The URL can be used to link to this page

Home My WebLink Aboutpitkin.eh.246734302005 (1996)Document Layout (From Most Recent to Oldest Permit) Permit Application Log Sheet/Notes & Photos Communications. As -built Design Engineer Design Soil Information Water Permit & Information Second System on property Third System .etc. Floor Plans Please See Building and Land Use Approvals Files for additional information. .ASP"'"PITKIN ENVIRONMENTAL HEALTH DEP A WENT WON FOR INDIVIDUAL SEWAGt APPLIDISPOSPWSTEM 130 S. Galena St., Aspen Colorado 81611 Phone 970-9205070/Fax 970-920-6039 Permit If r Sd a 0 / Parcel ID # a yG 7 - 3 y 3 - 0�1 _ o 5 Permit For. New Installation (v7 Repair ( ) Remodel () Emergency Use ( ) Name of OWNER ri 0r �I Owner's Mailing Address �7 % Q9,Qtg,.ty, - ()�• S h a c✓ivt rk; t(Eu � / 6 SSI Business Phone: Home Phone: 9 7- 3. ?,J c% Flame of Agent - lgenl's Mailing Address Business Phone: Cell Phone: Fax: Copy of permit to be sent to: Owner( /A Agent ( ) Both ( ) Street Address Legal Description: Lot 'I ,Block 61l� /iT T tZ 11 14 g .Subdivision Size of lot: I acres Type of proposed structure: Res J cN e � Size of bldg. envelope: Total arealliving space (sq. ft): bU # of Bedrooms, offices and similar size :rooms: Water:( )Private well( )Spring ( )Stream ()Q Community/Public (Name of System) o S' Is Proof of Adequate Water Attached? (J)Yes( ) No Has this project been approved by Pitkin County ? (P Yes ( ) No Is a copy of the floor plan attached ( required ) ? ( Yes ( ) No Application for an intlintlual sewage dispos at is hereby submitted. The undersigned acknowledges that the above information is We and that false information will Invalidate the epprintlan end any subs. ent k. Issuance of the permit does rot imply the approval of any other permit required for construction pursuant to Pitkin County codes. No construction may be undena n u I approval its have an obtained. The owner assumes all responsibilities n case of failure or Inadequacy of this system, Signature of applicant ------------------------------------------------------------------------------------------------------------- q p Date vesrgn amen or system to oe mina I ttA Isjuba..�3.2 8 * Septic tank capacity: J,� .�'Q gallons Absorption area: sq. ft. Using -IIX Arca rtgda--I;ofs, 4 90`/o redteA&-N is allowed -fr pavelless c6AJers ern abCd which is or 5d ehamberS . %h[_ design sPtei eairotS o� l♦,9{( 66n, "+� GAIsinwry musf 6e 4iloomd. 4H se+krecks mus+ he m4r'n+alrlcd .i bids mus+ b<_Ieve1. PPe I&Iffis ivttitsf be ver; }led roiJl. Jerre eny nee , so ilk is de_A%A In A to,n;I liner shored 6e UMCI of AIL doarlhill aide Of file beds. An inspection Is required prior to backfill of any component of the distrtbu0on system. Design by Engineer Required? (,, Yes ( ) No All plans and specifications of the engineer must be followed. Any changes must be approved In writing and the engineer must certify the final installation to the Environmental Health Department in wining. EX fYn5J0') of Ori�r�CL� Permit approval by: Date - 3/- 4 Rrr.u'} rtp prpJed . Plans and specifications of the proposed 'ndividual ge dis arsm I system have been reviewed and s nsldefed satisfactory. Petmissforl is hereby granted to the dimer or me agent to prlor me work indicated in accrortlar with NePPftkin County ISDS Regulation n effect at aro time of Issue. This peril becomes invalid 6 months from the date mal the peril was Issued unless system construction has mmnenced or an extension has been approved In wAng by the Department. Installer. As -Built drawings must be Included with this permit before the final approval will be Issued. (. o Final Inspection Approval: Date: t{ /S- q(, ra�IDalerequested: 0/-/7-rf4 Date Pd.: Or- 15 -is Receipt : D a S/% Received by: rC Information complete: No fee ncce5s" 4"sr'on i G -F a 0 0 y- l7- 96 rn41 intfeA-o-) drru. o -j IzS6 5ePfi•c- -r loo y4rly, PLLuOin^ kank.. k"els o IL ; in I t a oa.tlo4 P�fls o k-. At illi Jv a /w-t.L ysfe, not bo o k -e- d yep • Feld .4 a - it 64&t�- thuS not i l5'Id.lrt4 ye . b' -�6 Fn4kj I& of ` tC o[ jrdV ZfSS bejS (7-& w)45 in Cdr do 4. 16' of p,nd;54w6d wd kt44em 411,, beds. 1n5jX4-b'on f70 In pIQGL. �iS4r;k4�0) box z :SCA 4/0 -6-116- d05inqJ4nL 1f � - bax no 4- PIace � • tldaketj Cvr4rada- dlw, -H,iu cc ,y -+4 - box (f las-kc) leve l 91 UWK kilo j y ;8 kild /D &/./ &W 5 h' 1 t needs -Iv bC p l acrd o1 do c.