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Home My WebLink About04480C3' GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit 6 0 108 Eighth Street, Suite 201 Assessor's Parcel No. Glenwood Springs, Coloradof 81601 Phone (970) 945-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT PROPERTY U Owner's Name 101V � V Cr f i a 5l 1 Present Address -Pub 1 + 29 pp\11 System Location ° W� \ i 1 Legal Description of Assessor's Parcel No. \ � l+I5� CO - C14 SYSTEM DESIGN Septic Tank Capacity (gallon) Other This does not constitute a building or use permit. Phone 519 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) Cal! for Inspection (24 hours notice) Before Covering Installation System Installer 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 Narne Adequate compliance with County and State regulations/requirements Other _ Date . _ Inspector 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 perrnit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con- nection 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 SEPTIC PERMIT APPLICATION 108 8th Street, Suite 401, Glenwood Springs, Co 81601 Phone: 970-945-82121 Fax: 970-384-34701 Inspection Line: 970-384-5003 www. gnr f i e l d -county .can i 1 Parcel No: (this informationis available elle assessors cake 970.945-9134) Cri O.1 3S. Towtv5}-ti e 5 St,Oil i 0A4,3 ' E. eic) Li- G1= Sv�U 1t REP ibtAw 6vkft-tri GIS (-•,. 2 , , Job Address: (if an address Inas not been assigned, please provide Cr, �iwy or StreetName & City) or and legal description 3 Lot Size: Lot No:.Block No: Subd.l Exemption: "TCT 5 ANsTLers 0(Lt.1W.D 4 Owner: (property owner) S c t rr i‘ -t oyer Mailing Address ?. 0. 3 19 A€) Ph: L 5`.i - a) o 6 Alt Ph: 9 oL4.., ❑x•7 3 Contract 1C-1 . FAQ...(L Mailing Address 13€o w• Spfb--)Le CT' Ph: 1.-0,15-(43g Alf Ph: 379-s8` 3 G Engineer_., } (--- 1 CI EifrEG+E Mailing AddressPL sb a 0 CR. 151 6,.5 • ` I/ 5 — in 7( Alt Ph: 7 PERMIT REQUEST FOR: _(,p New Installation ( ) Alteration ( ) Repair 8 WASTE TYPE: -(�t }Dwelling ( )Transient Use ( }Commercial or industrial ( )Non- Domestic wastes ( }Other - Describe °) BUILDING OR SERVICE TYPE: 5 F Number of bedrooms il Garbage Grinder ( )Yes ( )No I u SOURCE & TYPE OF WATER SUPPLY: ()()WELL ( )SPRING ( }STREAM OR CREEK ( )CISTERN if supplied by COMMUNITY WATER, give name of supplier i l DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: Was an effort made to connect to the Community System? NIA JD 12 73 YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITH OUT A SITE PLAN GROUND CONDITIONS: Depth to 1 Ground Water Table ` ``rr.n,- Percent Ground Slope TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM (1SDSj 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 (.()NO 16 PERCOLATION TEST RESULT: {to be compieteo by Registered Professional Engineer, if the Engineer does the Percdalion Test) Minutes 8-D per inch in hole No.f Minutes .3010 per inch in hole No.3 No.._ ULEf'litaoVA'NPR-5 Minutes 1ciy U per inch in hole No.2 Minutes per inch in hole Name, address & telephone of RPE who made soil Name, address & telephone of RPE responsible absorption test: 1 - i� Cie OTC t.1A S L., A v C. • ((• 1 S iit for design of the system: Ptd t5 - '1 tf 5 - 71%g 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 permlt 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. 