, an import of four feet of suitable soil, one foot of gravel and piping, and one of native soil "topdressing", the finished grade of the seepage bed will be about one foot above the adjacent ground. This would be desirable to prevent any stormwater ponding on the surface of the bed and to route stormwater runoff away from the drain field. Pere tests were completed by Huddleston -Berry Engineering & Testing, LLC in November 2008. The soils vary from sandy clays to clayey sands. Because of the variability of perc rates in the existing soils, the geotechnical engineers recommend a 4 -feet layer of soil replacement with granular soils. The enclosed wastewater design is based on this recommendation. There is no seasonal water table that affects this ISDS system. If you have any questions, please call me at 970-241-6027. Sincerely, RHINO ENGINEERING, INC. 13y: John E. Kornfeld, P.E. Project Engineer Enclosures s Det r 33064 r \ /2 —Eq-, . J / ' 'i i:c xc: Collin Kenney, Project Manager for The High Lonesome Ranch File: Wastewater Design/Duplex Unit The High Lonesome Ranch Serving Colorado, Utah & Nevada V Fti� rq Pq , •F'zerr 'aSi:',/ix;N; C .t.° j j l ''1 11.r1 i 111 11 1 1 f i f r.oi.trp a _r• / --. 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"� 1�/ -/ f 1 1 1 H 116 1' 1 1 1 1 1 1 1 \\ \\ '1 1 1 1' w \ \\t I 1M y I 1 1 1 1 t 1 1 y 1 \ 11 \ � \ \\ ..1--,:---'f��i �K11 I/ %/ 1 1 1 1 i i 1 I 1 i 1 1 /1\\` � \,,:,\,-"-/..,--f:1, "ll \ill I I // // / // / I I I f I I\\ _I / /M1 1 `\ --- s`••••.. �' ` rr/ ///% ///% if 1 I \� //•/ \.,\'''-,:,,--7-11.• ,. \ i ` / .... µM w�4-,�i Fifi\\\\\ ri` ` \___ r � Aim '�,---- �\ gg 1'1'9' \ \\ } 1 \111 ! \\\\ r �y ' � /.- t ^s. \.5i ,, `� � �._"_ \`.\ \.w i-_- . s^ -�-,l v If/NO .s�'/.,r ,-,10/i 111iiiilliit/�, .\1155.\1 \\\\ \\\ \•\\\```\` •\\1\\U\\ \ '� Wastewater Design Data Sheet Duplex Unit — Garfield CR #200 The High Lonesome Ranch Percolation Test Results Percolation tests were performed by Huddleston -Berry Engineering & Testing, LLC on November 7, 2008. The soils included sandy clay with organics at the surface to sandy lean clays in the underlying layers. The surface soils are about one foot in thickness. There were 3 test pit locations for the percolation tests. TP -1 has perc results at the surface (12.3 minutes/inch), the 3 feet depth (15.2 minutes/inch), and the 6 feet depth (18.5 minutes/inch). TP - 2 still had water present in the perc holes the day after soaking. TP -3 has perc results at the surface (64 minutes/inch) and the 3 feet depth (22.9 minutes/inch). Pere test results are attached. The soils are not affected by a seasonal water table or groundwater. Per recommendations of the geotechnical engineering report, the existing soils will be over - excavated and replaced with suitable granular material. Design Data According to Table 1 "Quantities and BOD Strength of Sewage for Various Types of Uses" of Garfield County Building and Planning Department, the following are calculations for sewage flow. A rate of 75 gallons/per/day is to be estimated. For the duplex unit, this includes 4 bedrooms at 75 gallons/person/day, or a total of 600 gallons per day (4 bedrooms x 2 people/bedroom x 75 gallon per person). The absorption area should be based on the maximum flow. The maximum flow shall be considered as 150 percent of the average flow. Therefore, 600 gpd x 150% = 900 gpd. The absorption area formula is: A = [Q x (t)112] / 5, where A is the minimum absorption area in square feet, Q is the design flow of sewage in gpd, and t is the percolation rate in minutes per inch. The proposed design is based on 30 minutes per inch, which is an assumed import of granular material. The imported granular material will require acceptance by the engineer prior to import. Using 30 minutes per inch and the above variables, A = [900 x(30)1/2] / 5 = 986 square feet. In addition, with a clothes washing machine and garbage disposal, an additional 60% should be added to the absorption area. Therefore, 986 square feet + 60% = 1,578 square feet. Absorption System Seepage Bed System Assume 4 perforated pipes, with a 6' separation from center to center, and 3 feet from the outside pipe to the edge of the seepage bed. Therefore, the width of the seepage bed is 24 feet. If the width is 24 feet, then the minimum length of the seepage bed will be 1,578/24 = 66 feet. Supplemental Specifications and Construction Requirements The contractor shall comply with the Garfield County Individual Sewage Disposal Systems Regulations, latest edition, with the following supplemental provisions and/or construction requirements: 1. The building sewer to septic tank pipe shall be four (4) inches in diameter. 2. The minimum size of septic tank shall be 1250 gallons. 3. The minimum distance between the septic tank and the seepage bed shall be 1.2 feet. 4. Five (5) feet of soil shall be excavated, followed by scarify the top 6 inches of soil at the five feet depth. Then 4 feet of soil material with a perc rate of 30 minutes per inch or better shall be placed. Care shall be taken not to overly compact the imported soil material. The gravels and piping of the seepage bed will be placed on top. 5. Twelve inches (12") of soil, either native or imported, shall be added after the gravel layer is placed. The top of the soil shall be sloped to allow rainfall to runoff the seepage bed. It is recommended that the center of the topsoil is 18 inches thick, and tapered to a 12 inch layer around the edges. Note that the topsoil shall be sloped to match existing elevations at approximately a 3 to 1 slope. 6. The contractor shall notify the Garfield County Inspector and the Registered Professional Engineer when the pipe and gravel installation is completed and prior to the soil top dressing is applied. This is to insure the correct dimensions of the seepage and the installation of the distribution box and piping. At least 48 hours notice is required. 7. The Engineer AND the Garfield County Building & Planning Department (970-384-5003) shall be notified for the final inspection. At least 48 hours notice is required. 8. The contractor has the option of replacing the conventional perforated pipe and gravel system with an "infiltrator system". Should this option be exercised, all components must be installed per the manufacturer's recommendations. 9. All setbacks are measured from the toeslope of the topsoil cap — not from the edge of the seepage bed. TABLE QUANTITIES AND BOD STRENGTH OF SEWAGE FOR VARIOUS TYPES OF USES TYPE OF ESTABLISHMENT GALLONS/PERSON/DAY (AVERAGE) (UNLESS OTHERWISE STATED) LBS. BODS/PERSON/DAY (UNLESS OTHERWISE STATED) Residential Single-family dwellings (two people per bedroom) 75 .20 Separate Distribution of Flows - Individual Residential use Bath/Shower 14.7 .014 Dishwasher 1.8 .002 Kitchen sink 4.4 .045 Additional for garbage grinder 1.4 .052 Laundry washer 19.5 .037 Lavatory 8.4 .021 Water closet 24.8 .029 Hotels and Motels - per room (without private baths) 50 .15 Hotels and Motels - per room (with private baths) 75 .15 Multiple -family dwellings or apartments 75 .20 Boarding and Rooming houses 50 .15 Mobile Home Parks 75 .20 (per space) 300 .80 Commercial Airports (per passenger) 5 .02 (per employee). 