-, k ll S"k of bo Nasc, 6cd • Cai6A*w will (d,(,l_ Lok" PUZr w d/&,j, SVS%K d+G in P)dce- irr M5fcCfi•n • 7& &-ck, elv j jeer' w,ts 41 -so- dol,q AI,5 ln5PCA'01 • A// 5c4-bf 45 144.41 4;rw- d • J kd Z f, f'f in&co'nexc4ions '1Yacc. d,15,, j -t.nlL lox . viejs Ie/fes- tYvk G„y;,,CG, l'n2( draw,'nq 6f 1ccord mj)wr recei*✓cd. S,yncd Co. 0 t Parc # �467-3y3- 0a=005 ASPENIPON ENVIRONMENTAL HEALTH DEPARTMIMT APPLICATION FOR AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM QSDS) PERMIT Name of OWNER k o h V\ M ✓14 P Q CA 1-_� Bus. Phone # ,?a 3� 4 Mailing Address J % — 7 V- Home Phone # Name of AGENT IYI `)rti e.99 Bus. Phone # Mailing Address 147 CfiZxinge [%r 5noaMjgss Co'11414Home Phone # (a Dopy of Permit to be Sent to: I v a ✓ PERMIT IS FOR: � NEW INSTALLATION, () REPAIR () ALTERATION NOT DUE 1TO FAILURE, or () EMERGENCY USE. for permit # STREET ADDRESS of Property: 140 J G Hie u/ � qd •Tool ro A S S Cv LEGAL DESCRIPTION of Property: 66Te"'44 o 5n"m AISN. A lot � block _2,, filing _L_, and subdiv. Size of Lot ) acres Type of Structure Proposed # BEDROOMS ,, # LOFTS _, # GARBAGE DISPOSALS 1,, f DISHWASHERS L. #CLOTHES WASHERS I Water Supply: O Private Well, O Spring, O Stream, or O System (Public or Private Name: 6'44e_wA IS PROOF OF ADEQUATE WATER ATTACHED? (AYES or () NO HAS THIS PROJECT BEEN APPROVED BY PITKIN COUNTY? /YES or () NO Appecadw lu an 1n .W aaenge dkpoad WY Par" k aalat Wrlbea. The aaaSabrMd aCbwMSE9ef Nd h abwa l'ApnrdiJn Y bus ane erat W. bbrindbrl raa IT.dWate 1he Pplkeem ab any wbwe nt permit Issuance of the perms does sol esprct0y n tap/CYI1 bply M appwal of atry Mw* pe^ mg0ted Iv CarebuYion pursuant b Piton County codes. No corm may Ee uMerteken rrrdil aE app s alto perml's lww been obWrwl TM onyr, Y asw"WA er in Car a fayuw or badepuacy of 0* system SIGNATURE OF APPLICANTz< Date 5 The application becomes invalid 120 ays from the date s gned. This P is valid only for the design as specified below. eevuuaaevaveaavameaaaay...BELOW FOR OFFICE USE ONLY. ... ............ ameauae INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT # �$b,.2 O $150 fee paid (a Yes. Date received S '6 - Q� Receipt # 00oZ 5 /(c Received By B K DESIGN CRITERIA OF SYSTEM TO BE INSTALLED: Any changes must be submitted and approved M writing. ' liT>~ RCclrock - r)ew' —"rc 4a4 in ei is Hwr # of Bedrooms: , Percolation Rate:_gjEa. mpi. Average Deily V�aste Flow: L n n gallons. ''/- Is an Engineer Designed system needed? dyes or(I No WW.rw.row.csr suwasr«quw srwrarosorwa. Arrdwr,ga...r n. wpo+.d b..*n,ng .nd e+e e.re�ne« shat eeday Uw ll W in lebw b dw Errv4orunentel 11eaM Depsrtnwry h rwlarq.) Mi3lMurn Septic Tank Capacity_ gallons Absorption Area ya' square feel minimum k ( Absorption Bed, O Absorption Field In Trenches, O Oraw4lass system, ( umping/Dosing Chamber, O Absorption Pit 1E l� YO% rec(uc4i4r) i3 4010wed -fa-. 4/1.e gradelles5 e6tuu.b-r3 ;n abed or /9�5 �1 wi,-,A iva Jjd be q% Q IJ5• _/ru lXAck dr5410 3jtCtAca*,'o7s 01 Cqh Co;nhq. En ;nre rnJr invsP be 411owed. All Se4rayf(5 must bw- Fcan�a�.ud� Q,,d 4e- hed3 mYcsit do level 1�% �CngJhs acus be Steges "u ring inspection: () Before nonvation, () Upon completion and prior to placement of gravel, (Be oro 6overing distribution system of absorption field, 0 Prior to backfill of any component and any situation deemed necessary by Environmental Health Department Staff. able " spac atlons of 0e propped bd ual sewage d4oal e,iMe Me ixen nr4wed aM an rdnidered W1 WCbry. Pemwsiion k he' -by granwd b IM owrrr p Ns &gem b Mdtlw �orM eMk led &Cow M aceoedarce HM tM PIWn Count' bdrvtlual Sew&ge Dvpoel negulatbns b Med m pro ride d Isso. In addition b ganral pMibns ael tato N arty atlarlu,wn4, aur ParMl k wbjert b aw fob"addN wrens and ouMMim, I arty: APPROVED FOR ISSUE BY: DATE OF ISSUE: 6 - /5 -- The -The above i, iv Iuel aawage dbposal aydem has been inspecwd 1#~ bY tW #11POW" Enyirm d NMW DepadnwK TM pMMr aavnws ay l"por"" "N ear d lallure or w.deeuacy d ma Cy@ Compwe as Will drawing AW all sped(" ms of u4raa yaw bduded wM " pemiL FINAL INSPECTION BY: :0 f iADJMPC, Y PEPoAn.e.I AN -Do 1I9a DATE OF FINAL INSPECTION: 100 SOL" CiA ENA afRM - ASPEN, COLORADO Mill I • PMW g 1120MM • FAX 303MBIOT PPPnED W RECYCLED PAPER VO4''ed wi 4t-- 4tL en "neer , 50 � u. 1>u Ca acI ( ;s Ve_r �-Lj S1wftJcl be u.szd anu clowAh;l1 s%dc d� Jt 6tds. 2 A 1Cr., Ven / Pitkin Environmental Health DepartmeTi' Contact Log Sheet Name: 103r4teigel-, Parcel IN: Address: 75AO�&0153 UJ54 Date Person Spoken. be Taken Initials Z - wMjI -. MY . ..... -,w-, RESULTS LTS O F PERCOLATION TEST JOB ADDRESS DESCRIPTION_�Q alA'}_r"'� _/�Up-_ DATE DEPTH AND DIAMETER OF HOLE r1 N 3 _0 O -ZO -" 0 r2 � 3_ a O__/1Z 0 r3 - - - - O f.12_ ' 0 