1 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 S&li L° DATE 7/14 Permit Fee: Septic Permit #: STAFF USE ONLY Perk Fee: Building & Planning Dept: Total fees: Building Permit #: Issue Date: 4 og APPROVAL DATE Page 1 of 1 Matt Provost From: Andy Schwaller Sent: Monday, January 19, 2009 529 PM To: Dave Mead; Jim Wilson; Matt Provost Subject: C.D. Gentlemen, I got a call from Terry Nichols (970.251.7755) an engineer that designed a septic for a house in Silt. The contractor is Tommy Jung. He did not know the owner. He signed off on the septic but made changes to the design. We told him to submit the changes prior to C.O. Unfortunately, he is working at a mining project in the middle of no where and will not be back into the world as we know it until the end of February. He promises to get as builds to us when he gets back from the moon. Assuming we can find the project he is talking about, let's issue the C.O. with a copy of this e-mail in it. Thanks, andy 1/20/2009 FIEPwo0H-P4W(0( ogoTt-ii111. (A L March 17, 2008 Scott and Roniona Moyer P:6. Box 1929 Rifle, Colorado 81650 1-1.00rth•Piavio.k 00.)tetbolc41, Inc 5O2OCniyRoid 154 -0!0*..660 $prinv, Colorado 1601 151-,106.0 97O45.7988 FN: 070'9454454 61-611; 1'1:L*00 Ntt1Egeh com Yoh No.108 057A Subject t Sulisoil Study for PoundatiOn Design and PereOlationTest, Proposed Residence, TOO 5, Antlers Orchard-, datfield CO -toy, Colorado. •Pear Mr. and Mrs; 1lloy0: As reciuted, HepwOrth4awlalc pote0inical, Inc. pertoinefl a subsoil study and Percolation test for foundation and Se* disposal designs at the subject site. The study was conduced in accordance with aur agreement for geOtechnidel eugineeting services to 'you dated February 21,2008, The data Obtained 4nd Ottr 'etainfnendatlenS based on the proposed oafish -000n and suhst*frace -0Ofidit1Ons encountered are presented in this Keprt. Proposed Construction: The propaSed reksideitee Will be a two story Woad frame structure ver a wancolli basement level located on the site as shown oh Figure 1, The attached garage and basefhent floors Will be Slab-an7grade. (NA 'depths are expected to tango between about 3 to 10 f.eet, folifidatian loadings for this type of donstrifetion are aSSn.med. to beiplati*ely_ light 0071)060 ottlwoolsopittypsa-coitst:nlotion, -The-septio disposal system is proposed to be -located downhill to ilia south Of the proposed realdence. building conditions Or foundation loadings are sign*aritly dffferent ff•om those described oho* we Should be notified t 0a1141t6 tiiT.e,40-igtidndationS iirOehted this report. Site Condition's; The site was Vacant it thethtte Of our field exPloration. There is a rough cut road into the bhilding area. There is a small drainage to the west °fate proposed building area. Theground surfaee in the building area slopes moderately steep to steep down to the south at grades of about 30%. There, is about 22 feet ofelevatfon difference across the proposed building arca, There is an -*sting irrigation ditch on the southern portion atilt propetty. Ah existing well 'is located in the southeast coriter•ofthe Parker 303 -*14119 • ColorSprings 710;633,6.5.62 • Sitve0oilie 9707468,1989 -2 property. Vegetation consists ofpinon trees, sagebrush and scattered brush, grass and weeds. There are outcrops of bedrockand boulders exposed on the site: Subsurface conditions The subsurface conditions at the site vere evaluated by excavating two exploratory pits in the building area and ane prohle pit in the.septie disposal area at theapproximate locations shown on Figure 1: The to of the pits are presented on Figure 2. The subsurface conditions encountered, below about h foot of topsoil- and 'A to 2 feet of medium dense Clayey to silty sand with fraginents Of consist of weathered and ri ed um hard to very hard :siltstonetsatidstone bedrock; Results ofswell-consolidation testing perforated On relat vely undisturbed samples of the weathered siltstene; presented on Figure 3, Indicate low to moderate compressibility under conditions of loading and wetting. the samples showed a minor expanisiar potential when wetted under a constant light s surcharge. The laboratorytest results are summarized in Table 1. No free water was observed in the pits at the time of e. ccavation and the sous and bedrock Materials were slightly rnoist to moist; Foundation Reconunendatiansr Considering the subsurface