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Home My WebLink About03733" ,_ ' I .... ~ ~~ fuhin~•nl~A~ o j ... o?!l ~~ ~, a~-"""\ --u--• v \ ;f'j ~ GARFIELD COUNTY BUILDING AND SANITATION DEPAAtMENT ~';;,:?' 109 8th Street Suite 303 /// c1 Glenwood Springs, Colorado 81801 'O Phone (303) 945-8212 ·~ Permit N: 373:3 Assessor's Parcel No. I { INDIVIDUAL SEWAGE DISPOSAL PERMIT This does not constitute a building or use permit. ' PROPERTY I ;; Legal Description of Assessor's Parcel No. _________ J:._j_°f.)--"_-_ _.O,,_~=<f_._..--_-=Oc....::G,:....-_o___,)5£._ ______ _ ' SYSTEM DESIGN ______ Sep~~--~n~apacity (gallon) ------~ Per~~lat(i, ~~te (minutes/inch) i • •, \' ' J1 Required A~ii!),t.ior·llre~ • See Attached \, I , \' Speci~'eltbaGkrflequirements: ' ______ •Other Number of Bedrooms (or other) ____ _ Date ___________ , ___ lnspector ___________________________ _ , FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation • -· j ' • l '2 I l I -;,,, 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 Name-------------------------- Adequate compliance with County and State regulations/requirements _____________________ _ Other ___________________________________________ _ I ;t;. ~--./'. 2 /},,, r: / Date --'-"'-~-.;.,_,_t_ __ ~v'-'v~==---Inspector <&;t' c , ~ · · -14 //' --; d 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. 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 I, Petty Offense ($500.00 flne-6 months in jail or both). • t • j ' ~ . ' I , JNpIVIDUAL SEW AGE DISPOSAL SYSTEM APPLICATION oWNER CARL $ M&llGA.aer AcNeLLo ADDRESS u.01 rigosro.J M :#:-no< P.1..J.tlo nc. ·7~~NE _"1_._7 ........... z..____.3.._9_._~_.._4+-9S'"""""--J'tl:'""--'-2. coNTRAcroR YJLL~rv1A1tlt: c.001srRocr1ohl 1n1c. ADDRESS £LJ~ C..4ntyonl C~ePI( J) 1( Gi,; S PHONE "'f7 D "1 't 7 I CZ I. / PERMIT REQUEST FOR 'K) NEW INSTALLATION ( )_ALTERATION ( )REPAIR Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4). LOCATION OF PROPOSED FACILITY: Near what City of Town.__.6""-W.<.1.:S,.._ ____________ _.,S..,ize"""""of...,,L.,,,o"'--t _ _..3.L.C-, ___ _ Legal Description or Address 1)q Y 2. fllllBIN,4l? t\R <?i.v § "61'.0 I oJ~~"' le. ~a .. c.L... f:-i(<A<. t..t l.o+s WASTES TYPE: (b() DWELLING ( ) TRANSIENT USE oJ I ( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES ( ) OTHER-DESCRIBE ______________ ~ BUILDING OR SERVICE TYPE: ______________________ _ NumberofBedrooms _ _,_.__ _________ ~ Number of Persons ---=2"----- ()('} Garbage Grinder <XJ Automatic Washer (..\) Dishwasher SQURCEANDTYPEOFWATER$UPPLY: CX) WELL ( ) SPRING ( ) STREAMORCREEK If supplied by Community Water, give name of supplier: Wt?'sr R/JNJ( M4<4 DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM:_-1.1.f""'O::::...O""--'-~"------- Was an effort made to connect to the Community System?__.~a..¥A.a.. ___________ _ A site olan is reguired to be submitted that indicates the fOiOWlng MINIMUM distances: Leaeh Field to Well: 100 feet Septic Tank to Well: 50 feet Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet Septic System to Property Lines: (septic tank &leach field)lO feet YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT A SITE PLAN. GROUND CONDITIONS: Depth to first Ground Water Table_...Jtb~.!.::J.l~'L---------------- Percent Ground Slope __ .L~"'--'h"'----------'--------------- 2 .