APPROX. GALS. ADDED HOLE #1 ^-_._ N2 r`-'-,%�- N3 ^ TEST HOLES WERE PRE-SOAKED FROM: (Dole)_/�_ZJ (Lme)TO: (Dale)A_z�Time) ________ HOLE # I ``HOLE #2 HOLE #3 TIME RjFO N?K FALL RAE TIME T� hMADRK FALL RAZE TIME RTO MARK FALL RAZE 4SA 3MNe 3 I Z 4 57 Z 3 AA T534117 3o I 3Z lo3f l %¢ � o I z 3 3 .40 3 �L 40 3"p PERCOLATION RATE: REMARKS: AREA SKETCH: S_ 9/94 F1 COUNTRY MPI vv" BY INC. • 923 COOPER AVENUE GLENWOOD 8F PROFILE HOLE AND SOIL DESCRIPTION 1r1//11M'y-cr Zvp Cv��/ 'b�ccrA�lPoSfY� �RcTuT2rs'o µlc, SLY �rzF}c �urz�D CO. SM • (303) 945-8678 ASPEN/PITKIN ENVIRONMENTAL HEALTH DEPARTMENT ISDS DESIGN REQUIREMENTS DEPARTMENT USE ONLY Permit # 95020 Name Bruegger Parcel ID# 467-3y3- 0,2-00�r House Size 2200 (75 gpd, 100 gpd, or 130 gpd) 100 Number of Bedrooms, Lofts, Offices, Similar Rooms, Main House 3 Number of Bedrooms, Lofts, Offices, Similar Rooms, Caretaker unit 0 Average Daily Waste Flow_ State Review Required? no Perc Rate 40 (T) 675 # bedrooms X 2 people/br X 75 X 1.5 Design Flo w (Q) = # bedrooms X 2 people/bedroom X gpd X 1.75 Q= 1050 d10 Absorption Area (A= Q/5 X SQRT) A = 1328.157 sq. ft. of absorption area required 74 infiltrator units without reduction Aum 30% reduction is allowed for use of deep gravel or gravelless chambered system. 29.7096 sq.ft., with reduction---,,,, 3 rOrvS 6t /0 52 infiltrator units with reductio ( j L ra�u� Or 1 / JJJ Type of system: []Absorption trenches ffAbsorption bed [] Gravelless chambers []Dry well []Seepage Pit []Pumping Chamber Is an Engineer -Designed System required? no _ yes ✓ reason Minimum tank capacity SETBACK FROM WELL #o f feet = 104 NA 1250 gallons slope_ Remember: 8 feet of additional distance for each 100 gallons/day of design flow over 1,000 gallons/day should be added unless an RPE can verify that it is not necessary to prevent contamination. APPROVED FOR ISSUE BY: SYSTEM INSTALLED BY: DATE OF FINAL INSPECTION REQUEST: FINAL INSPECTION BY: 6Printed on Recycled Paper DATE: 1- S/- e? 6, DATE: 0 0 ASPEN/PITKIN ENVIRONMENTAL HEALTH DEPARTMENT ISDS DESIGN REQUIREMENTS DEPARTMENT USE ONLY Name Bruegger Permit # 95020 Parcel ID # House Size 2200 (75 gpd, 100 gpd, or 130 gpd) 100 Number of Bedrooms, Lofts, Offices, Similar Rooms, Main House4 Number of Bedrooms, Lofts, Offices, Similar Rooms, Caretaker unit Average Daily Waste Flow_ 900 # bedrooms X 2 people/br X 75 X 1.5 State Review Required? no Perc Rate 40 (T) Design Flo w (Q) _ # bedrooms X 2 people/bedroom X gpd X 1.75 Q= 1400 Absorption Area (A= Q/5 X SQRT) A = 1770.875 sq. ft. of absorption area required 98 infiltrator units without reduction A maximum 30% reduction is-atllowedd for use of deep gravel or gravelless chambered system. 01239.613 sq.ft. with reduction ---�. 69 infiltrator units with reductio Type of system: []Absorption trenches []Absorption bed [] Gravelless chambers []Dry well []Seepage Pit []Pumping Chamber Is an Engineer -Designed System required? no_ yes _ reason: Minimum tank capacity 1750 gallons SETBACK FROM WEA # of feet = Remember: 8 feet of additional distance for each 100 gallons/day of design flow over 1,000 gallons/day should be added unless an RPE can verify that it is not necessary to prevent contamination. APPROVED FOR ISSUE BY: SYSTEM INSTALLED BY: DATE OF FINAL INSPECTION REQUEST: FINAL INSPECTION BY: Printed on Recycled Paper DATE: DATE: ASPEN/PITKIN ENVIRONMENTAL HEALTH DEPARTMENT 130 South Galena, Aspen CO 81611 (303) 920-5070 SOIL DATA FORM PROPERTY ADDRESS JQ? Gaff w 24 ROA '�;rl,910 M 4SS'00 LEGAL DESCRIPTION La �i BIoCk F'ivtct ;n%rva� f� Sn/wrens: h7osns PROPERTY OWNER: ff77 J J ADDRESS �r% EIk- h�NGr D� Snoiy.ky%sc Cv PHONE 1 t%, 7 3 of `-i 9 Note: * Percolation Test Result Form and Site Plan must be submitted with this form. * Percolation and profile holes should be located within a 1200 square foot'area'of the proposed septic system. * For lots <5 acres the site plan must include the entire lot. * Location of percolation and profile holes must be mapped adequately and identified with. -stakes, flagging, etc. Percolation holes must be identified.as.