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HomeMy WebLinkAbout5410 Bellyache Ridge Rd - 194134401007INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, CO 81631 Telephone: (970) 328-8755 COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 2121-01 BP NO. 13725 OWNER: KEN WARNER PHONE: 303-499-0934 303-717-4097 MAILING ADDRESS: 203 VAQUERO DRIVE, BOULDER, CO 80303 APPLICANT: SAME PHONE: SYSTEM LOCATION: 5410 BELLYACHE RIDGE RD., WOLCOTT, CO TAX PARCEL NO. 1941-344-01-007 LICENSED INSTALLER: BIGHORN EXCAVATION, RON GROUT LICENSE NO. 6-01 PHONE: 970-328-6209 DESIGN ENGINEER: LKP ENGINEERING, LUIZA PETROVSKA PHONE NO. 970-926-9088 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A 6 BEDROOM RESIDENCE 2000 GALLON SEPTIC TANK, AND A 1000 GALLON AUTO SIPHON DOSING TANK THAT DELIVERS 338 GALLONS PER DOSE 1125 SQUARE FEET OF ABSORPTION AREA CREDIT, VIA A MOUNDED DESIGN, AS PER ENGINEER'S DESIGN. SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN DATED 8/23/01. BE SURE TO MAINTAIN ALL APPLICABLE SET BACK REQUIRE- MENTS, AND DO NOT INSTALL IN WET WEATHER. CALL EAGLE COUNTY ENVIRONMENTAL HEALTH AND THE DESIGN ENGINEER FOR THE FINAL INSPECTION PRIOR TO BACK FILLING ANY PART OF THE INSTALLATION OR WITH ANY QUESTIONS THE BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC SYSTEM HAS BEEN INSPECTED AND APPROVED. ENVIRONMENTAL HEALTH APPROVAL: & 14 a �� DATE: � / q /Q CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED. 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 STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT, AND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION OR DISPERSAL AREA: 1 1 2 5 SQUARE FEET (VIA MOUND DESIGN ) INSTALLED CONCRETE SEPTIaNK: 2 0 0 O GALLONS IS LOCATED 90 DEGREES AND 51 FEET INCHES FROM from the cleanout on the east side of the house, COMMENTS: The final inspections were done by Laura Fawcett of Eagle County Env. Health and the design engineer on November 6, 2001. The engineer's final cer- tification was received on December 21, 2001. This system is big enough for a 6 bedroom residence. ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORT{ IS COMPLETED.{ ENVIRONMENTAL HEALTH APPROVAL iU40- -luNau— DATE: December 31, 2001 ,mplete'Applications Will NOT Be Accepted ,,,..Lie Flan MUST be attached) ISDS Permit # oZ Building Permit # 1. APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE.— EAGLE COUNTY P. O. BOX 179 :o?�� � EAGLE, CO 81631 .,'.� r 328-8755/927-3823 (Basalt) * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 * MAKE ALL REMITTANCE PAYABLE'.TO: "EAGLE COUNTY TREASURER" PROPERTY OWNER: _ _ 1S..f'J(, ZtIr/cie r MAILING ADDRESS: APPLICANT/CONTACT LICENSED SYSTEMS CONTRACTOR: A 0 PHONE: PHONE: PHONE: COMPANY/DBA: ADDRESS: - *************************************************************************** PERMIT APPLICATION IS FOR: (VNEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: f-fr( / � a "� /-�Z/u Iwo Tax Parcel Number: 19 ci q ( - M- -6 1- C)0 7 Lot ize: C9 LAVA Physical Address: BUILDING.,,T°1CPE:. (Check applicable category) (v"' Residential/Single Family ( ) Residential/Multi-Family* ( ) Commercial/Industrial* TYPE OF WATER SUPPLY: (Check applicable category) (dwell ( ) Spring ( ) Surface Public Name of Supplier: *These systems require design SIGNATURE: AMOUNT PAID: 11� Number of Bedrooms La_ Number of Bedrooms Tvve by a Registered Professionall-Engineeer 0 Date: aflO//o/ RECEIPT if: 74 DATE: 'S O CHECK #: CASHIER: DEPARTMENT OF ENVIRONMENTAL HEALTH (970) 328-8755 FAX (970) 328-8788 TDD: (970) 328-8797 TOLL FREE: 800-225-8136 www.eagle-county.com EAGLE