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HomeMy WebLinkAboutpitkin.eh.264511101002 (1993)>� ER3'J1R01--,1MEiVTA HE A�-rH ©EPARTMEl W ' INDIVIDUAL SEWAGE DISPOSAL PERMIT NO.__© TPP% OF PERMIT: R Initial Construction ( lEmergasicy use ( )Repair Work,(Pievioua Permit 1 .) ( )Alteration of -an existing syrtem, or installation (Previous Permit 1 _ ( )Uoa Permit as As result of Sala ( )Others ISSUED TO: DATE OF ISSUE. �. 3 FRED r-al-TSr1flNS Owuer ._GAFF A ELIPr D e f1u�ErJT/! S Home Phone_ _ Business Phone. _ Mailing' 7 2 Address .27 5`J �o S tjQ a �� AgA ent �� ST2Qg ii SS e) C 6 y ��` M J,.eci, _Phone SSI.& - "f � 7'- y -7-?-Z en Address SIS t: SFli�'TA �taRr� 32t!i t�jA !1 `7 Po lbo'( ye57/ Sfj&iVM34SS, Sewage Di.• sal System Work to be perform -ad by A 2?i1 Lo 02 ic' S 37lof 5Mi.wMA-ss This permit v i only for premises location by the fol ing legal dcucription: �- IN (� — Ile L SLLab s IAT 5ItE �[ ,� . NATER SUPPLY. A Illi r;-t� IA) c L L • 11VERA(:£ e£r<tOLATIO t BATF. 3 g�p__j___. ,hit Individual Sevago Disposal Permit is granted with regard to the following use:Simc - Fi4M3L�T CA&4et t?J2.iAtilr� ,<uribcr of: . Aodreom-2 Lofts Garbage Disposals Dishwashera_— 22_ Clothes Washers CALCULATED A.VERACE DAILY WANE LOAD CALLONS. :'HE NATURE OF THE SYSTEM, INCLIMED UNDER THIS PERMIT:. Sd .�f Tank orTreatment Units Tank. Capacity---LS:---- of of Final DisAborpio. AreSquare eFlelent HHiinniimruinaa paD e _ r.iption (including brand name, if any) of other equipment or appurtnancesi _r Conditions or Specifications STAGES REQUIRING INSPECTION BY THE HEALTH DEPARTMENT: `,9 ( )Before Excavation ( )Upon completion of excavation and prior to placement of gravel ( Ikcfore cfverin-7 istributi nfield (Prior to backfill of any component ( tether, Specify: Ices and specifications of the proposed sewage disposal system have been cevieved and are considered satisfactory. permission hcrcb granted to tlio owner, or his agent to perfnrm the work indicated above in accordance with the Pitkin County Individual vispesal Renulations in effect on the date of issue. In addition to general provisions set forth on Ybe reverse hereec; r.is permit is subject to the following additional terms and conditions: _ APPROVED FOR ISSUE BY c (title) _ AIti oY.<ive inhividual ■cirayo disposal systca inatallcd by tx•cn la::pocic<1 [ur use ,by n rcprcacntativc cf the Ass:en 1'it in i nvironr�nta .lice t.. Dep-irt�ocnt. k�nsib!lily in Case of failure or inadequacy of thin 9Cw\4jC disposal system. Complete ns -built dr.:wing attached. DATE OF FINAL 2SPECTION �/ 3�r'I 3 ��N �P�URG0 6 BY: TiT0�;LE. �Qe LT � c�7 -7fy,� - j sir- aTu�l�Td 130 South Galena Street Aspen, Coi-arodo 61611 303/S20-15070 s ASPENOPITKIN ENVIROC (ENTAL HEALTH OEPARTr 'NT o - X3133 INDIVIDUAL SEWAGE DISPOSAL PERMIT N0. TYPE OF PERMIT: Initial Construction ( )Emergency Use ( )Repair work.(Pcevious Permit i .) ( )Alteration of an existing system, or installation (Previous Persait 1 ( )Uoe Permit as a result of Sale ( )Othors ISSUED TO • DATE OF ISSUEf Falb Fei-TSHAAS �- Qwner�y p FFn (�s�.r3 t 2 FST rl_Home Phone Business Phone Mailing p Addresg- ° hr �D� IU�i�t� S �$ `✓�Lo-7ZZ U Agent �} ? '.� s o bu T' M Phone $ I g) L% 17 y Z2 :- Mailing :'06 S< t� --- q 3– S17-5 \ Address �jr'S �.�lN?