#1,#2, and #3. ion and • Smeared surfaces removed: _Yes _No • Sand or gravel added: _Yes _No Date and time presoak water added% Amount of presoak water added (gallonS): Date and Lime percolation test is started: • Did water remain in hole after the overnight swelling period: Hole 1 _Yes _No Hole 2 Yes _No Hole 3 _Yes _No Percolation Rate Measurement Percolation Rate (min Jin.) Hole 1 Hole 2 Hole 3 Average Fncountered @ _feet. Estimated depth to maximum seasonal water table if not encountered in profile: Is area believed to be subject to seasonal fluctuations which could result in a seasonal water table within 8' of surface? _Yes _No (Slope determination in absorption area: _% to the _(direction) (Bedrock: • Encountered @ _feu. Estimated depth if not encountered in profile: Type of bedrock: _Sandstone _Claystonc Siltstone Is bedrock fractured or weadtcred? Ycs No Is bedrock believed to be permeable? (Pert rate <60 min.ln.) _Yes __No Al L-10 Certification I certify that the above information is correct and complete to the best of my knowledge and that all tests were performed in accordance with the provisions of the Aspen/Pitkin Health Department Sewage Regulations Title X by myself or under my supervision. - Original Signature Date Phone T Original Seal HEPWORTH-PAWLAIkEOTECHNICAL, INC. Road 154 Glenwood Springs, CO 81601 May I, 1995 945-11414 Phone 70945-7 Phone 970 945-7988 k John Bruegger \5 47 Elk Range Drive Snowmass, Colorado 81654 Job No. 195 168 Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 4, Block 2, Filing 1, Gateway to Snowmass, 407 Gateway Road, Pitkin County, Colorado Dear Mr. Bruegger. As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study for design of foundations at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated March 14, 1995. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed residence will be 2 stories with a lower garage level located on the site as shown on Fig. 1. The floor and foundation levels will be stepped to limit cut depth. Cut depths are expected to be up to about 10 feet. Foundation loadings for this type of construction are assumed to be relatively light. If building conditions or foundation loadings are significantly different from those described above, we should be notified to reevaluate the recommendations presented in this report. Site Conditions: The site was vacant and relatively undisturbed at the time of our field work. The ground surface is steeply sloping down to the east with between 20 and 25 feet of elevation difference across the building area. The building location and topographic contours are shown on Fig. 1. Vegetation consists mainly of grass and weeds with scattered juniper and pinon trees on the building site. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits with a trackhoe on April 18, 1995 at the approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. Access onto the lot was attempted on March 24 and April 5, 1995 with a track mounted drill rig but without success due to the steep road cut. Below about 1 1/2 feet of topsoil, weathered claystone shale bedrock was encountered. The claystone shale was generally fractured and jointed, and moderately hard to hard with depth. Results of Atterberg limits testing performed on the claystone indicate a low plasticity. Some of the weathered claystone shale bedrock in this area can have an expansion potential when wetted. Undisturbed hand driven liner sampling of the claystone shale was attempted for laboratory expansion tests but was not successful due to the hardness of the rock. No free water 10 John Bruegger May 1, 1995 Page 2 was observed in the pits at the time of excavation and the materials were slightly moist. The dip of the shale bedding appears to be moderately steep down to the east with closely spaced joints and fractures. 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 bedrock designed for an allowable bearing pressure of 4,000 psf for support of the proposed residence. Due to the possible expansion potential of the claystone shale bedrock, the footings should also be designed to impose a minimum bearing pressure of 600 psf. The expansion potential of the claystone should be evaluated at the time of excavation. Settlement should be minor but some differential movement could occur due to post construction wetting. Overburden soils and disturbed bedrock encountered at the foundation bearing level within the excavation should be removed to expose the undisturbed rock. Footings should be a minimum width of 12 inches for continuous walls and 18 inches feet for columns. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 42 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 12 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 and well broken rock as backfill. The backslope should be graded away from the foundation a distance of at least one half the wall height but at least 5 feet. Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support lightly to moderately loaded slab -on -grade construction. There could be some floor slab heave due to wetting of the claystone shale. To reduce the effects of some differential movement, non-structural floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Slab bearing partition walls may also need to have slip joints in the event of floor slab heave. 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. 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 should consist of imported granular soils such as road base. H -P GEOTECH John Bruegger May 1, 1995 Page 3 Underdrain System: Although free water was not encountered during our exploration, it has been our experience in mountainous areas and where bedrock is shallow that local perched groundwater may 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, crawl space 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 2 feet deep. 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 at least 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 areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. A Swale will be needed uphill to direct surface runoff around the residence. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Site Grading: The risk of construction induced slope instability at the site appears low with the proper grading and drainage design and construction. We understand that the cut depths for the lower level will be up to about 10 feet. The shale is steeply dipping H -P GEOTECH is John Bruegger May 1, 1995 Page 4 which will be adverse to temporary cut stability on the uphill side. Fills should be limited in depth at the uphill side of the residence on the existing steep slope. Embankment fills for structural support should be compacted to at least 95 % of the maximum standard Proctor density near optimum moisture content. Prior to fill placement, the subgrade should be carefully prepared by removing all vegetation and topsoil and compacting to 90% standard Proctor density. The fill should be benched into the portions of the hillside exceeding 20% grade. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter. Cuts into competent shale of limited depth can probably be up to 1 to 1. The risk of slope instability will be increased if seepage is encountered in cuts and flatter slopes may be necessary. If seepage is encountered in permanent cuts, an investigation should be conducted to determine if the seepage will adversely affect the cut stability. This office should review site grading plans for the project prior to construction and observe cuts for stability considerations. Percolation Testing: Percolation test holes were excavated in the southern part of the lot for septic disposal. The excavations encountered claystone shale bedrock at depths less than 3 feet below the existing ground surface. In addition the terrain is steep and irregular. An engineered septic system will be required and should be designed by a civil engineer with attention given to the shallow bedrock conditions and the steep downslope. Limitations: This report has been prepared in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no other 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 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 H -P GEOTECH 13 John Bruegger May 1, 1995 Page 5 presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the soil engineer. If you have any questions or if we may be of further assistance, please call our office. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Jr, P Reviewed By: �i7._ _ae'7 � Steven L. Pawlak, P.E. JZA/rr �.N ? V 2S T -y _ pc 4' ........... O�A Attachments cc: Pattillo Associates - Attn: Jim Romeo H -P GEOTECH 11 APPRDXIMATE SCALE I = 40' LOT 3 LOT 4 \ Ip 744), i I LOT 5 \ \ \IM (BOUN�DARI�ES OSED rwRESIDENCE F�4r \ � t• Ro4p \ \ 10 100 9� HEPWORTH-PAWLAK I Fig. 195 168 GEOTECHNICAL Inc. LOCATION OF EXPLORATORY PITS I �J 1 Ca 10 Pit 2 Elev.=108' LL=26 PI=8 LEGEND: TOPSOIL; silty clay; organic, roots, firm, slightly moist to moist, grayish brown. WEATHERED CLAYSTONE/SHALE BEDROCK; moderately hard, fractured, oxidation staining, slightly moist, grayish brown and gray. CLAYSTONE SHALE BEDROCK; moderately hard to very hard, slightly moist, closely spaced joints in shale, gray. h2 -inch Diameter Hand Driven Liner. Disturbed Bulk Sample. NOTES: 1. Exploratory pits were excavated on April 18, 1995 with a Cat 931 trackhoe. 2. Locations of exploratory pits were measured approximately by pacing from features shown on the site plan provided: 3. Elevations of exploratory pits were obtained by interpolation between contours on the site plan provided. 