COUNTY, COLORADO December 31, 2001 Ken Warner 203 Vaquero Drive Boulder, CO 80303 Raymond P. Merry, REHS Director RE: Final of ISDS Permit #2121-01 Tax Parcel #1941-344-01-007. Property location: 5410 Bellyache Ridge Rd., Wolcott, CO. Dear Mr. Warner: This letter is to inform you that the above referenced ISDS Permit has been inspected and finalized. Enclosed is a copy to retain for your records. This permit does not indicate compliance with any other Eagle County requirements. Also enclosed is a brochure regarding the care of your septic system. Be aware that later changes to your building may require appropriate alterations of your septic system. If you have any questions regarding this permit, please contact the Eagle County Environmental Health Division at (970) 328-8755. Sincerely, / r Janet Kohl Eagle County Environmental Health Department ENCL: Informational Brochure Final ISDS Permit cc: files OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179 Community Development Department (970) 328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com EAGLE COUNTY, COLORADO Date: September 7, 2001 TO: Bighorn Excavation FROM: Environmental Health Division Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 RE: Issuance of Individual Sewage Disposal System Permit No.2121-01. Tax Parcel # 1941-344-01-007. Property Location: 5410 Bellyache Ridge Rd., Wolcott, CO., Warner residence. Enclosed is your ISDS Permit No. 2121-01 and a field copy of the engineer design stipulated on the permit. It is valid for 120 days, or for the duration of your current building permit for this property. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications invalidates the permit unless otherwise approved. Please note any special requirements that may have been added to the design by this department. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County Environmental Health must also view the installation prior to back filling. Please call well in advance for your final inspection. Your TCO will not be issued until our office receives this certification from the engineer, and views the installation. Permit specifications are minimum requirements only, and should be brought to the property owner's attention. This permit does not indicate conformance with other Eagle County requirements. Please notify this office if you have not been contracted to perform this installation. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files LKP Engineering, Luiza Petrovska 1 1— 11V. V I vv4v44 L V r. uc ilepworth-Pawlul UcotedMic'-A, h1c. 5OZO C;nunly Road 15,1 (:icnwood Spi-Ings, Colorado 81601 Phones J rr U-945-?9A8 FilA,, 970.945-8454 171pgco f1 h11901OW01-COM Eily 11, 2000 Warner Groin) I_.L( Attll, Kell W'W' let 263 Vaquero Boulder, C.;olorr,Ido 80302 Job No. f00 444 Subjea:t: ',11>. . it Study for FOUndatioa Design and Percolation Test, Proposed Re.Siderce, lot 63, Bellyache, Eagle county, Colorado T)c:,,lr �,lr.-Wnrner: As reques4e:d, 1lel,Wutt-1,-Pzxw1ak (300technlcal, Inc. performed a subsoil study and percolaricll tort for foumlation and septic disposal designs at the subject site. The study was colldlrct,;d hi accordance �vitli oar agreement for geoteChnical engineering services to you dated May 22, 2000. The data obtained and our recoamiendations based on the proposed construction and subsurface conditions encountered are presented ill this report. Evalualioil of potential gcolobic liaz,ard irxapacts on the site are beyond thct ;cape of Elais study. Proposed Construction' y111C proposed residence will be a single story wood frame structure above a