� urar{�R�AbI/} qob'% ��or/AI 11e/-rf/J Sewage Disposal System Work to be performed by�' S h% o ur fy 5 s K CSD s,.low ,alas g 37te8 This permit valid only for premises Location by the -following legal descriptions L 1 N ]h D E L S. -L 6 .^ L b T iZ U �a G AVERAGE PERCOLATION RATE. 3 C1 P l P L LOT SIZE _(. • WATER SUPPLY i) F_ LL This Individual sewage Disposal Permit is granted with regard to the following use: 5 iJ'r_La-FAM!l.a! Nutaber of: bodicoms Lofts Garbage Disposals 4X Dishwashers LV_ Clothes Washors CALCULATED AVERAGE DAILY WASTE LOAD GALLONS. THE NATURE OF THE SYSTEM INCLUDED UNDER TRIS PERMIT:. NI)#J M++t►l N of Tank or Treatment Units PT r- r�1Ul� Tank. capacity An Gallon Ninimua r.hod of Final Disposals LE A C W E b '"T ip-i1 /u C fl � j Abaotptio0 Area ID Square Feet minimum .cription (including brand name, if any) of other equipment or appurtn-ncess ` -thcr Conditions or Specificationss STAGES REQUIRING INSPECTION BY THE HEALTH DEPARTMENT: ( )Aefore Excavation ( )Upon completion of excavation and prior to placement of gravel Before Xsystem ofvering absorptionfield distribution (Prior to backfill of any component ( )Other, Specify: Plans and specifications of the proposed sewage disposal system have been reviewed and are eonsi.icred satisfactory. PernlssiOn ix hereby granted to tl:e owner or his aacnt to perform the work indicated above in accordance with the Pitkin County Individual Sewa;e Disposal Re-iulations in effect on the date of issue. In addition to general provisions act forth on the reverse hcr_e2, this Permit is sutject to the following additional terns artd conditions: - - APPROVED FOR ISSUE BY (title) Tlhc aNive individual sc'.ago disposal system installed by has txcn ln::pcctcd for use t,y a rcprnscnt.ttivc cf the Aspcn Pit kin L.nvlronf�'flta Lica t.. Dcp•�rtmcnt. 7h.� uw•nac aa'iU.:A7 a 1 rczlx>nsibility in case of failure or inad �uacy of thio sews a disposal aystcG pleto`as- silt drawing attached. V,' ( 3 DATE OF F� NAL ICi'PECTIOi 4 k TITLE _ IlY 1 '130 South G en Street A en, Colorado 81611 /303/S2�1�-5070 3 .G Q I iwi , - r '1-I�11''/E I �U. -� % ASPEN4bPITKIN ENVIRDrYMEN T'AL HEALTH 0FRPARTMEN7 APPLICATION FOR AN INDIVIDUAL SEWAGE AISPOSAL•PERMIT NamO o f OWNERt 5 - N I6PHONE Address Of OWNER CO M QP_I OA.D,�.oS `�/�F��: � « 29 Name of APPLICANT ' S f SS ; ,c ► . J; PHONE 91!L4 rT—�I 7Z a �r ANfT TO BEs ( )Picked Up - ()(Mailed tot TYPE• Or )PERMTri 04New installation ( )itspair ( )'owner W Applicant i Jtmorgoncy use ( )Alteration NOT dun to fall, n_At;qN oP PnOroSED SYSTEMt 2 3 -%l `7 v� st7e 19a1 Description gag S�t424r aczgkz®4wLlotee5m ,tom _ w.�_.._ aleck >•111nq subdivision, W IJ.D -I CPFTid Sire of Lot .cr -pr* or, sTRt;&ru Rr..7 (o Singla Family Dwelling ( )Others Do you plan any further additions to the residence} ( )YES ( )NO ,. of bedroome A No, of u3fts No. of Oarbagn bi■poaala we.* of Automatic Dishwashers ? 1. of Automatic Clothes Washer■ 4TPR SVPPLYs OoPrivate Well, Depth ��` or ( )Public, Nong Of System ( )Spring ( )Stream or Creek PF.S O! INDTVIDUAC. SEHA�E DTSP05AL SYSTEM PROP_OSF.4s )6.