conditions encoui tered in the exploratory pits and the nature °tine proposed construction, we recommend spread. footings placed on the undisturbed bedrock Materials designed for its allowablc`bearing pressure of 2,5(70 psf for support Of the •proposed residence Since the depth of the exploratory pits was limited and the bedro4k iiaterktiS appear to have an expansion potential, We:reeotranend that the subgrade be furthcr;eiraluated for hearing ec t ditions at the time of construction. Excavation into the hard and possibly eenaented frock may be &Molt r uiring special excavation technig.nes, such as chipping, splitting or blasting. Footings shouldbe a niinitur t width of 16 inches for continuous walls and 2 feet far columns. Topsoil, sands and loose disturbed rock encountered at the foWtdation bear tg level within the excavation should be removed and the footing bearing level extended down to the undisturbed bedrock materials.: Ectertor footings should be: provided with adequate cover above their bearing` elevations far frost protection. Flacernent of footings at. least 36 iiiclies below the exterior grade is typically used ire this -area; .Continuous foundation walbs should be reinforced top and bottom to span local anomalies such .11 by assuming an unsupported length of at least 12 feet. liounclation walls `acting as retaining structures should be designed to resist a lateral earth pressure based on an egwvalent fluid unit weight of at least 50 pef for the on-site soil, excluding topsoil and oversized rock, as liackftl. Joky Io;2O8 051A Floor Slabs: The natural on-site soils and bedrock, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. The settlement/heave potential of the subgrade should be fOrtl er evaluated at the time of construction. To reduce the effects of some differential movement floor slabs should be separated from All bearing walls and columns with expansion joints which allow unrestrained vertical moveiiient. Floor slab. Control. joints Should be used to Ieduce damage due to shrinkage cracking: The requirerrients for joint spacing- and stab reinforcement should be established by the designer based on experience and the intended slab use: A mint Hiro 4 inch layer M free draining gravel should be placed beneath basement level slabs to facilitate drainage: This material should.consist of Minus 2 inch aggregate with less than ;50% passing the NQ. 4 sieve and less than 2% passing the `NO, :200 sieve: All fill materials for support of floor slabs should be carpacted to at least .95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist ofthe on-site soils devoid of vegetation, topsoil aridpver`sized-rouk. pnderdrainf System:- Although free water was not encountered durirg-:ourexploration, it has been ourexperience ill the area and where bedrock is shallow that total perched groundwater can develop during times of hearty precipitation or seasonal runoff. Frozen ground during spring runoffcan create a perched con[lition. We recommend:belo'W-grade canstri:iction, such. * retaining walls and basement .areas, be proteeted from .wetting .and hydrostatic pressure buildOp by an u lderdrain system. The drains should consist or drainpipe placed- in the bottom of the wall backfill surrounded above the iavert-tevel tri free -d -raining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish rade: surd sl` ... ` , g � p"ped at a IT]111llIluxn 1 rn tri a suitable gravity outlet; Free -draining granular mnaterial used in the underdrain system should contain less than 2% passing the No: 20 sieve, Tess than 54%q passing the No. 4 sieve and have a maxurnim the of2 inches. The drain gravel backfill should be at least I% feet deep. Surface Drainage: The following drainage precautions should be observed during constroetion and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations slid uriderslab