walkoUt lower level. Ground floors could be structuxal above crawlspaue alad slab -on -grade. Cut depths are expected to range between about 3 to 6 fcct. Foundation loadings for this typo of congtruc;tion are assumed io he relatively 1igllt Wiu typical of tllc proposed type of construction, The septic disposal system is proposr.rl to he located downhill to the east of the residence. If building; conditions or foundation loadings are significantly different from those duscribcd above, we should be notified to re-evaluall: Lhe rccoirintcndations proseated in this report, Sit(" C 011(litiolls: The lot was Vacant and appeared in its natural coTiditlon at the thinae of our fiwld work. 'rlic terrain across the lot is gently rolUng with a moderate slope clown Lo lh;: cast !It the building area. 'llie building area is VUetated with grass, w•ocds and scattered sagebrush tiviih :aspuli. ill tllc tiortllcast port of the lot neov Bellyache Ridge 11R 1 1 V GVV 1 11�1 VI 1 14 1 11 I L:LLCl W IIYVVWwj VLL<IiWVtiV 1-1:[1 IYV. Q I VQ.-TV441 V F. V J 1dGi-n ��'arl�i+;r huy 11. 2000 pilfge 2 I:oc.d. 5cttttcrcci cohblvs and small boulders were exposed on the grauncl surface of lire lot. SII) �i),'il'f,IC-C The subjurfar,e nonditions at the site weri: evaluated by exc,iviltli g me, exploratory pit ill the building area and two pits in the general septic disposal :tr•:la apptoMiriatcly a.s shown or, Fig. 1. The logs ol'the pits are presented on Fig. 2. Tht sulbsods' cricountered, below about 1,/z to 2 feet of topsail, consist of mixed sandy clay and ri)clt fragine is to cobble and small boulder size. Res -Lilts of Mell- CoItSC)lltlation testing perf�a)r-t11W on a relatively uzidistu.rbcd saxnple c�f`the clay, presctatc.d. oil Fig. 3, ➢;idicatc low L:fYrnpi"cssibility under existing moisture conditions and lip,lit loading and a moderate rxparlsion potential when wetted. Atterberg limits testing injdic�jccs tile, clay is highly plastic. No free water was observed in the pits at tine time of excavation except for relatively rninor secpage at the topsoil/clay contact of )fits 2 and 3. The subsoils wcre moist. V oak idatio n The clay soils possess expansimi potential wid there is a risk of long-term Heave and building distress if the clay soils become wetted. C°onsit.iwrir7g tho subsoil cunididons encountered in the exploratory pits and the nature of the proposed Woristructiort, spread ftaatitig5 placed on the undisturbed natural soil Md 4ic signted for are allowable, maxiniutn bearing pressure of 3,000 psf and 7ninianuni ci�ari toad pr!:ssuio of 1,000 ps�f call be used for support of the proposed residerxcc. Heave of the foundatioa s cot d be on the ostler of l to 2 inches. The heave potential can be reduc;cd by placing at least 3 feet or Class 5 road base eonanacted to at least 98 % of stanlcnrd Pri:)ctor density below the footing bearing level. Footings should be a 1-Iiinimura width of 1.6 inches for continuous walls and 2 fcct foz coluiL)ns. The topsoil and loose disturbed soils erncaLuitefed at, tic fauilclation bearing level lvvirllin the c xc !'v'cltic�z'a , houid be realoved to to the undisturbed natural soils_ EXtedOr i`r�r�l.iaii should 4 c provitl€;cl with axle uate cover above their bearing elevations for frost lsrotec:tic)n. 1'lac,emlent or footings at least 48 inches below the exterior grade is typicatly usc;d ix'i this area. Coatintnoill foundation', walls should be heavily reixnroreed top acid l)oaom to sl)an l.oca,l anomatics such as by assuming an unsupported length of at least 14 1LnJ 10 CVV1-I'1S1 V1.IV III IL:LLrt WILIWVW.7 1JLLI1WVVL ILill IYV. VIVJ4:144I C1 F. V4 Ken Wamer hi l y 11, 2000 Page 3 fcct. lZoartdatioa ills' c:t" g as retaining strecctures should be, designed to resist a lateral cartli pressure based on an equivaleat fluid unit weight of at least 65 per for the ott-site soii as back.11ll, A. coefficient of D fiction of 0.35 and passive cartli pressure: of 300 puf, cquivalcnt fluid weight can be used to resist lateral foundation loading. 