^.eptio Tank/Abaorption Field ( )Aeration Plant/A1>&orption Field ( )Compostinq Toilet ( )Incineration Toilet ( )Mound )Aacyclihq, potable use ( )Aocyclinp, other use ( )VAult Privy ( )OthoYs le'initial site inepeq%ten must be arranged with thw. Xo1pnn/Pitkin rnvironmcntal Health Department (925-2020, 800-9130 a,in.) -for* a permit Can bC i7;Ytd, The individual v%w4gq disposal permit must be iss,.ad 6afora a building permit can be obtained. ;HAL IHSPCCTION APPROVAL MVST BE GIVEN BY THC A9PfN/PITY1N CNVZAONMENTAL HCALTH OCPARTMFNT PRIOR TO BACKFILLING ANY PORTION ' THS SYSUM. ,plication for an individual sewaya disposal permit in hereby submitted, The unzersigned acknowlcdgea that the above lnformatior i true and that false or tlon will vel ata the application and any subseqF/47�3 gnature of Applicant DATE (This application becomes. Invalid 12 months from the above date.) NOTE: PLOT PLAN muut be filed with this application. Please locAte the following items by measured distances: 1. Property lines and dimensions. t. Proposed and existing water wells on subject property and adjacent property. 3. Domestic watar service lines. 4. Propocod and existing buildings, driveways, and other strubturec. S. Streams, Eike• n, panels, irrigation ditches, and other water courses, i. Proposed and existing individual sewage systems on subject property. ) SUDM7:T A REVXSED PLOT PLAN PRIOR TO CONSTRUCTION IF INSTALLATION IS TO BE CHANGED FROM ORIGTNAi, PLAN.' TAe underslgd hereby acknowledges receipt qt this lndlvldual ■awayq disposal permit j,P11oAt on and a perm fee in the amou ttaceipt NVmbor � , Data Pee Rcocived ! ,by Administrstivo OfGCQC 130 South Galena Street Aapen, Colorado 01611 303/92 �a2020 f APPROXIMATE SCALE' I" = 400' 8�1G.Z9 LO T BOUNDARIES e LOT 2 LOT I i u; u0 ;J PKo poi ED PWA 1'N ____ BUILDING I ENVELOP I SNOWMASS CREEK i 1 L- 3 4 321 91 1 ChenONorthern, lnc. I V ICINITY MAP Fig. l APPROXIMATE SCALE 1 I" = 40' Z41,4ti PROPOSED ` RESIDENCE \ ` `bO o � 0. � p N I 1 � l BUILDING \ ENVELOPE ,Z.3u c•�'' 90 4 321 91 1 Chen ONorthern, I nc. I LOCATION OF EXPLORATORY BORINGS I Fig. 2 a I I dz4 ;;OL4 It �' wk4), �,� t A OE 1-1 fps GSoo �� �ti3 A-c� / SCHMUESER .40ON MEYER INC. October 30, '1993 ,john Keith c/o Mr. Buzz Feitschans P.O. Box 415 Snowmass, CO 81654 .24 �s. //— 0/ - D. Box 2155 Aspen, Colorado 81612 (303) 925-6727 Fax (303) 925-4157 CONSULTING ENGINEERS & SURVEYORS NOV 1 1 1993 i ENVikoi, DENTAL HEALTH ASPEWPITKIN 00�2, Subject: individual Sewage System for the Feitschans/DeLaurentiis Residence on a Parcel of I and I of 2 I incl/Knnnnl Subdivision numbered as 3768 Sno`.:Imass Creek Road Dear John, As requested, Nelson Environmental and Wastewater Solutions, Ltd. and Schmeuser, Gordons N/lawar FnninAerinn hnwo narfrrmeri an evalNiation Of the find dnrcinrn anA construction of the septic system for the referenced property. Vve orter our comments to SatiSfv the Acnan/Pitkin C of lnty Envirnnmantal Health Department rent iirement that thrr, system Installed has a high probability of functioning satisfactorily for many years to comp Minimum Pitkin Countv Reauiraments: Thn fWn_StnnirnSirlenr a iNnrla r rnnStrNi f -tion iS tr) he a fn"r_ha rJrr)nm Siv hathrnnm hnNivza y , with an attached one bedroom caretaker unit. There is an existing well on the property. The nr�rnerf yi !S apprnvimatel\r d? a(-reS In si7a The percolation rates measured in the clave, Silt SubSolls :niernc, meas ir,vrrl at an--yerage of 38 minutes per inch. The minimum Pitkin County requirements for this installation are based on a system for five bedrooms and a flow of 750 gallons per darn This flo:nr would re Uire a septic tank of 1500 gallons minimum volume, and normally, a minimum of 2750 square feet of standard absorption trench. r• On-site Wastewater Disposal Installation-. InStead pf !;Sinntrnnnrhec hnUJC2.