4. The exploratory pit locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types 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: LL = Liquid Limit M PI = Plasticity Index I%) 1195 168 I GEOTECHMHEPORTH-PAW In 195 LOGS OF EXPLORATORY PITS I Fig. 2 GATEWAY TO SNOWMASS MESA SUBDIVISION PROPERTY OWNERS ASSOCIATION, INC. May 8, 1995 To Whom It May Concern, John Bruegger is entiltled to water service and one water tap for his proposed house located in the Gateway to Snowmass Mesa Subdivision located at Filing 1, Block 2, Lot 4. Please give me a call with any questions. Sincerely, Joe Raczak 970-925-1510 970-927-4800 EI MAY 22 '1995 t;- 14 P.O. BOX 21! 5H0\dPAA5 S,C0A',()RAD0 8165d w ) / „ -- D• i 2 x i Cliff -r. 7. VlS.7l.(.C11e P- s' widvek�'(i easerv�er��, i�n.s�e cell lo�% lubes. EXCEPTION 12 (ASPEN TIT CORP. ORDER NO. 403060-C3) DOES NOT AFFECT THE LOTS DEPICTED AB i. i �jlereby certify si i6ncrete found, Ch� t rephic„ :2 a r • zreby certify that on November 29, 1995 I surveyed the location and elevation of increte foundation as shown hereon to the best of my knowledge and belief. However, stTP°�raphic fOraation as shown hereon has not been altered to reflect construction stiyr re,(\�l ley In?��iO P 11// �pnn ra hic conditions as of ,lune 73, 1990, 1 "'-*-M3.. 5. 14111 j; v reS'Mv- E C -QP 1Ma.v-ked j9 To� nuc ky C.vCiylt L.S. �"4tj Legal Description: Lots 3 and 4, Block 2, Gateway of Snowmass Mesa Subdivision, Filing No. 1, Pitkin County, Colorado. ko Sa 135'QkvAw%CLML 3QevocZLble TYUst I hereby certifyhhat on June 13, 1990 a survey was performed by me on the above described parcel of land. All easements, encroachments and rights-of-way in evidence or known to me Rr^ shown. This survey is true and correct to the best of my knowledge and pelir'. By:......— I y to come . . 0 n U 93 goo 180 170 ISO 140 ;sib %� oaS 110 r L C2/s/9lo J VVVe / ) / / (lel/ IN" O a ,ry OPO ry ry ryoo °o S 90'00'00" E �..-.._..._. -..-. _ _-.._..-..-.._.. 332.8 -..-.. 0' 3(5' SETBACK ` �^ QD -OO TO BUILDING 22120 / 118 N' 116 `y ' �CJ 1.14 �ACV \ \\ q pQ, ` ` 1 ; 2 110 \ 1 108 " %K. , ¢ A 'Its, 1004. : GRAPHIC SCALE 0 w 20 40 ( IN FEET ) I inch = 20 ft 30SETBACK / 70 BUILDING QT 1250 GAL,PRECAST / CONCRETE SEPTIC TANK . L1000 GAL: PRECAST % N C SPe� DOSING, TANK / \ 60� • \ \ Ow '• / ?Ss\ SO e Q •9S% \ , Qp �IP D-17 T f.. 701 \ i REM OV E GAP , w CUT HOLE IN TOP OF INFILTRATOR UNIT FOR INSTALLATION OF INSPECTION WELL SOLID PIPE J ! —PIPE COUPLING PERFORATED PIPE INSPECTION WELL DETAIL BED CROSS SECTION (TYE.) N 1' S. 4" X 4'—+ TREATED —ELEC JCT. BOX POST RISER(S) TO GROUND SURFACE— CAULK/SEAL WELL a` INLET a Z "ALARM "ON" — 2v WEIGHT ae VICINITY MAP SECTION 34, T.8 S., R.86 W., 6th P.N. WOODY CREEK QUADRANGLE SCALE 1"=2000' SENFRAL ABSORPTION TRENCH NOTES 1. TRENCH LENGTH SHALL NOT EXCEED 100 FEET. 2 THE BOTTOM OF EACH TRENCH SHALL BE LEVEL. 3 DRAINAGE DITCHES ARE TO BE PROVIDED ABOVE AND ARJUND TRENCHES, AS NECESSARY, TO PREVENT SJRFAa RUNOFF FROM ENTERING ABSORPTION AREA. 4. TRENCHES SHALL FOLLOW CONTOURS. "OFF" 10 O O e e 2" AIR VENT 2" FEEDER LINE TO DISTRIBUTION BOX OR SLOPED AT 1/8" PER FT. MIN. OJICK DISCONNEC OR UNION COIL AND TIE AN ADDITIONAL 10' OF WIRE FOR PUMP REMOVAL SUBMERSIBLE WASTEWATER PUMP SET MOTOR APPROX. 8" OFF FLOOR / NOTES: 1. SWITCHES TO BE MERCURY FLOAT TYPE, 2. FLOAT SWITCH DIMENSIONS ARE BASED ON A COPELAND 1000 GAL. TANK. (CISTERNI 3. DOSING TANK SHALL BE OF WATERTIGHT CONSTRUCTION. 4 ALARM SHALL BE BOTH AUDIBLE AND VISIBLE. LOCATED WITHIN THE HOUSE AND ON A CIRCUIT SEPARATE FROM THE PUMP. 5. PUMP SHALL BE CAPABLE OF AT LEAST 20 GPM O 45 FT OF HEAD. 'K (ELEVATION DIFFERENCE AND PIPE LENGTHS SHALL BE FIELD MEASURED BY C�ACTOR AND REFERRED TO ENGINEER FOR VERIFICATION OF PUMP PARAMETERS) DOSING TANK ARRANGEMENT - N. T -S. C *FIELD SIZE: PER PITKIN CCNJNTY EQUATIONS A ' !4-5Q _ 0. G".•5 O - MAX I MUFi{ L',)W A = _ 1170 — 0.0551.600)- 0.4 PER CDOH MINIMUM REQUIREMENTS FOR USE OF "INFILTRATOR' SYSTEMS IN BED, AREA REDUCTION — (0.4).A AREA. REQUIRED = 2892 SF��1735 SO. FT, �.� O 18 SO. FT. PER UNIT 96 UNITS 3, TOPSOIL: SOIL EXCAVATED FROM SITE ACCEPTABLE IF NO CLAY IS PRESENT. 4. VEHICULAR TRAFFIC IS PROHIBITED ON THE FIELD. 5. CLEANOUTS ARE REQUIRED AT ALL BENDS AND AT LEAST EVERY 100 FEET ALONG THE HOUSE SEWER. 6. INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS TO WITHIN 1/2 -FOOT OF FINAL GRACE. 7. LOCATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED. 8. PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM ABSORPTION AREA USING DRAINAGE SWALES AS NECESSARY. S. PERCOLATION RATE BASED ON REPORT BY HIGH COUNTRY ENGINEERING DATED MAY 5, 1995, 10. THIS DRAWING DOES NOT CONSTITUTE AN ISDS PERMIT. PERMIT MUST BE DETAINED FROM APPROPRIATE CITY OR COUNTY OFFICIALS. 11. THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH OR FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS OR FILTERS SHOULD NOI BE INTRODUCED INTO THIS SYSTEM. - 8/9!95 j UPDATE FOR PERC TEST JF '��i� �P• , ,. ��a� N0. DAT REVISION I BY N Inti*�U� SMITH-BRUEGGER CONSTRUCTION, INC. -> PITKIN COUNTY, COLORADO OUNTR" NG/n'lERNvG y--- INDIVIDUAL SEWAGE DISPOSAL SYSTEM GATEWAY OF SNOWMASS MESA SUBDMSION LOT 4, BLOCK 2, FILING #1 HW COUNTRY ENOMERINC,4 NC. _ 923 COOPER AVENUE — — _ QLENm CO , CO 81601 DES. TPB CK. FILE N0 FSHEET1 OhBRJ ( )�5-8676 DR JF DATE 5/1/95 9J5004.06 1 GENERAL NOTES ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 11U�1 57 A 2. FITKIN COUNTY REGULATIONS OF INDIVIDUAL SYSTEMS. EVEN THOUGH ALL SUCH REOUIREMENTS SPECIFICALLY NOTED ON THE DRAWINGS. THE RESPONSIBLE FOR SUCH SPECIFIC DETAILS AS THE ABOVE-MENTIONED REGULATIONS FLOW: 4 BEDROOMS +2 PERSONS/BEDROOM .75 600 GPO= AVERAGE DAILY FLOW DESIGN = 1.955• AVERAGE - 117C GPD (FOR A SEWAGE DISPOSAL ARE NOT CONTRACTOR SHALL BE ARE REFERRED TO IN GALLONS/PERSON/GAY IS BED SYSTEM) SEPTIC TANK: MINIMUM TANk SIZE IS 1250 GALLONS. SENFRAL ABSORPTION TRENCH NOTES 1. TRENCH LENGTH SHALL NOT EXCEED 100 FEET. 2 THE BOTTOM OF EACH TRENCH SHALL BE LEVEL. 3 DRAINAGE DITCHES ARE TO BE PROVIDED ABOVE AND ARJUND TRENCHES, AS NECESSARY, TO PREVENT SJRFAa RUNOFF FROM ENTERING ABSORPTION AREA. 4. TRENCHES SHALL FOLLOW CONTOURS. "OFF" 10 O O e e 2" AIR VENT 2" FEEDER LINE TO DISTRIBUTION BOX OR SLOPED AT 1/8" PER FT. MIN. OJICK DISCONNEC OR UNION COIL AND TIE AN ADDITIONAL 10' OF WIRE FOR PUMP REMOVAL SUBMERSIBLE WASTEWATER PUMP SET MOTOR APPROX. 8" OFF FLOOR / NOTES: 1. SWITCHES TO BE MERCURY FLOAT TYPE, 2. FLOAT SWITCH DIMENSIONS ARE BASED ON A COPELAND 1000 GAL. TANK. (CISTERNI 3. DOSING TANK SHALL BE OF WATERTIGHT CONSTRUCTION. 4 ALARM SHALL BE BOTH AUDIBLE AND VISIBLE. LOCATED WITHIN THE HOUSE AND ON A CIRCUIT SEPARATE FROM THE PUMP. 5. PUMP SHALL BE CAPABLE OF AT LEAST 20 GPM O 45 FT OF HEAD. 'K (ELEVATION DIFFERENCE AND PIPE LENGTHS SHALL BE FIELD MEASURED BY C�ACTOR AND REFERRED TO ENGINEER FOR VERIFICATION OF PUMP PARAMETERS) DOSING TANK ARRANGEMENT - N. T -S. C *FIELD SIZE: PER PITKIN CCNJNTY EQUATIONS A ' !4-5Q _ 0. G".•5 O - MAX I MUFi{ L',)W A = _ 1170 — 0.0551.600)- 0.4 PER CDOH MINIMUM REQUIREMENTS FOR USE OF "INFILTRATOR' SYSTEMS IN BED, AREA REDUCTION — (0.4).A AREA. REQUIRED = 2892 SF��1735 SO. FT, �.� O 18 SO. FT. PER UNIT 96 UNITS 3, TOPSOIL: SOIL EXCAVATED FROM SITE ACCEPTABLE IF NO CLAY IS PRESENT. 4. VEHICULAR TRAFFIC IS PROHIBITED ON THE FIELD. 5. CLEANOUTS ARE REQUIRED AT ALL BENDS AND AT LEAST EVERY 100 FEET ALONG THE HOUSE SEWER. 6. INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS TO WITHIN 1/2 -FOOT OF FINAL GRACE. 7. LOCATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED. 8. PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM ABSORPTION AREA USING DRAINAGE SWALES AS NECESSARY. S. PERCOLATION RATE BASED ON REPORT BY HIGH COUNTRY ENGINEERING DATED MAY 5, 1995, 10. THIS DRAWING DOES NOT CONSTITUTE AN ISDS PERMIT. PERMIT MUST BE DETAINED FROM APPROPRIATE CITY OR COUNTY OFFICIALS. 11. THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH OR FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS OR FILTERS SHOULD NOI BE INTRODUCED INTO THIS SYSTEM. - 8/9!95 j UPDATE FOR PERC TEST JF '��i� �P• , ,. ��a� N0. DAT REVISION I BY N Inti*�U� SMITH-BRUEGGER CONSTRUCTION, INC. -> PITKIN COUNTY, COLORADO OUNTR" NG/n'lERNvG y--- INDIVIDUAL SEWAGE DISPOSAL SYSTEM GATEWAY OF SNOWMASS MESA SUBDMSION LOT 4, BLOCK 2, FILING #1 HW COUNTRY ENOMERINC,4 NC. _ 923 COOPER AVENUE — — _ QLENm CO , CO 81601 DES. TPB CK. FILE N0 FSHEET1 OhBRJ ( )�5-8676 DR JF DATE 5/1/95 9J5004.06 1 / L V I 1/ �ryp o o LOOP ROWS OF UNTIS Q OGETHER (TYP.) DISTRIBUTION BOX / X / / o S 90'00'00_E_.._.._.._.._.._.._.. ...... ...... ...... _.._.._.._.._.._.._.._.._.._.._.. 332.80' ` —130 1 � / • / O. a" PVC o 122 120 0� / tij�•' ' INSPECTION16 WELL / ' / / ._ .. 114 112 v. � _110 /. / Oh/ 40 PVC �� cF 108 AD)/. 00. 100 / EAA OUT / / SEE JgL�OW-UP THIS SHEET O - OR/AS-BUILT DIMENSIONS IV XVSs / O /�6/ S 0ETE�EPTICTANK bO . �\ d / L 0 T 9J e \ \ / / OOS NG9TANK PRECAST / 1 j `gay, 0� CLEANOUT (o / 01 0 dor / /I 0 1250 GAL. VRECAST CONCRETE SEPTIC TANK 1000 GAJc.' PRECAST `DOSING- TANK AS -BUILT BLOW-UP SCALE: 1"=10' PLACE 10 MIL PVC -,,.