1.+l()or Slal)s: The natural clay soils are potentially expansive when wetted which could result in heave of .floor slabs. Crawlspace construction is reconu-nended for the lower floor of the residerxce. Stab-m-grade can be used in the garage with a risk of hcave and distress. TO reduce the effCCL5 of sonle diffCrential movement, the floor slab shoilld be scparatcd from all bcariilg walls')nd columns with expansion joints which allow Urtrostnained vertical movMent. Floor slab control joints should be used to rcduco damage clue to shrinkage cracking, The requirements for joint spacing and slab reinforceraent should be established by the designer based on experience and the iate;itdcd slab use, Slip joints should be provided at tliL; bottom of non -load bearing p-,)rtitiorl walls that arc slab bearing. A, ilunbliurn 4 inelx Iayer Of wind and gravel should be placed benea h int�r:or stabs. This material should consist or minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 12% passing the No, 200 sieve~. if the slab is below grade, the underslab gravel should be free -draining with less tlinn 2.% passing the No. 200 sieve;. All fill tnate:rhils for support of floor slabs should bc, crympacted to at least 95 % of r)iaxirrium SLUnd,,IIA Proctor density at a moisture content near optimum. Required fill should coTisist of glass G road base. 1Jtrderdrain S' steal: Water sLiepage was encoi!ntered perched on tho clay soils Which is typical of this area f,otlowing tirrccs or heavy precipitation and seasonal rrmnff_ Frozen 'gluwid (luring spring runoff can also create a perched condition. We recommend 1)elow-grade construction; such as retaining walls, crawlspace and baserrt.ent areas, be protE:cted from wetting and hydrostatic pressure buildup by aTi underdrain system. H-P GFOTECH ..... I- .- I . - v. - I v . I ... . 11111-1- � -%Y-w 1 1111 11W. J I UQ41)1l4IQ r. UU Ken Warlier July 11, 2000 P ago 4 drain';-, sllould consist of drainpipe placed in the bottom of the wall backfill surrOL111del abOVe tile i11vert level wifti free -draining granular mzatt.rijil. Tht drain silould be placed at cacti level of excavation and at least 1 foot below lowest w1jacent fi.al li Z,La► o and slol.,ed at a 111irtimuni 1 % to i4 suitable gravity outlet. Free-dxainittg granub3r niatvr. bell used in the underdrain system should contain less than 2 % passing the No, 200 sieve, less than 50 % passing the No. 4 sieve and leave a znaxirnum size of 2 inches, The drain gravel backfill should bo at least 11/z feet deep. Si.trCa1� E' .E� tlll7l�,,4': The fulluw1119 d-rainage preoautiorts should be observed [luring const.rucuon and %naimained at all, times after the residence has heett completed, 1) 111LITldation of thO foundation excavations and underslab areas should be avoided during construction, Drying could increase the expansion potential of the clay soils. 2) lixterlor backfill should be adjusLud to altar optimum moisture and (;uinjjactcd to at least 95% of the waximuni standard Proctor density in 1)a- VC legit and slab areas and to at least 90% of the ntaximunn standard Proctor density in laTtdscapc areas. Free -draining wall backfill should be capped with about 2 feet of the on -site, finer graded soils to reduce surfacc water infiltration. 