�/er a StanriarH ahSprntion bed was installed fe)r the ,y , r. septic system of the residence. it consisted of an excavation forty feet (40*) wide and ninety -f -e- (95%') Innnr The total bottom nYea fnr Mhznrntinn /ncz *- (Rnn Sniiarn feet. 1001 Grand Avenue, Suite 2-E • Glenwood Springs, Colorado 81601 9 (303) 945-1004 • Feitschans/DeLaurentiis Residence Lot 2, Lind/Koppel Subdivision 376e Snowmass Creek Road Individual Sewage System Design October 30, 1993 Page 2 The gravel hod contained 4 -inch (4") nPrforsterl distriNition nine nlaned nn six -font centers. A minimum of tweive-Inorhes (12"j of i 1/2 -inch diameter gravel was placed under the distribution nipes. A sufficient amount of additional grave! was placed around and over the distribution pipe and to bed and cover the pipe with a minimum of two inches (2") of gravel. The bottom of the bed was ripped and scarified to avoid any compaction of the soil. The seepage bed was located in an area which met all of the minimum setback requirements of Pitkin C OUnty and the C:nlnmrin np.nartment of Health from the well, stream an -a' residence. A distribution box was placed In the system to equalize the flow to each of the iines. This distribution box was placed between the septic tank and the leaching field distribution pipes, and connected to each with a piece of solid PVC pipe. On the basis or` the described installation, as can be verified with the available photographs, it is our opinion that the system will function well, and is in emmnliance with or exceeds all of the minimum requirements established in the Colorado Department of Health, Guidelines for Individual Sewage Disposal Systems (Revised 1988). The total absorption area for a seepage heti Linder these guidelines is ???n square feet. Sufficient care was taken during construction to minimize damage from compaction and smearing. If you have questions or if we may be of further assistance, please call the office. Sincerely Obert F. Nelson _ay ammnnri P. F_ \�����uuWuu!�nUrrii BEG Registered tnvironniental ��`` �, o • �'%, Health Specialist Schmeuser, Gordon, Mey4 09 M78• a � �2. c �� •She �V IONAv riini!�ln;n,.,r SCHMUESER GORDON MEYER, INC 7,FLtk LlLfCN-rrr s 3 7(et Ck- 2 3 t. 5 x 7� y_ 1 i Y� i /000 y D ur� v� c. �¢tiu c� e�.r o-� .�� Nelson Environmental & Wastewater Solutions, Ltd E W June 8, 1993 S Mr. Buzz Feitschans P.O. Box 415 Snowmass, CO 81612 Attention: John Keith Subject: Soils Evaluation and Percolation Test for Individual Sewage System Design for a Parcel of Land, Lot 2, Lind/Koppel Subdivision, numbered as 3768 Snowmass Creek Road Dear Mr. Feitschans, As requested, Nelson Environmental and Wastewater Solutions, Ltd., performed a soils study and percolation tests on the subject property to design a septic system for the proposed Feitschans/DeLaurentiis residence. We conducted this study according to Section 4-5 of Pitkin County Regulations Individual Sewage Disposal Systems on Thursday, June 3 and Saturday, June 5, 1993. We have based our recommendations on the subsurface conditions encountered. Please furnish this letter to the Aspen/Pitkin Environmental Health Department at your earliest convenience to obtain a permit to construct this individual sewage system. Proposed Construction: The planned residence is a four bedroom, five bathroom, two-story frame house with an attached