- LINER ON DOWNHILL SIDE OF TRENCH NATURAL BACKFILL BED CROSS SECTION (TYP.) N.T S O r°tie�� TO �.•\ - / P� GRAPHIC SCALE 20 0 10 20 40 1 I I I I TRATOR UNIT / 4" X 4' - TREATED POST INLET I REMOVABLE CAP CUT HOLE IN TOP OF INFILTRATOR UNIT FOR INSTALLATION OF INSPECTION WELL PIPE COUPLING PERFORATED PIPE INSPECTION WELL DETAIL N.T.S. ELEC. JCT. BOX RISER(S) TO GROUND SURFACE -CAULK/SEAL WELL Z f "ALARM" "ON" N WEIGHT "OFF" a 00 NOTES ( IN FEET ) 1 inch = 20 ft. GENERAL ABSORPTION TRENCH NOTES 1. TRENCH LENGTH SHALL NOT EXCEED 100 FEET. 2. THE BOTTOM OF EACH TRENCH SHALL BE LEVEL. 3. DRAINAGE DITCHES ARE TO BE PROVIDED ABOVE AND AROUND TRENCHES, AS NECESSARY, TO PREVENT SURFACE RUNOFF FROM ENTERING ABSORPTION AREA. 4. TRENCHES SHALL FOLLOW CONTOURS. F m 2" AIR VENT 2" FEEDER LINE TO FIELD, SLOPED AT 1/8' PER FT. MIN. SHALL DRAIN BACK TO TANK AFTER EACH PUMP CYCLE. QUICK DISCONNECT OR UNION COIL AND TIE AN ADDITIONAL 10' OF WIRE FOR PUMP REMOVAL SUBMERSIBLE WASTEWATER PUMP SET PUMP APPROX. 8" OFF FLOOR 1. SWITCHES TO BE MERCURY FLOAT TYPE. 2. FLOAT SWITCH DIMENSIONS ARE BASED ON A COPELAND 1000 GAL. TANK. (CISTERN) 3. DOSING TANK SHALL BE OF WATERTIGHT CONSTRUCTION. 4. ALARM SHALL BE BOTH AUDIBLE AND VISIBLE, LOCATED WITHIN THE HOUSE AND ON A CIRCUIT SEPARATE FROM THE PUMP. 5. PUMP SHALL BE CAPABLE OF AT LEAST 20 GPM 0 45 FT. OF HEAD. (ELEVATION DIFFERENCE AND PIPE LENGTHS SHALL BE FIELD MEASURED BY CONTRACTOR AND REFERRED TO ENGINEER FOR VERIFICATION OF PUMP PARAMETERS.) DOSING TANK ARRANGEMENT N T. S. �` ''� `\"_ 1pou In TtiR - - 1./A_ - -•- -#\ 1•rYE RAJ ] 26" REVD. PER HOUSE SIZE AND COUNTY REGS. 1 v "y�il1 (^ ��`� 6/9/95 I,c JF NO. DATE I REVISION --'r - III �) I�•I''1 r..�\? /S 1 r,_. _(q 1'�,li//��.)O r) �� ''I ''I � r. sowv= �' lC 33 > ITYy I I , 80 VICINITY MAP SECTION 34, T.8 S., R.86 W., 6th P.M. WOODY CREEK QUADRANGLE SCALE: 1"=2000' GENERAL NOTES 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PITKIN COUNTY REGULATIONS OF INDIVIDUAL SEWAGE DISPOSAL SYSTEMS, EVEN THOUGH ALL SUCH REQUIREMENTS ARE NOT SPECIFICALLY NOTED ON THE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUCH SPECIFIC DETAILS AS ARE REFERRED TO IN THE ABOVE-MENTIONED REGULATIONS. 2. FLOW: 3 BEDROOMS *2 PERSONS/BEDROOM *100 GALLONS/PERSON/DAY IS 600 GPD = AVERAGE DAILY FLOW. DESIGN = 1.75* AVERAGE = 1050 GPD (FOR A BED SYSTEM) SEPTIC TANK: MINIMUM TANK SIZE IS 1250 GALLONS *FIELD SIZE: PER PITKIN COUNTY EQUATIONS: A = DESIGN FLOW A - Q X Nft 0 - MAXIMUM FLO`:V A = 1050 , \140 5 t = PERC RATE 5 PER COUNTY REQUIREMENTS FOR USE OF "INFILTRATOR" SYSTEMS IN BED, AREA REDUCTION = (0.7)*A AREA REQUIRED = 1328 S.F. - 30% = 930 SQ.FT. 0 18 SQ. FT. PER UNIT = 52 UNITS 3. TOPSOIL: SOIL EXCAVATED FROM SITE ACCEPTABLE IF NO CLAY IS PRESENT. 4. VEHICULAR TRAFFIC IS PROHIBITED ON THE FIELD. 5. CLEANOUTS ARE REQUIRED AT ALL BENDS AND AT LEAST EVERY 100 FEET ALONG THE HOUSE SEWER. 6. INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS TO WITHIN 1/2 -FOOT OF FINAL GRADE. 7. LOCATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONC AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED. 8. PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM ABSORPTION AREA USING DRAINAGE SWALES AS NECESSARY. 9. PERCOLATION RATE OF 40 MPI BASED ON REPORT BY HIGH COUNTRY ENGINEERING DATED MAY 5, 1995. 10. THIS DRAWING DOES NOT CONSTITUTE AN ISDS PERMIT. PERMIT MUST BE OBTAINED FROM APPROPRIATE CITY OR COUNTY OFFICIALS. 11. THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH OR FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS OR FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM. D MAY 15 1997 ENVIRONMENTAL HEALTH ASPEN / PITKIN RECORD DRAWING 4/16/97 SWING TIES AND NUMBERS IN PARENTHESIS INDICATE FIELD MEASUREMENT.) THIS RECORD DRAWING HAS BEEN PREPARED BASED ON INFORMATION SUBMITTED, IN PART, BY OTHERS. WHILE THIS INFORMATION IS BELIEVED TO BE RELIABLE, THE ENGINEER IS NOT RESPONSIBLE FOR ITS ACCURACY, NOR FOR ERRORS OR OMISSIONS WHICH MAY HAVE BEEN INCORPORATED INTO THIS DOCUMENT AS A RESULT. 3 4/16/97 1 RECORD DRAWING RAJ 2 2/13/96 REVD. PER HOUSE SIZE AND COUNTY REGS. JF 1 6/9/95 UPDATE FOR PERC TEST JF NO. DATE I REVISION BY SMITH-BRUEGGER CONSTRUCTION, INC. PITKIN COUNTY, COLORADO INDIVIDUAL SEWAGE DISPOSAL SYSTEM GATEWAY OF SNOWMASS MESA SUBDIVISION LOT 4, BLOCK 2, FILING #1 HIGH COUNTRY ENGINEERING, INC. 923 COOPER AVENUE GLENWOOD SPRINGS, CO 81601 DES. TPB CK. FILE NO. SHEET 1 O6BRU () 945-8676 DR. JF DATE 5/1 /95 95004.06 OF 1 wim