10 .06 Barber and Beauty Shops (per chair) 100 .70* Bowling Alleys (per lane - toilet wastes only) 5 .03* Bus Service Areas (not including food) 5 .02 - 20 - • \ • \ 1 ! / 7 \ \ \ \ \ 1 \ / / / • • 1 • • / 1 1 / \ • / •\ \\ \\ •\ \•\\ \\\\ \\ t / // //• • ••` • \ • •• • \ 1 / \ \•• \ • • \ • 1 / ♦ ♦• •\ \ A1 •1• ` • \ 1 1 / /J • • \ \I 1 •• \ ` •• \\ \\ 1 `\ 5 I f J / • • / I 1 I! 1 \ f /l • • • II • • •\ • • 1 • • • �� • \• ` •••• ♦• ••• 1 \ \\ \ \ \ \ • \ \ \ • • 11 \\ •11 Y1 `• •1 \ \ \ \ 1 \ \ 1 E �• 1 \\ • \ 1 \ \\ \ \ �• V A 7 i 1 07 • 11---1 v •v V 1 1 1 i 1 •'• V1 3 • ` a.\1 11 \•\ \\ \\ •• \ \1 A 1 1 } } .�. 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A_A1����i��.���?\.A.��\�a:v��avAVAAV��,��AA�iAAVAAVAv\• \\\\\\\ \•i •• \ 777\7\7-,.7:: \\\\\\ • \ ••• •• SCALD 1" = 100' INDIVIDUAL SEWAGE DISPOSAL SYSTEM SITE PLAN --- DUPLEX THE HIGH LONESOME RANCH DUPLEX UNIT THE HIGH LONESOME RANCH GARFIELD CR #200 RHINO ENGINEERING, INC. 1229 N. 23rd STREET SUITE 201 GRAND JUNCTION, CO 81501 SHEET 3 0 «� s gw 00 0001 000 OOt IQ I STRAW OR BUILOIY e. 000 •• •000 0000000 000 00 66pp�� 000 00000 0000000 00 �O101400.00000 OF EWSTING GRCUN➢ pF� X � SEEPAGE BED DETA uJ J_ JL 0 0 0 V J X LwJ NOT TO SCALE INDIVIDUAL SEWAGE DISPOSAL SYSTEM SOIL REPLACEMENT DETAILS DUPLEX UNIT THE HIGH LONESOME RANCH GARFIELD CR #200 RHINO ENGINEERING, INC. 1229 N. 23rd STREET SUITE 201 GRAND JUNCTION, CO 81501 SHEET 3 DISTRIBUTION BOX AND MANIFOLD SYSTEM (SOLID PIPE) TO BUILDING SEWER SEPTIC TANK SEEPAGE BED DETAILS 66.0' NOTE: PERFORATED PIPE BEGINS 1.5' INSIDE GRAVEL BED SEEPAGE BED (EXTENT OF GRAVELS) PERFORATED PIPE (CONNECTED AT ENDS WITH SOLID PIPING) N TS NOTES: 1. REMOVE VEGETATION OVER ABSORPTION AREA. 2. REMOVE THE TOP 5 FEET OF SURFACE AND UNDERLYING SOILS. 3. SCARIFY TOP 6 INCHES OF THE EXISTING SOIL AT THE 5 -FEET DEPTH. 4. ADD 4 FEET OF IMPORTED MATERIAL TO MAKE A LEVEL BED. 5. ADD GRAVELS AND INSTALL DISTRIBUTION MANIFOLD AND PERFORATED PIPES PER ABOVE DIMENSIONS. 4. THE DISTRIBUTION MANIFOLD SHALL BE INSTALLED "LEVEL" TO A MAXIMUM OF 1/4" PER FOOT. 5. THE TOPSOIL "CAP" SHALL BE SLOPED (18" THICKNESS AT CENTER TAPERING TO 12" AT OUTSIDE PERIMETER). 6. SETBACKS ARE MEASURED FROM THE TOE OF SLOPE (TOPSOIL CAP). 7. ALL CONSTRUCTION, DIMENSIONS, AND MATERIALS SHALL COMPLY WITH GARFIELD COUNTY WASTEWATER DISPOSAL SYSTEM REGULATIONS UNLESS OTHERWISE SPECIFIED. 8. ACTUAL CONFIGURATION OF SEPTIC TANK TO SEEPAGE BED ORIENTATION MAY VARY DEPENDING UPON SITE CONDITIONS AND DIMENSIONS. Huddleston -Berry Engineering & Testing, LLC GEOTECHNICAL INVESTIGATION HIGH LONESOME RANCH - KENNELS DEBEQUE, COLORADO PROJECT# 00815-0001 HIGH LONESOME RANCH 0275 222 ROAD DEBEQUE, COLORADO 81630 NOVEMBER 24, 2008 Huddleston -Berry Engineering and Testing, LLC 640 White Avenue, Unit B Grand Junction, Colorado 81501 Huddleston -berry tartnerilnr. Tc,ih. LLL' It is recommended that Hot -Mix Asphaltic (HMA) pavement conform to CDOT grading SX or S specifications and consist of an approved 75 gyration