areas should .lie avoided during construction; 2) Exterior tisckflll should be adjusted to near optimum moisture and compacted to at feast 95% of the maximurn standard Proetor density in Job No.I 08 QS7A 1-4_ pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas! Free -draining wail backfill should be capped With about 2 feet ofthe on-site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building Should be sipped to drain away &-oi# the foundation i n all directions. We r:ecomthend a piiriimum slope of 12 inches in the first 10 fret in unpaved areas and a minimum slope -o f 3 inches inthe first =19 feet in pavement and walkway areas. 4) Roofdt wtlpouts and drains should discharge Well beyond the limits of all backfill. 5) Irrigation sprinkler heads and landscaping which requires regular heavy irrigation, such as sod, should be located at least 5 feet from foundation wails. Percolation Testing: Percolation tests were conducted onj March 6, 2908 to evaluate the feasibility of an infiltrution septic disposal system at -the site_ One profile pit and three percolation holes Were dug at the Iacations shown on Figure 1. The test holes (no ii ina/ 12 inch diameter by 12 inch -deep) were hand dug at the l ottoin ofshallow backhoe pits and were soaked With water One day to testing. The sails exposed- in the percolation holes are similar to those .exposed in the profile Pit shpw n on Figure 2 and consist of about % foot oftopsoil and PA feet ofclaycy to siltysand overlying sittstone/sandsto ie bedrock to the: pit depth of 5 feet, The percolation test results are'piesented m Table 2. The-pereotaion es cls i (li to an %ai tr itiion-tate%etween 320 and 640 minutes per - - inch with an average 61489 minutes per inch Based "e n the subsurface conditions encountered, primarily the shallow bedrook, and the slow percolation test rates, we recommend that a professional engineer design the septic disposal systemic. Limitat ons This study has been conducted is accordance with generally accepted geotecclinicat er gineering principles and practices in this area at this time. We make no Warranty either expressed or nnplied. The .conclusions -and recommendations submitted in this report are based Upon the data obtained frani.the exploratorypits excavated at the locations indicated: on Figure 1, the proposed type of cv struction and our experience .un the area. Our aerate Flo not include determining the presence, prevention or possibility of mold or other biological.co itamhiants (MOBC) dev'.elopuiig in the future. If the client is concerned shout MOBC, then a Profeasional in this special field of practice should be toansulted: Our findings include interpolation and extrapolation ofthe`siibsurface ]ob No. TOS O$7A Gated i • 5 conditions identified at the exploratory pits and vatiationa in ttie subsurface condition -a may. not become evidentuntil excavation is performed, if conditions ,encon tered during construction appear di-ffererit fiorim those described in this report,: we should be notified at ones sv re1evaluation o f tla,e con mcfidatiot s nmay be made. This report hes been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interptetatiol s by others of our mfonnation, As the project evolves, we should provide continued consultation and field services during constructibrn to review and monitortheimplementation of Ottrecominendatiorit, and to verify that the recomniendations have been appropriately interpreted. $igrufea It design changes may: require additional analysis or Modifications to the teeommendations presented herein, We recorturier d onsite observation of excavations and foundation beating strata and testing of structtiial fill by a representative ofthe geoticai engineer, If you have 6.4y questions or ifwe iney be of inrihcr assistatice, please let us kxiow. Respect ay 5ulsinitted, HEPWORTH ?AWLAK