-l, TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: (~ SEPTIC TANK ( ) AERATION PLANT ( ) VAULT ( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE ( ) PITPRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE ( ) CHEMICAL TOILET ( ) OTHER -DESCRIBE FINAL DISPOSAL BY: ( ) ABSORPTION TRENCH, BED OR PIT ( ) EV APOTRANSPIRATION ( .4 UNDERGROUND DISPERSAL ( ) SAND FILTER ( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND ( ) OTHER -DESCRIBE WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the Percolation Test) Minutes ~O per inch in hole No. I Minutes J'O per inch in hole NO. 3 Minutes 3o per inch in hole No. 2 Minutes er inch in hole NO. Name, address and telephone ofRPE who made soil absorption tests: J.l. P b ~CW= 'l't,S: 71''S"g S0'2o G . Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and additional tests 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, infonnation 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 tillsification or misrepresentation may result in the denial of the application or revocation of any permit granted based upon said application and in legal action for perjury as provided by law. Si~...____,.,,.-=~-Date ·z z &!JC:, oz PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! ~ ~\19~..lt;,tt 'D~ • 3 ... Hqnf'OJ'th-Pawlak Geoteclmk:al, Inc. 5020 County Road 154 Glenwood Sprlnp, Colorado 81601 Phone: 910-945-7988 Fax: 970.945-8454 RECEIVED hpgeo@hpgeotedw:om August 14, 2002 Villemaire Construction AUG 1 5 2002 Attn: Don Villemaire GARFIELD COUNTY 645 Canyon Creek Drive BUii.DiNG & PLANNING Glenwood Springs, Colorado 816()f Job No. 102 527 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Lot 35, Westbank Mesa, Garfield County. Colorado Dear Mr. Villemaire: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and percolation test for foundation and septic disposal designs at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated July 31, 2002. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report Evaluation of potential geologic hazard impacts on the site are beyond the scope of this study. Proposed Construction: The proposed residence will be a one story wood frame structure above a walkout basement located on the site as shown on Fig. 1. Ground floors are proposed to be slab-on-grade. Cut depths are expected to range between about 4 to 8 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. The septic disposal system is proposed to be located downhill and northwest of the residence. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: Lot 35 is located on the uphill side of Huebinger Drive. The ground surface in the building area is hilly and moderately steep with 25% slopes down to the north-northeast. The lot is vegetated with scattered juniper and pinon trees, sagebrush, grass and weeds. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the building area and one profile pit in the septic disposal area at the approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about 1 foot of topsoil, consist of Villemaire Construction August 14, 2002 Page2 sandy silty clay with scattered rock fragments. Results of swell-consolidation testing performed on relatively undisturbed samples of the clay, presented on Figs. 3 and 4, indicate low compressi'bility under existing low moisture conditions and light loading and moderate to high compressibility under additional loading after wetting. The sample showed a low collapse potential (settlement under constant load) when wetted. No free water was observed in the pits at the time of excavation and the soils were slightly moist. Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil de.~gned for an allowable soil bearing pressure of 1,200 psf for support of the proposed residence. The soils tend to compress after wetting and there could be some post-constructjon foundation settlement on the order of 1 to 2 inches or more depending on the depth and extent of wetting. Footings should be a minimum width of 20 inches for continuous walls and 2 feet for columns. Loose and disturbed soils encountered at the foundation bearing level within the excavation should be removed to expose the undisturbed natural soils. The exposed subgrade should then be moistened and compacted. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 36 inches below the exterior grade is typically used in this area. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 14 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf for the on-site soil as backfill. Floor Slabs: The natural on-site-soils, exclusive of topsoil, are suitable to support lightly loaded slab-on-grade 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 movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of 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 No. 4 sieve and less than 2% passing the No. 200 sieve. H-P GEOTECH "" . ' Villemaire Construction August 14, 2002 Page3 All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on-site soils devoid of vegetation, topsoil and oversized rock. Underdraln System: Although free water was not encountered during our exploration, it has been our experience in the area that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below-grade construction, such as retaining walls, crawlspace and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free-draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free-draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 1 ~feet deep. An impervious membrane such as 20 mil PVC could be placed beneath the drain gravel in a trough shape and attached to the· foundation wall with mastic to help prevent wetting of the bearing soils. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. Free-draining wall backfill should be capped with about 2 feet of the on-site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved H-P GEOTECH Villemaire Construction August 14, 2002 Page4 areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. A swale may be needed uphill to direct surface runoff around the residence. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 10 feet from the building. Consideration should be given to the use of xeriscape to limit potential wetting due to irrigation. Percolation Testing: Percolation tests were conducted on August 8, 2002 to evaluate the feasibility of an infiltration septic disposal system at the site. One profile pit and three percolation holes were dug at the locations shown on Fig. 1. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits and were soaked with water one day prior to testing. The soils exposed in the percolation holes are similar to those exposed in the Profile Pit shown on Fig. 2 and consist of sand silty clay. Scattered basalt cobbles and boulders were encountered in the lower 3 feet of the pit. The percolation test results are presented in Table II. Based on the subsurface conditions encountered and the percolation test results, the tested area should be suitable for a conventional infiltration septic disposal system .. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Fig. 1, the proposed type of construction and our experience in the area. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to H-PGEOTECH Villemaire Construction August 14, 2002 Pages verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know. Sincerely, HEPWORTH -PAWLAK GEOTECHNICAL, INC. ·'' ~-/. (:/,c:? . '// /, ----.c (: '' '(:f:...__..// Louis E. Eller Reviewed by: Steven L. Pawlak, P LEE/ksw attachments H-PGEOTECH 1-1,,7', / J / {';, LOT 37 6370'/ 1 11 I j ';,,' ---I '' &38~J r <!._,( j / / / )',;,, 6290' LOT ) J '< ( I'' 6280' BOUNDARY 6350' 6340' ~ ',, / / / /'', 6270' 6330' __,../ '' / /' '> 6320' _,.--__; , ..J..... I __/ //6260' ', ) / 1/ 6310'--_/ J ) ( / 6300' / /;I I r:__/1 I I / LOT35 ) ,~_/ I / r-r---.11 / I //// ) ~SEO 11 ~/ ) RESIDENCE I BUILDING 1 11 / ff ENVELOPE 111 f / I <.' I ( AT~ ! '.f 62~o'l-, / • 1 '-l kPIT 2 ~ I 6280'' . 'O ' P1,6. i 6270'', PR:LE ~ ~ '' 'r'e.~~Tf: 21 ~ APPROXIMATE SCALE , .. -60' '~ I ~ I .,,. ..... ......, 6250' 102 527 HEPWORTH-PAWLAK GEOTECHNICAL. INC. LOCATION OF EXPLORATORY PITS AND PERCOLATION TEST HOLES Fig. 1 PIT 1 a.Ev.a 8256' 0 -: wc-6.5 ... 00-85 I 5 -200-90 :S PIT 2 ELEV.= 6265' WC-9.~ 00-89 --U..-39 Pl-22 PROFILE PIT ELEV.• 6250' 0 5 Q. ., Q ~.9 00•101 10 -~ 10 LEGEND: TOPSOIL; sandy silt and clay, organic, slightly maist, brown. CLAY (CL); sandy, snty, scattered rock fragments, stiff, slightly moist, reddish brown to light brown, slightly poriua and calcareous. Basalt cobbles and boulders encountered in bottom 3 feet of Protne Pit. 2" Olometer hand driven liner sample. NOTES: 1. Exploratory pits were excawted on August 7, 2002 with a Cot 4200 backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features on the site pion provided. 3. Elevations of the exploratory pits were obtained by Interpolation between contours on the site plan provided and checked by instrument level. 4. The exploratory pit locations and elevations should be considered accurate only to the degree impllllll by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material twes and transitions may be gradual. 6. No free water was encountered in the pits at the time of excavating. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC • Water Content ( " ) DO • Ory Density ( pcf ) -200 • Percent paHing No. 200 sieve LL = Liquid Limit ( " ) Pl = Plasticity Index ( lll ) 102 527 HEPWORTH-PAWLAK GEOTECHNICAL, INC. LOGS OF EXPLORATORY PITS Fig. 2 -.. ., ... .t: ... Q. ., 0 • . Moisture Content c 6.5 percent Ory Density = 85 pcf Sample of: Sandy SHty Clay From: Pit 1 at 3 Feet Q r--.... ...... ~ 1 b "\ Compression upon 2 wetting " \ 3 c ~ \ GI ~ 4 a. \ E 8 5 6 \ 7 \ ' a 9 0.1 1.0 10 100 APPLIED PRESSURE -ksf 102 527 HEPWORTH-PAWLAK SWELL CONSOLIDATION TEST RESULTS Fig. 3 GEOTECHNICAL, INC. . Moisture Content a 3.9 percent Ory Density -101 pcf Sample of: Sandy Sllty Clay From: Pit 2 at 8 Feet I I I I 0 i 1 --I "" ~-, ,Compression upon M 2 wetting .