Supeipave method mix design. HMA pavement should be compacted to between 92% and 96% of the maximum theoretical density. An end point stress of 50 psi should be used. In addition, pavements should conform to local specifications. Concrete used in pavements should consist of CDOT Class P concrete or alternative approved by the Engineer.. The long-term performance of the pavements is dependent on positive drainage away from the pavements. Ditches, culverts, and inlet structures in the vicinity of paved areas must be maintained to prevent ponding of water on the pavement. 5.0 ON-SITE SEWAGE DISPOSAL As discussed previously, an Individual Sewage Disposal System (ISDS) is proposed for the site. In order to evaluate the suitability of the subsurface materials for on-site sewage disposal, percolation testing was conducted at the site on November 7th, 2008. Percolation testing was conducted in the native soils in Test Pits TP -1, TP -2, TP -3, TP -6, TP -7, and TP -8. In the native clay soils, the percolation rates ranged from 12.3 minutes -per -inch to not percolating at all. In the native clayey sand soils, the percolation rates ranged from 5.7 to 12.0 minutes -per -inch. The percolation testing data are included in Appendix D. Generally, percolation rates of between 5 and 60 minutes -per -inch are acceptable. Therefore, the native clay soils are generally not suitable for on-site sewage disposal. The native clayey sand soils are generally suitable for on-site sewage disposal. However, four feet of suitable soils are generally required below the bottom of the absorption bed. For an absorption bed in the vicinity of TP -1, TP -2, and TP -3, it will likely be necessary to remove the clay soils to a depth of at least four feet below the bottom of the absorption bed and replace them with suitable granular material. In addition, asindicated in the test pit logs, the low percolation clay soils were encountered below the clayey sand soils at a depth ,of only 4.0 feet in TP -6. As a result, it may be necessary to over -excavate a portion of the clay soils and replace them with clayey sand soils or other suitable granular material to provide four feet of suitable soils below the bottom of the absorption bed in this area also. In addition to the percolation rate of the soils, the seasonal high groundwater elevation is an important factor in determining the suitability of the site for Individual Sewage Disposal Systems. For ISDS suitability, the seasonal high groundwater elevation should be at least four feet below the bottom of the proposed absorption bed. As discussed previously, groundwater was not encountered in the test pits at the time of the investigation. In general, shallow groundwater is not anticipated to impact on-site sewage disposal at this site. P:12003 ALL PRo1ECTS100815 - High Lonesome Ranch\00015-0001 High Lonesome Ranch- High Lonesome RanchV200 - Geo1008.15.0001 Kennels R 112405.doc 6 �n^ i utidlestpz .ptl# lstare.enp«xaninx, Ulf With proper design, construction, and maintenance of Individual Sewage Disposal Systems, HBET believes that the effluent produced from the proposed kennels and duplex residential structure are not anticipated to adversely impact surrounding properties 6.0 GENERAL The recommendations included above are based upon the results of the subsurface investigation and on our local experience. These conclusions and recommendations are valid only