GBOTEC INICAL, ING: Jordy Z. Adanson, Reviewed by: Staved L, Pawlak; Pi .. JZAJvad attachments Figure 1 - Location of Exploratory Pits and Percolation Test Holes Figure 2 -- Logs of Exploratory Pits Figure 3 T Swell -Consolidation Test Results Table l =- Sutnmary o f La ory Test Resorts Table 2 --.Percolation Test Results Job N0,108 057A f EPWORTH=PAWLAK:OEOTECHN:ICAL,, INC: - TAB LE•.1 S4€lN MARY:•OF LA.BORATORYTEST RESULTS: Job N0-1.03 OSTA - SAMPLE 1 °CATION :PIT: DEPTH �iATURAL•: IS�tiiS7C1R`'. ENT • (`41 WATURAt.: -DRY` DEN91TY :Ow' GRADATION GRAVEL: - ` SAND • •PERCENT :PASSING •NO:26O•'. • :SIEVE • :ATTERSERG LIMITS LIQUID . PLASTIC •. - LIMIT :INDEX • 09. '(%) UNCONFINED COMPRESSIVE: :STRENGTH. ,.(PSE). SOIL OR BEDROCK TYPE. 1, 8;3 132. Weathered siltstone bedrock 2 3 8.4. 131. • 60 Weathered siltstone bedrock L • APEROXIMATE SCALE 100' 1 ' ) r... 1 58.50 \ \. i_ _ "\_ • ---.,,�, r �--.ROPe -E- 1 \ 5840, j.� �i PIT ��,\ f i i ' N , #014 ! � � i r ....:� N. 5$0 ' 6810 1 NT P 31 LA �.:., � �- ... . 5790 �• P2 MPH- 1 arm 57$0 [ IFiRiGATIO DifGFi s. EXISIING EXISTING DIRT [RNs 108 057A H ort Aavr}�c goatec}ihfc®E LOCATION OF EXPLORATORY PITS AND PERCOLATION TEST HOLES Figure 10 LEOENE): Jsi PIT 1 tLEV 5806' WC -8.3 PIT 2 LLEV.:= 5814' •.. • " . • . • W40.4 tpf 131 -2'Ob4O TOPSOIL; sandy silty clay, organics, roots, Moist, brown, PFiOFILE PIT ELEy.= 5805' 7^- SAND (3C -SM); thyeyto stay, with frag*entp of siltstopeisppdstOno bedrock, medium dense, slightly motet to moist, Crown, SII.ATONMANDSTONE 8.E01300}(; weather0c1 and medium hard tb very hard with depth, slightly moist, grayiti broWp. 2' Diameter hOnd driven !!rieT Disturbed bulk sample. Practical diggingrefusal. • . . _ . _ _ _ _ _ _ _ _ _ . . _ . _ _ . . _ . . )4)10riltpry ots:%,er# 43X0-000. on March 5,2008 With a john Noe 229 ttaolchitia. 2 '1,ocatioris of exploratory pits were measured approxih*tatyV jakirig frOrn featurs shown on the Ola plan OrOded, Elevations of aX0fOratOy pits were ibbtOkt by iiit.4.0010001 0000.00.0* 0basiiet On. the ite plan 0004 Logs are •drei*.itO depth 4. The exploratory pit 1.0W104 and 0100100 011041d be 000.01001 0.**0 00 to 0:10 degree 0.011.0ci by th0-(00000 The lines betWeeh materials shown on th0:4*Oldret0[Y pit kgs fOrqeefit Vle-4004rhate 0006.c1000s.00a0 04041 types 0.10 p€0.0104!ilki be ti4d00t,. No free welt* was spOOvntOrOd. In the pits at '00 time Of OxOa*aijpg. Fitrot6afiCrt In Water 100 may occur With tirp0. 7,1..gtirritory WO Water Ootorjt (%J 00 Pry b00*:„(p0 Percent passkig No ?pp :sieve 108 057A LOGS QF EXPLORATORY Prrs Figure 2 GNNrI 0 E 0 2 Malsture Content 8.3 percent Dry Density = 132 pe f Sample pt: Weathered,Sittstorie Bedrock From: Pit 1 a 1}z Feet antiP1l upon wetting :1 Q1. i� 1.4 APPLIED PRESSURE : ksf 100 Moisture ontent T s.4 Percent Day Density = 131 pct Sample of 1AreatHefed Sfltstone BrecirPok From: Pit2 of S Feet 2 Expan8 of7 upon Wetting ..: . 0.1 1.0 10 APPLIED PRESSURE.- Ekkf 100 108 057A SWELL-CONSQLIDATIQ V TEST RESULTS Figure a HEPWORT1-1-PAVVLAK GEOTECHNICAL, INC. TAKE '2 PERCOLATION TEST RESULTS JOB NO. 100 057A HOLE NO. HOLE DEPTF1 (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DROP IN DEPTH AT WATER ENO OF Ilya, 1NTERvk (11i1CHE (INOES) AVERAGE . PERCOLATION RATe (MIN./INCH) . . P-1 • 25 • ' 15 120 7. ¼ 6 34 Y4 6 V4 - -.--•-.• ••••-• . . • : : • .• e 6 Yz . . . • .,. •: . • • • .• 6¼ Y4 6 y4 . . .•.. •..• 1/4 P-2 20 15 120 •41/4 - 41/4 TA 41/4 • . • • 114 4'/ 4 Ya 3 7e 3 7/13 Y4 314.. lea 640 P-3 15 • 120 5 1/4 51/. Vo 5 lie . - . . •. •.•..•. • . .• • . . ••.••. . . .. , . - . • . • .••:•.•. .-•.-• - • . . . . 0 ... 4'3/4 Y4 Note: Percolation test holes were hand dug in the bottotn of backhoe pits and soaked on . . March 5, 2008. Percolation tests were conducted on Mardi 6, 2008. The average perColation rates Were based on the last two readings Of each test.