3) Tlic, grouncl_surfacc surrounding the cxtorior of the building should he sloped to drain away front the foundation in all directions. We ri-,commend a minimuitn slope of 12 inches in the first 10 feet in unpaved areas and a mialinium slope of 3 inches in the first 10 feet in pavement and .walkway areas. 4.) Roof clownspouts and drains silould discharge well beyond the liitiits of all backfill. 5) l.,a.ndsc:aping tvhirf, requires regular heavy irrigation should be located at least 5 -feet from the building. 11creclatie�ra'1'c:stIlIg- Percolation tests were conducted on 1V1ay 26, 2000 to evaluate the feasibility of an infiltration septic dispusal systenj at the site. A profile pit (Pit 2) and l-i-P GEOTECH 1Lr1] 10 C.VV] Ff',I VI -IV 111 1L:ILLri 11'11YLV",N l.(LL.lY1N'JVL/ 1. 111% IYV. V VVYJ`iYl•l 1. VV Kell w ariler 1'agc 5 171ICO lid`. COI.ltioll llc,les \vcre dug at the locations shown oil Fig. 1. The test holes (ne' veinal 12 Illch diameter by 12 inch deep) weft" 11alld allg at the bottom Of Shallow The soils exposed in 1,4lekltoc pits tand•weres+o�wkc��t 'ti�iitlr water ottc' day prior to testing. � l •� tile, percolado ll ilul .5 c2iG Sinlilar to thoso exposed in PiR.s 2 and 3 shown o-a Y'ig. 2 and eai,;ir,t rlaciirdly oC sandy claj, avid rock fragments. The percolatiorl test results are pro.. is Table it. Based on the subsurface conditions ellcountered and the lierca)ltltiotl test results, the tested area is not suit�tblc for a conventional infiltration Septic disposal syge1y1. A civil engineer should be contacted to design the Anfiltratioa septic di,sposbll syste n. lld.clltional pcxcolcation testing could be performcl . Limitations, ' w` ; study lists Dien conducted in accordance with generally accepted gcotecdllticai en;ineet ilag princ,*ples and practices in this area at this time:. We inake no rrhe conclusiors and rcconjillepdations subrnit.ted warranty eitltcr exl�rt seed or in'pliec . in this report are based upon the data obtained from the exlalua atc;ry pits excavated at the le)caLlons b1d1ii;ated on 17ig. 1, the propoac.d type of constructioal and our experiellce ill like 7rs a: Qur findings include intrrpolatioll and cxtrapolatioll of the subsurface condirions identified at the exploratory pits and variations in the subsurface conditions ln:,cy not I7ccotcle evident until excavation is performed. If conditions encountered tlltrirlg conytruct.ion appear different from, those described in this report, we slcuulc113c notifid;d at disce so re-cvtaluation of isle recolYmellclations may be made. 'f hi;3 repox-t bm, beea prepared for the exclusive use by our client for design purposIes. We are; not responsible for teclmical interpretations by others of our information, As the project evolves, we should provide continued consultation and field services during cotlstruction to rc;]riczv and monitor the implementation of our recommendations, and to verify that the recoj-j.s nendaLions have bucxd appropriately interproted. Sig.r•lificant design ch1171')CS rI1,!y jcquirc aaciitional attalysis or rnndificadons Lo the recommendations ptesentccl linroin_ We recoaunend oa-site observation of excavations and fol:zidation bcaling strata wid testinb c7f structural fill by a representative of the geotechnical C'11L;1i]�Cr. H-P GEOTI_cH 11n i-10-0001 rfil U1 • lU rll rcLLn 4"711YLV WiJ UL"L1VNVVV ["n[1 1XV. 01 U,74:J44IQ r. v 1 I «c1z Worder jaly 1 'l , 2.000 Page 6 If pki ljsjvc any questions of if we may be of further assistance, please let us k-TOw. ,5incercly, IIF,,pWOjjT}I - P-,,-W AT< C7EOTECHNZC.AI.,, INC. t�VeTI T . Pa.Wla4. P,E. xv,vivrvcd by: Daniel L. I lafdin, P. SI.