for the proposed construction. As discussed previously, the subsurface conditions at the site were slightly variable. However, the precise nature and extent of subsurface variability may not become evident until construction. Therefore, it is recommended that a representative of HBET be retained to provide engineering oversight and construction materials testing services during the foundation, pavement, and earthwork phases of the construction. This is to verify compliance with the recommendations included in this report or permit identification of significant variations in the subsurface conditions which may require modification of the recommendations. Huddleston -Berry Engineering and Testing, LLC is pleased to be of service to your project. Please contact us if you have any questions or comments regarding the contents of this report. Respectfully Submitted: Huddleston -Berry Engineering and Testing, LLC Michael A. Berry, P.E. Vice President of Engineering E:\I-IDETRccent Projects100815 - High Lonesome Ranch100815-0001 High Lc.nesonmc Ranch- High Lonesome Raneh1206 - Geo \00815-0061 Kannen RI I2468.doe 7 PERCOLATION TESTING Project. Name: High Lonesome Ranch- Kennels Testing Conducted By: Pit Dimensions: Length Water Level Depth: A. Sigler Location: DeBeque, CO SOIL PROFILE Depth Description Supervising Engineer: . Width Project No. 00815-0001 Test. Pit No. TP -1 Date: 11/7/2008 M. Berry Not Encountered X ; Depth 7 ft Remarks 0-1 Sandy CLAY with Organics (TOPSOIL), brown, dry Change (in.) 1-7 Sandy Lean CLAY (CL), brown to purplish brown, dry, stiff r 0 1,8125 1.3750 , 5 5.4375 3,6250 10 7.0000 1.5625. Test Number: 1 Top of.Hale Depth: 0 ft Diameter of Hole: 4.5 in Depth of Hole: 15 in Time (min.) Water Depth (in,) Change (in.) 0 1.5000. r 0 1,8125 1.3750 , 5 5.4375 3,6250 10 7.0000 1.5625. 15 8.1250 1.1250 20 9.0000, 0.8750 25 9.7500 0,7500 30 10.5000 0.7500 35 11.1250 0.6250 40 11.7500 0.6250 45 12.2500 0.5000 50 12.7500 0.5000 55: :.13.1875 8.0625 0.4375 60`. 13.5625 0.3750 Rate (min/in): 12.3 Average Percolation Rate (min/in): Test Number: 2 Top of Hole Depth: 3 ft Diameter of Hole: 4.5 in Depth of Hole: 13 in Time (min.) Water Depth (in.) Change (in.) 0 1.5000. 5 2.8750 1.3750 , 10 3.2500 0.3750 15 4.2500 1.0000 20 4.9375 0.6875 25 5.3750 0.4375 30 6.0000 0.6250 35 6.3750 0.3750 40 6.7500 0.3750 45 7.0625 0.3125; 50 7.4375. 0.3750 55 .7.7500: 0.3125 60. 8.0625 0.3125 Rate (.min/in 15.2 Test Number: 3 Top of Hole Depth: 6 ft Diameter of Hole: 4.5 in Depth of Hole: 14in Time (min.) Water Depth (in.) Change (in.) 0 1.0625 5 3.6250 2.5625 10 4.6250 1.0000 15 5.2500 0.6250 20 5.7500. 0.5000 25 6.3750 0,6250 30 7.0000 0.6250 35 7.3750 0.3750 40 7.8125 0.4375 45 8.1875 0.3750 50 8.5000 0..3125' 55 8.7500 0.2500 60 • 9:0000 0.25€0 Rate (min/in): n� n' n n r� n 11 n n n PERCOLATION TESTING Project Name: High Lonesome Ranch- Kennels Testing Conducted By: Pit Dimensions: Length Water Level Depth: A, Sigler Location: DeBeque, CO SOIL PROFILE Depth Description Project No. Test Pit No. Date: 11/7/2008 00815-0001 TP -2 Supervising Engineer: ; Width M. Berry Not Encountered X Depth 3 ft. Remarks 0-1 Sandy CLAY with Organics TOPSOIL), trace gravel, light brown, dry Water still present in perc holes the day after soaking 1-3 Sandy Lean CLAY (el), brown to purplish brown, dry, stiff 5 2.0000 0.3750 10 2.2500 0.2500 15 2.5000 0.2500 Test Number: 1 Top of Hole Depth: 0 ft