§ " \ ., ~ 3 Q. ' E \ 0 0 4 \ 5 0.1 1.0 10 100 APPLIED PRESSURE -ksf 102 527 HEPWORTH-PAWLAK SWELL CONSOLIDATION GEOTECHNICAL, INC. TEST RESULTS Fig. 4 ~ HEPWORTH-PAWLAK GEOTECHNICAL, INC. ' TABLE I JOB NO. 102 527 SUMMARY OF LABORATORY TEST RESULTS SAMPLE LOCATION NATURAL NATURAL GRADATION PERCENT ATTERBERG LIMITS UNCONFINED PIT DEPTtl MOISTURE DRY GRAVEL SAND PASSING LIQUID PLASTIC COMPRESSIVE SOIL OR lfeet) CONTENT DENSITY l"I 1%1 NO, 200 LIMIT INDEX STRENGTH BEDROCK TYPE 1%1 (pc,, SIEVE 1%1 (%1 IPSF) 1 3 6.5 85 90 sandy silty clay 2 3 9.4 89 88 39 22 sandy silty clay 8 3.9 101 59 sandy silty clay GAMBA • ASSOCIATES CONSULTING l:NGINEERS 6 LAND SURYIEYORS ............. AtNGIMll:ltlNG C:OM PHONE: 970/945-2550 P'AX: 9701945-1410 I 13 NINTH STRl!:l!T, SUITI: 214 P.O. Box 1458 GLENWOOD SPRINGS, COLORADO 81602·1458 May 12, 2003 Villemaire Construction Attn: Don Villemaire 645 Canyon Creek Dr. Glenwood Springs, Colorado 81601 Re: Westbank, Lot 35 ISDS Inspection Mr. Villemaire: The following letter is provided per our inspection of the installation of the septic system components for the residence on Lot 35 of the Westbank Ranch P.U.D. outside of Glenwood Springs, Colorado. The septic system was sized by our office for a minimum septic tank capacity of 1, 125 gallons, and a minimum of 45 infiltrator units arraigned in a trench layout. The actual septic tank had a capacity of 1,500 gallons, and there were a total of 45 infiltrator units installed in five parallel trenches of nine infiltrator units in length each. The final inspection for the system was on December 19th and 23'd of 2002. Per our inspections and information the system was constructed in accordance with the intended layout and design. If you have any questions, please call. Sincerely, Gamba & Associates, Inc. cc: File: 02339-01 H \02339-01\lmpecrion rq>ort ISDS for GARCO OSl2<13 doc Michael Simpson ISDS letter to Garfield County Page I of I l --.\ . • I I I f J I I ~ ' i ---- I ~ T .j ,. 0 " .. ~--GRAPHIC SCALE IN FEET 1 INCH • 30 FEET CONTOUR INTBWAL • 2 FEET .. I s.::. l() tli <:::i tli ~l() ...... i... ""! ll., ~ . "' IQ -10'inln. ~ "' z :-:s A. CALCUJ.ATION FOR LEACH FIELD SIZE -..... -"' !111 I " PR<.JPOSiD :0£SIGN JS FOR A !i BEDIHJOM PRtVA 1E" R£Slt'JENC£. " 'ACCOROfNC nl~ COONTY BUflDIHG NID SAHtTAlKW DfPMTMrNT. ro CAL.aJLAlE SEWAGE FlOW .. •ASSt.IM(J ,11!0 .~PER BEDROCMI USING AN A\omAGE DALY SEWAGE' FLOW OF 75 GAU.CWS P£R •PERSON1'-Prll1!/J4.Y~· ·: ', . ~-...« .• :"fl ~~::{5.,~) x (Z P£OPt£ PER BEDROOM} • 10 PfiJPt.£ _,,.:~~ .. ~~ .. ~AG£ Fl.Dlf • (10 PEOPl..E)" (75 GPD/PFRSON) -750 CPD fil~ f ~ ~~~ .1 -.. > c; ~ g x ~ ~ "' 0 0 ii:".. ' . '..-:I .. .,} }[~~. I>Ait.Y ·sn:AG£ now_-{i,s) Jr A\IERAGE ONLY FLOW -(1.5) )I" (750 CPD) -'125 GPO MIN. "' ~ -, ~ ~ 110N 1ES1P1G WASll"El!FawED BY HEPllO't1H-PAlllAK OEOTEa.tNICAJ.. INC. 1H£ AIERAGE CF 1H£ ~- ' '.•·,. "' .. 1Y~ .. : ·"; ~~:~,:~;·~ "' ' ,_,. Pf'RCOLATI<»4 lESTIHG WAS 30 qmjln .. 