�'/kst,nlrsa attaclitnents •, .1r, �P'� �a..s✓r 24443 S s- v l tlbWw 4 '40 i 41►. H-P 6k0-MCH J IJJ. Jv a_vv1 l ..J v1 11 111 J LL..LJI YY JIYie'VYY h! JLL..ISYYVVL 111J1 1YV• QIuQ4 v-tl*I 1 I r uo IInI IU -LVU1 I'1\1 UI - II Ill I""Ln W1IYVVW.J '.TL1jlYW'JVV Vn[1 IYV. QIVQ4-'j441Q 1. UV rIT 2 PIT 3 c a 61 � O(7 -1Gs � 0� 4) pD:_ 107 5 j 5 � a. w r a � f��• S 11 P!•-IFS 10 10 I.FU�Nt7: organic .Aundy Silty clay, ►noisk, black_ CLAY (C;L--CH); medium to high plasticity, sandy` very stiff. moist, bray —brown. ci_Ay A,Nf) GRAVEL (C+L—GC); nobbles, and small boulders, very stiff/medium denso, moist, red—bro 2" Dlainutel* hatid drivan Hiner r;amjllrl. --� Woter ;reepoge level encountered at time of diyyir,g. NOTES; 1. Cxplcrcitory pits were r-xrrrvateei on May 25, 2000 with a backhoe. 2. Exploratory pity were located by backhoe operator. Tho site plan was not ovcllat3He at tlrrrG of pit excavations. z), L"!cvat;ona of oxp6oratory nits were not measured and logs of exploratory pits or& drawn to depth. A.� The exploratory p;t locations should be considered accurate only to the degree: lmpljt�tj by the mathod u,ed. 5. -ma Hir)e:, botwcoA materinlrl shown on the exploratory pit logs represent the approximate boundcrie:s laetwean materlai type: and transitions may be gradual_ 0. No free water wan encountered In Lhc pits, at tho time of exclivntion, except for the seepage; below the tonsnil at fits ?_ and 3. Fluctuations in water level may occur with time. 7, t.aborotory Testing Results: WC Water Content ( % ) DD Ivry 001 sitY ( PcF } LL _ Ucluir! Limit ( Z } pi = Plasticity Index ( 7- ) i•16PWORTld f�1\tNL�IK LOGS OF EXPi.nRATORY FITS Fig- 100 4�1� GE OTECHNICAL, INC. I Inn I GVVI FV,I V1'iV Ill I""L.R 4^I 11YVVWIV tALLIYWVVV 11111 IYV, VIVV'tJ IV I. LV 0 2 1.0 Iv ��" i APPLIED PRCSSURE ksf •• HF:.r �i ORTH — PAWLAK SWELLCONSOLIDATION TEST RESULTS Fig. 3 �, I ion �144 C;ECI`1 E(NNICAL., INC:. i . \ � � - . . 44 7 j d �§ (@ p � � ! ] & 7 §_ ( 2 § \ 2 [ d R ( ® * ( G — ; ! -. & ( e / --�ll & 3 b { � nHi-io-GUU1 rttl U1 • 10 rll rELLH NINUUMD ULr-llWVUU rnA 14U. V IU04J441.0 HEPWORTH-PAWLAK GEOTECH LAICAL, INC. TABLE 11 PI: HCOLATION TEST RESULTS JOB NO. 100 .444 Hni 11 Nin. HOLE REPTH (McliCs) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END Of . INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (PANANCN) Iy_1 �30 15 2112 8 "{ /2 . - 4 8 1/2 R 112 C 8 112 8 1/2 0 no pera P-? 44. - g a 0 8 8 0 no pert 9 112 9 112 �► 9 1 /2 _9 'I /z 0 �•�1, c��r_— raote: Te3;;t holes were hand dog in bottom of backhoe pits and $Oakod on May 25, 2000. Water d.opth shown for eecil test was water Icft from soaking the previous day. Hepworth-Pawlak Geotechnical,lnc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone:970-945-7988 Fax: 970-945-8454 hpgeo@hpgeotech.com July 23, 2001 Ken S. Warner Construction, Inc. Attn: Ken Warner 203 Vaquero Drive Boulders, Colorado 80203 Job No. 100 444 Subject: Additional Percolation Testing, Lot 63, Bellyache, Eagle County, Colorado Dear Mr. Warner: As requested, additional percolation tests were performed for septic system design at the subject site. We previously conducted a subsoil study and percolation tests at the site and presented our findings in a report date July 11, 2000, Job No. 100 444. Four additional percolation test were conducted in holes that we understand you dug at the appropriate locations shown on Fig. 1. The percolation test results are summarized in Table I. If you have any questions or need further assistance, please call our office. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Steven L. Pawlak, P.E SLP/ksw 30 30 20 � 1 APPROXIMATE SCALE 1"=50' BELLYACHE RIDGE ROAD 1 _ 20 r PROPERTY f BOUNDARY PROPOSED RESIDENSE 10 1 PIT 1 / / / / / P 1 � 0 10 A A P 2 ❑ PIT 2 � P7A P 3 1 P 4 P 5 ❑PIT 3 1 A LOT 63 LEGEND: A PERCOLATION TEST HOLES THIS STUDY A PERCOLATION TEST HOLES JULY 11, 2000 ❑ BACKHOE PITS JULY 11, 2000 HEPWORTH-PAWLAK LOCATION OF EXPLORATORY PITS FI 100 444 GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES 9' r HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE I PERCOLATION TEST RESULTS JOB NO. 100 4444 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MINJINCH) P-1 25 30 9 %2 7 '/2 2 O 7 Y2 6 '/4 1 '/4 6 '/4 5 '/2 % 5 '/2 5 '/2 �� P-2 25 30 14 13 1 60 13 12 1 12 11 '/2 '/2 uO 11 %2 11 %i D P-3 23 30 9 '/2 7 '/2 2 40 7 '/: 6 6 5 '/4 % kx" 5 '/4 4 '/2 % P-4 27 30 14 12 %2 1 '/2 opa 12 '/2 12 '/2 ' V 12 11 1 %2 1a . 11 1/211 '/4 1/4ZO ` Note: Percolation test holes were hand dug by others. The holes were soaked on July 19, 2001 and the percolation tests were conducted on July 20, 2001. The average percolation rate were based on the last two readings of each test. ISDS PERMIT # PERCOLATION TEST EAGLE COUNTY ENVIRONMENTAL HEATLH •PHSYSICAL ADDRESS: _am4p LEGAL DESCRIPTION: G Z MAILING ADDRESS: TYPE OF DWELLING: NUMBER OF BEDROOMS: TEST HOLES PRE—SOAKED: YES NO ' SOIL TIME WATER DEPTH INC S OF FALL RATE PROFILE h. '3� Tl� eL,S— c33 r a s� � C- ��� �? 3'/ a t ,� �/ �� 2 ZS z .3 �6' IM ZS 25 V e d c d ' TIME TO DROP LAST INCH: PERC RATE: ca, MINIMUM LEACKFIELD SIZE: MINIMUM SEPTIC TANK SIZE::/ ` COMMENTS: n \ ENVIRONMENTAL HEALTH SPECIALIST DATE ISDS PERMIT # a) z/- 01 PERCOLATION TEST , EAGLE COUNTY ENVIRONMENTAL HEATLH . V W NJbK: •PHSYSICAL ADDRESS: ,?-j /0 7 LEGAL DESCRIPTION: _ 6 3 Zr_ MAILING ADDRESS: TYPE OF DWELLING: NUMBER OF BEDROOMS: TEST HOLES PRE-SOAKED: YES NO SOEL TIME WATER DEPTH INCHES OF FALL RATE PROFILE TIME TO DROP LAST INCH: PERC RATE: MINIMUM LEACH FIELD SIZE: MINIMUM SEPTIC TANK SIZE: ENVIRONMENTAL HEALTH SPECIALIST DATE isDs Permit # ? Date t�l ISDS Final Inspection Coa►Rlstsness Form Tank isgal. Tank Material co00 4�► Ifs Tank is ocacated t. and -degrees from; Qlpermoent ].Udm rk► Tank is located =�ft. and 4� degrees from ,Ipes>ynaat i.nam.rk► V/ Tank set level. Tank lids within 6" of finished grade. size of field ft2 units lineal ft. %Technology lM�v�� f,� "-" '� Cleanout is installed in between tank and house(+ 1/100ft). y There is a "T" that goes down 14 inches in the inlet and outlet of the tank: V Inlet.and outlet is sealed with tar, -,tape,. rubber gasket etc. V/T ;has two dMpartments with the "Ar'ger-.-.,cggpartment closest to the house. :,-M+ea_suse: distance and relative di:regt-. . i( Depth of field. ft. Soil interface raked. Inspection portals at the.end of each trench.. UO Proper distance to setbacks. -N /\-Chambers properly installed as per manufacturers specifications. (Chambers latched, end plates properly installed, rocks 'removed from trenches, etc.) s d� 3 Type of pipe used for building sewer line , leach f ield f x,� �L- �/ Other O-kY Q M t�� )�1 CU470 y D 4" Inspection meets 311 III 5C14111 O Copy form to installer's file if recommendations for improvelment were suggested. ACTION TAKEN: Setbacks Well Potable House Property Lake Dry Tank Drain Water Lines line Stream Gulch Field 100 25 20 10 50 25 10 10 TAilk 50 10 5 10 50 10 * 10 iZ-f cif LUCIl 11. U.L D?UD40=00D L-Kr r-1NU11NLLK1NU 11 U fjAUt bl - ]Engineering, 2a CMUGEOTEMMAL December 21, 2001 Mr. Ken Warner Ken S. Warner Construction 