caretaker studio apartment. The property is served by an individual well dug into the shallow alluvium along the creek bed. The lot is approximately 42 acres in size. Site Conditions: The site is a lot in the Snowmass Creek Valley. Snowmass Creek borders the property on the East. The building site is approximately 20 feet above and 60 to 200 feet from Snowmass Creek. The ground surface, which appears natural in the proposed area of the absorption field, slopes rather gently to the Northeast at a 5% grade. There are no natural drainages or irrigation ditches in the immediate area. Subsurface Conditions: A soil profile pit, within 15 feet of the proposed absorption area, was excavated to a depth of nine feet. The excavation encountered no free groundwater and the subsoils were moist. Bedrock was not present within nine feet of the surface of the ground. The soil P.O. Box 6961 Snowmass Village, CO. 81615 Office (303) 923.3289 Home (303) 923.2766 Feitschans/DeLaurentiis Residence Soils Evaluation and Percolation Test for Individual Sewage System Design June 8, 1993 Page 2 texture was a clay loam to 4 1/2 feet, with some decrease in the clay content at depth. There were some loose cobbles, ranging in diameter from six inches to over four feet, intermixed with the soil matrix from four and one-half feet down. The subsurface soil conditions were evaluated with the standard percolation test procedures at the approximate location shown on Figure 1. The first sets of test holes were excavated with a backhoe to a depth of three feet and a small hole hand dug in each before our arrival at the site. Several inches of gravel placed on the bottom of each hole. The subsoil, in which the percolation testing was done, consisted of a clay loam to a sandy clay loam. These dark grayish brown to tan soils were well consolidated, and showed some tendency to swell. Some smearing and compaction was observed in the profile pit and percolation test holes. The second set of test holes was prepared in a similar manner. However, they were done by this company with more care. We placed three inches of gravel in the test hole after all loose soil had been removed and the test hole sidewalls roughened. The test hole preparation avoided smearing the test hole surfaces and scouring the sidewalls when water was added. Percolation Testing: Percolation testing was performed in the proposed absorption area northeast of the building foundation excavation. Three shallow holes in each trial were hand dug at the bottom of a shallow backhoe excavation to a total depth of between thirty-six and forty-two inches. In the first trial, the percolation holes had been excavated earlier and pre-soaked the morning before testing. The contractor added water the evening before and continued to add water approximately eight and four hours before beginning the percolation test. When the test began, the middle two test holes (P-2 and P-3) contained about 11 inches of water. The hole farthest north had three inches in the bottom. The hole farther (P-1) to the South was empty. In the second run, water was added by this company every two hours for approximately seven hours before beginning the percolation test measurements. We made an effort to keep the gravel on the bottom of each test hole submerged. The results of the percolation testing are presented in Table I for each trial. These results