1HEREFOR£ llJE HAVE ASSUMED A P£RCOLA»CW RA1£ OF. JO J1r, • ·~-;,~·I J-, min/fn FOR THIS DE:Sl(;H. • ·, • f MIHfMUW SEPJJC TANK SI~ -1407 gal1on9; US£ A STANDARD rsoo GAU.ON CONCRElE SEPTIC TANK. lH£ ABSORP1'CJN AREA (A) FDR A HORllAL GRA\£1.. TYPf L£AOf FlWJ IS CALcUl.AJED USING 1HE FORMULA:. A. • Q ll @ARE ROOT Of t) THEREFQR£, ... · ·; ~ '• Q ,.. MAXIWIJM DAILY SEWAGE FLOW • 1125 galon• pw doy t • PERCCl..AllON RATE• JO min/In. A "" {1125) 11 ~ • 1232.JB sq. ft 5 According to the Colorodo Stohl Department of Health, fer the design of o leach field ulllng gnrw11-. chamber ua!U In a Trench conflgwotbi, a rM.lctlon of 1.1p to 50X In the a!ze of \be. ~lkin ano Ill a\\owed, for ttlis ~ .,.. • UM only a 44-X redu¢\ioR becOU• oi the soils end .icpe of the site. lHEREFOR'E: (0.56) ii: (1232.311 sq. ft.) -890.13 sq. ft. Garfllllld County Buldlng arid 5miltatt0f'I Dept. reguloUons alow a mo:ic. equlvo19r'lq cno of 15.5 ._t per tnfBtrator UnlL RegulatlonL The nl#Tlber of lnfltrator units ntqlJnd ls • (690.13/ 15.5) -45 units Trenchea 9holl be rows of 9 unit. 1onQ, a total length of run -56.25 feet. Minimum Horizontal Distanon lholl conform to GARFlEUl COUNTY, Individual Sewage Dilpoeal s,.tem All components of the septic system thcR be 'ne\d\od according to th• GARFlELD COUNTY RegulotJon-. Colorado Dcipartment of Health and occor«lng to manufacturer 9Peclficolions. See attached 0 a: M• Manual prvvlded by ~ a ADOdotd. Inc. ; • '\ fi'> :;, m ~~ u ~ lD z 0 ~ ~ iiig ,, • ?f; "' ' '~ ·~ ':j ~'Y >~ « >' ~\' ~,( ':--0' )\_ /• --- STANDARD INFILTRATOR UNITS (45 TOTAL UNITS) 45· PVC BENO (T>P.) 90" BEND INTO INFILTRATOR UNIT CONNECT TO 2'" TEE 4'" 90" Sch. 40 PVC BENO (T)p.} 4'" Sch. 40 PVC MANIFOLD PIPE rn 4'" Sch. 40 PVC SEWER PIPE I '3--FRDM SEPTIC TANK 2% min. SLOPE 4" Sch. 40 PVC TEE CONS1RUCT MANIFOLD ~ 2" Sch. 40 PVC SEWER -PIPE TO LEACH BEO (2X min.) Q DISTRIBUTION PLUMBING DETAIL ('TYPICAL) No 9C"'-" 1.\J t'ti .q ~ ~ 0 .....,~ ~ ti:! ....., ~ ~ qi 0 ~ IQ i::: ~. t:::l ti:! ~IQ ;:;-< ~-, ...... ~ u• ci o: :! fl)'" c· fl)~ qi i(i 1~ z • cl'" ~ " o" i(! =~ m!i i= :Ei .... .... z d~ ... o .... (!JU·~ er:. m= • :r: • er:: (!)" ~ I~~ -i! ... !111 Q "' Q I "' -9 ~~ 1-... ... z C.!> ~~,I ca: .. <!) ~ ~I~ / /' /( /, /~ «: /'. '"):;.'« ~<f ~~' ~ ;/~ '» ~ x. ~ 'A: ~ '» ~ '» ~ >);: ~ >» ~ >)(; ~ /» ~ ~ C\ j'1 /)(; ~ r "(\ C\~ H -,-;:;:. t H ~ ~ >);: ~ U\ it~ ~ • 11: ~~ ~ ll) >» ~ (\ U\ / --xi~ ~ /'.'-' t " /( ~>-)(; Ill (\ ~ ~ tti :::! ~ :s iii,,;.;: ~ ll) ~ ~ % ~ ~ /, ~ ~ :::! ~ ~ /, ~ C\ ,..._ ~ % 1: :--\ ~ ;/, f::: ~ )>: CJ ~ ;/, ~ I ~ ~ .. I i ;/, ~ ~ ~ ~ ;/, ~ ; S: :--~ ;/, 0 ~ I S: .. i % ~ % ~ '~'\: '.%°" ~~ 0 ' :\: :%°" ::<< ~~ ::<< ~~ .. /(\ a ~ ~~ ~ /(\ ~ i:I jli ~~ ~~"\ ~~ ~~E' ~I '.%"-:: ,/<:- ·' -,7/)»"0-. -. . ,--. ~~"' . .. . /'//"//\.. . "·"'/>0/>0 . • -------...._,/~ >.>::> --...._ "/\.'<.> --...._ Cl.EAH-OUT WITii REMOVAllLE CAI' '»;~ ~....,.....---...._ /. /<;{~ ~ ----!.-»~~"~ --...._ ~~~~~~~~~~'</,~~ \ --...._ >J>. /'./.,/ I .--"'r--__...........__ \.' \ ,,')')'.y_ ,~~v"" v;jb,~~V/. ~ ~'//: . , ~~~%~~w~~~> >~~~~~~~» ~~,,, ~-«:~~~~~~' . '\;y)).~~~~">? ' «-~>:-><·-' /-~~. \ I I ----- 2" OISTI!:IBUTION PIPE FITTIHGS AS NECCESAA:Y ~~ I./'-'>~~/' . ' I (/~~ STANDARD INFILTRATOR LEACHING CHAMBER OR APPRO\IED EQUAL l.£ACH TRENCHES SHALL BE 5 TRENCHES OF 9 UNITS EACH, A TOTAL OF 45 UNITS. Q END VIEYV DETAIL ;~~~ '<-~~<) . ~~~'»~ >~~ ~~~~~~~ IT'11'1<:;MJ NO S<OAl.E .. -.---.. -:---·-.---. . .. . • e0• BEND INTO INAL TRATOR UNIT Tn.,.TEE • .. . .. .. . .. • . . CONN~ ,. . . .. .. ' . . . . 'v~-2«'2<~' '-'-,',y/, . ' ---• .. .. . . ---:--. ,......---.-----.-. ~ • • • • • I> • " •• • 1> • STANDARD INFlt.TRATOA • • /. UNITS 5 ROWS OF9 • " 1> • • • (45 TOTAL UNITS) • • I • . . . . .• . . . \ . . .. . I• C" ... . . •• . . 'i-:,0<,A· ->N0~ . .