203 Vaquero Drive Boulder, CO 80303 Dear Ken; RE: Inspection of Septic SysteM Installation Lot 63 � 13�11yache Ridge Filing No. 2 54.10 ellyaehe Ridge Road Eagle County, Colorado Project No. 01129 - Permit No. 2121-01 At the request of Rex Bosow, on October 31 and November 6, 2001, we visited the construction site on Lot 63, Bellyache Ridge Filing No. 2, 5410 Bellyache Ridge Road, Eagle County, Colorado. The purpose of our site visits was to observe the installation of the septic system. They installed the system in overall compliance with the septic system design, Drawing No. 01 129SD.DWO, dated ,august 23, 2001. The system was installed as shown on the attached as built sketch. They installed a 2000- gallon, two-compaMnents, a precast, concrete sotic tank and 1000-gallon single auto siphon by Front Range Precast Concrete. The tank was installed on the east side of the residence, which, was under construction at the time of our site visit. Cleaoout was installed between the building and the septic tarry. The effluent litre was 4" diameter, SCH_ 40 PVC, connected to the 3" diameter, central Manifold. Six laterals were constructed, three on each side of the central manifold. The laterals were a 1-1/4" diameter, SCH. 40 PVC, perforated at their inverts with 1/4" holes at 48" it)tervals. The ends of the laterals were capped. The gravel absorption area was 95 feet by 12 feet. The mound perimeter consisted of mortar type sand with. an upslope dimension of 9 feet, 11 feet on each side of the gravel bed and 45 feet below. The inspection ports on both sides of the gravel bed were installed at the time of our last site visit. The gravel within the absorption area was rnixed with some of the sand. Additional, clean gravel was added to the absorption area. The elevation difference between the outlet pipe from the dosing siphon. and the inlet into the central manifold was 3 feet (a minimum of 2.4 feet was required), as measured by Ryan Bosow with Bosow Excavating. If you have any questions, please do not hesitate to call. Sincerely, l lo Luiza Petrovska, President 29526 cc: Ms_ Laura Fawcett, Eagle County lr xtvironmental Health Divisi6n, fax. 328-0349 C_ MYFileslcor0JdoclWPD0CS1Q11.290SI-mound-szPFI,WpD P.0, Box 2837, Uwards, CO 81632, (970) 92&9088 TeL (970) 926-9089 Fax .icf ciI cUU1 11. KJ1 7 f UDZ-ODUO7 L-Nr GIYU1lNMMMjlYU 11Y4, t Aut Ud 1000—GALLON SINGLE AUTO SIPHON 4" DIAM SCH 40 PVC R04 ry 4" DIAMETER SDR35 BLDG. SERVER 2000—GALLON TWO —COMPARTMENTS CONCRETE SEPTIC TANK LOCATION SAFTCH Fw:JEcT NQ: 01729 crm�GEOTECf wc4L LOT 63, BELLYACHE RIDGE F/LING No 2 SCALE S410 BELLMOHt RIDGE ROAD 7„ — B�, rLKPj ' 11 'I l I'2I2 ', �l2 C. EAGLE COUNTY, C=YvAvo DAW 7 — 7-2001 PRCPARED FOR., tel P.O. 92e 90BB fax (970) 928 9099 ' KEN S WARNER CONSTRUCTION nRaurnrc rxz: f 2121-01 Tax #1941-344-01-007 JOB NAME_ Lot #63, Filing 2 WARNER Bellyache Ridge Subdivision S/,1O Rollvar•ha Rir1Qe Rd - JOB NO. + � l ��'�•� 0 LOCATION BILL TO DA E STARTED I DATE COMPLETED DATE BILLED rz z 2,- Q I JOB COST SUMMARY TOTAL SELLING PRICE TOTAL MATERIAL - `� ICE, - L� �u.�-� TOTAL LABOR I SIJRANCE C� Gzw SALES TAX MISC. COSTS 321 � .-- „ �! s;�; ' ►eta �, I/4ecd'4'? a' TOTAL JOB COST �- GROSS PROFIT Ik -lkd LESS OVERHEAD COSTS % OF SELLING PRICE �V ETL PROFIT JOB FOLDER Product 278 J2 I31 l0l FOLDER 9-3-- '6I3 %—r Printed In U,S.A. GROSS T NET DISCHARGE WEIGHT -VOLUME VOLUME PER CYCLE - TANK l0 _ 1050 GAL. 890 GAL. 00 2251300 GAL L 9400 LBS 400 GAL. eeeloleeei�eeej eel �- - ��e��I��e�ee. IfCLEAR AND RAKED SUBGRADE _ P 01129 - - - +- _ _ OSS SE�'TIO - CR N A A. . 08- 2.3 2oar _