Diameter of Hole: 5 in Depth of Hole: 15 in Time (min.) Water Depth (in.) Change (in.) 0 1.6250 5 2.0000 0.3750 10 2.2500 0.2500 15 2.5000 0.2500 20 2.5000 0.0000 25 > 2.6250 0.1250 30 2.8125 0.1875 35 3.0000 0.1875 40 3.1250 0.1250 45 3.1875 0.0625 50 3.2500 0.0625 55 3.2500 0.0000 60 3.3125 0..0625. Rate (min/in): 107 Average Percolation Rate (min/in): Test Number: 2 Top of Hole Depth: 3 ft Diameter of Hole: 4.5 in Depth of Hole; 14 in Time (min.) Water Depth (in.) Change (in.) 0 1.3125 5 2.5000 1.1875 10 3.1250 0.6250 15 3.1250 0.0000 20 3.1250 0.0000 25 3.1875 0.0625 30 3.1875 0,0000 35 3.1875 0.0000 40 3,1875 0.0000 45 3.1875 0.0000 50 3.1875 0.0000 55 3.1875 0.0000 60 3.1875 0.0000 Rate (min/in): Test Number: Top of Hole Depth: Diameter of Hole: Depth of Hole: Time (min.) Water Depth (in.) Change (in.) PERCOLATION TESTING Project Name: High Lonesome Ranch- Kennels Location: DeBeque, CO Testing Conducted By: A. Sigler Pit Dimensions: Length Water Level Depth: SOIL PROFILE Depth Description Project No. Test Pit No. Date: 11/7/2008 00815.-0001 TP -3 Supervising Engineer: M. Berry Width Not Encountered X Depth 3 ft Remarks 0-1 Sandy CLAY with Organics (TOPSOIL), trace gravel, light brown, dry Change (in.) 1-3 Sandy Lean CLAY (cl), brown to purplish brown, dry, stiff 5 2.3750 1,1250 10 3.1875 0.8125 15 3.7500 0.5625 Test Number: 1 Top of Hole Depth: 0 ft Diameter of Hole: 4.5 in Depth of Hole: 14 in Time (min.) Water Depth (in.) Change (in.) 0 1.2500 5 2.3750 1,1250 10 3.1875 0.8125 15 3.7500 0.5625 20 4.3750 0.6250 25 4,7500 0.3750 30 5.0000 0.2500 35 5.3750 0.3750 40 5.6250 0.2500 45 5.6875 0.0625 50 5.7500 0.0625, 55 5.8750 OE1250 60 5.9375 0.0625 I Rate (min/in):f 64 1 Average Percolation Rate (min/in): Test Number: 2 Top of Hole Depth: 3 ft Diameter of Hole: 4,5 in Depth of Hole: 13 in Time (min.) 0 Water Depth (in.) Change (in.) 1.3125 5 10 15 20 25 30 2.0625 0.7500 2.7500 0.6875 3.2500 0.5000 3.7500 0.5000 4.1250 4.5000 _ 0.3750 0.3750 4.6875 4;9375. 45 50 55. 60: 5.1876 0.1875• .; 0.2500. 0.2500 5.3750 5.5625. 5.8125 •0.1875 6.1875 0.2500 Rate (min/in): 22,9 Test Number: Top of Hole Depth: Diameter of Hole: Depth of Hole: Time (min:) Water Depth (in.) Change (in.) Rate (min/in): Construction Requirements for Septic Tank and Absorption Field Section 5.4 Connection to Septic Tanks: Pipe meeting ASTM standards D 3034, properly supported to prevent failure by settling, shall extend from the dwelling to the septic tank and at least 6 feet from the outlet invert of the septic tank. Pipe meeting ASTM standard D 1785, Schedule 40, shall be required to be installed when the building sewer, or any portion of the outlet pipe from the septic tank to the distribution or dispersal area, is located under a driveway or under any other area subject to surface activity. There shall be at least two (2) feet of cover over pipe of ASTM standard D 1785, Schedule 40. Pipe of ASTM standard D 1785, Schedule 40 may also be installed where there is less than two (2) feet of cover provided the pipe is encased within at least a 16 gauge corrugated pipe, or within concrete. Section 5.5 Installation of Septic Tank: A. Tanks are to be installed on a solid base and shall be level. The tank shall be installed with removable covers or access openings extended to within 8 inches of finished grade in order to provide access to the inlet and outlet compartments for cleaning and inspection. Roof drains, foundation drains, area drains, or cistern overflows are not to enter the tank or any part of the individual sewage disposal system. B. The building sewer to septic tank pipe shall be laid with a minimum fall of 1/8 inch per foot. Bends in the building sewer shall be limited to 45 -degree ells or long -sweep quarter -bends. Pipe meeting ASTM standard 3034 or pipe of equal or greater strength is required to be installed from the building to the septic tank. The building sewer installation shall meet all the requirements of the current Uniform Plumbing Code. The building sewer to septic tank pipe shall be at least three (3) inches in diameter but shall be no larger in diameter than the inlet invert as originally cast or formed in the septic tank. The inlet and outlet pipes shall be grouted and sealed to the septic tank with waterproof materials. C. All electrical work, equipment, and material shall comply with requirements of the current National Electrical Code. D. Backfilling around a septic tank shall be accomplished in a manner to prevent settlement and to avoid undue strain on the tank and pipes entering and leaving the tank. E. Abandoned septic tanks and vaults shall be pumped and filled with soil, or they shall be removed and the excavation filled and compacted to the existing grade. F. A cleanout shall be installed, outside of the building and as close to the building as possible, to allow cleaning equipment to be utilized. A cleanout shall be required for each 100 feet of sewer line between the building and the septic tank. G. No compartment of a septic tank may be utilized as a pumping chamber when a pump is required in the system design. Section 5.9 Seepage Beds A. Seepage beds shall be constructed with a length not exceeding 100 feet, a width greater than 3 feet, and a depth not exceeding 3 feet (unless approved by the Health Officer). A 12 inch layer of 1 inch to 2 1/2 inch clean gravel, rock or similar aggregate having individual components of uniform size, shall be distributed evenly over the entire bed, with pipe lines set at a depth to insure at least 6 inches of gravel below and 2 inches of gravel above each line. The bottom of the bed shall be level. A covering of untreated building paper, hay, straw, or similar pervious material, shall be placed on top of the gravel, and after final inspection, backfill shall be placed over the bed to a minimum depth of 12 inches. The terminal ends of lines shall be capped unless looped or air vented. 13. The outer-most disposal lines in the bed shall be placed no less than 18 inches and not more than 36 inches from the outside bedwalls. For each 6 feet of width, or part thereof, there shall be one perforated distribution line extending the length of the bed to within 18 inches of the bedwalls at either end. Such pipelines shall be spaced so as to evenly distribute the effluent over the entire bed area, and shall be level. All pipes and lines shall be fitted with tight joints which have been glued, connected with friction couplings, are Basketed or are otherwise permanently connected or attached, and the perforations shall be situated to insure even distribution of effluent throughout the bed. A distribution box or other distribution device may be included as part of the seepage bed system. The bed area shall be protected to prevent damage from surface activity or infusion of water from other sources.