indicate the clayey silts soils have an average percolation rate of 38 minutes per inch and are acceptable for a conventional infiltration design for the on-site sewage Feitschans/DeLaurentiis Residence Soils Evaluation and Percolation Test for Individual Sewage System Design June 8, 1993 Page 3 system. Limitations: This report has been prepared according to generally accepted practices in this area for use for sewage disposal design purposes. The conclusions and recommendations submitted in this report are based upon data obtained from our site visits at the location indicated. There is some possibility that the nature and extent of variations in the subsurface soils across the site may not have been evident at the time of this investigation, and may need additional evaluation if further excavation reveals conditions different from those described. This office should be advised of any unusual situations as soon as possible so we may reevaluation of our recommendations. If you have questions or if we may be of further assistance, please call the office. Sincerely, Robert F. Nelson, R.E.H.S. President Reviewed By: A) 4 a Hammond, P.E. Schmeuser, Gordon, Meyer Engineering Nelson Environmental & Wastewater Solutions, Ltd. E 39 10 5 1/2 4 5/8 (refill) 10 5 TABLE I 4 13/16 W (refill) 10 5 9/16 4 3/4 (refill) 10 PERCOLATION TEST RESULT FORM 1/16 S (refill) 10 5 5/8 9 3/8 10 Length Depth at Depth at Average 5 Hole Hole of Interval Start of End of Percolation No. Depth(in.) (Minutes) (Inches) (Inches) Rate(Min./Inch) 13/16 10 TRIAL 1 - 6/3/93 8 11/16 1 41 20 6 1/4 5 5/8 9/16 10 20 5 5/8 5 1/4 3/8 10 20 5 1/4 5 1/4 80 Note: (refill) 20 6 3/4 6 5/16 of hole 6 37 10 20 6 5/16 5 15/16 53 2 38 20 3 1/4 3 3/16 1/8 (refill) 10 20 3 3/16 3 1/8 5/16 (refill) 10 20 3 1/8 3 1/16 3/8 (refill) 10 20 3 1/16 2 15/16 1/2 20 Feitschans/DeLaurentiis Property 20 2 15/16 2 13/16 160 Road 3 38 1/2 20 4 3 3/4 of Percolation Test: 6/5/93 20 3 3/4 3 5/8 20 3 5/8 3 3/8 20 3 3/8 3 1/4 20 3 1/4 3 80 TRIAL 2 - 6/5/93 4 39 10 5 1/2 4 5/8 (refill) 10 5 5/8 4 13/16 (refill) 10 5 9/16 4 3/4 (refill) 10 5 3/4 5 1/16 (refill) 10 5 5/8 9 3/8 10 5 5/8 4 7/8 13 5 39 10 9 1/4 9 10 9 8 13/16 10 8 13/16 8 11/16 10 8 11/16 8 9/16 10 8 9/16 8 3/8 10 8 3/8 8 1/4 80 Note: Rock in bottom and sidewall of hole 6 37 10 21 3/4 20 7/8 (refill) 10 21 3/4 21 1/8 (refill) 10 21 7/8 21 5/16 (refill) 10 22 21 3/8 (refill) 10 22 21 1/2 20 Feitschans/DeLaurentiis Property 3768 Snowmass Creek Road Date of Percolation Test: 6/5/93 P.O. Box 6961 Snowmass Village, CO. 81615 Office (303) 923.3289 Home (303) 923.2766 1, (4-^ "JO(A)AIAS5 -rop o r - FIGURE I Feitschans/DeLaurentiis Residence Lot 2, Lind/Koppel Subdivision 3768 Snowmass Creek Road FO -11, P - 22 F-61 IX e-, r�� > SUBSOIL STUDY FIR FOUNDATION DESIGN PmFK)SID FEITSCIMNS_RLSIDFIIO , LfJT 2, LIND-ICOPIEL SUBDIVISION PITKIN 00UH17Y, CJOLOPADO JOB NO. 4 321 91 JULY 30, 1991 MAR 2 3 1993 BUNGING INSPECTOR. � f 1 "r+f 11C. cheIlNO[iI1C(-11,� .�` �' • Ci oad 154 . > J^' le-, G�crr.•.uouSPnFKjs.CoiaadoOFGOF G ' 303945 7450 303 94'52:163 facs-ndFc SUBSOIL STUDY FIR FOUNDATION DESIGN PmFK)SID FEITSCIMNS_RLSIDFIIO , LfJT 2, LIND-ICOPIEL SUBDIVISION PITKIN 00UH17Y, CJOLOPADO JOB NO. 4 321 91 JULY 30, 1991 MAR 2 3 1993 BUNGING INSPECTOR. MAW 18 • *•. 2I•/M. CONCLUSIONS 1 PURPOSE AND SCOPE OF STUDY 1 PROPOSED CONSTRUCTION 2 SITE CONDITIONS 2 FIELD EXPLORATION 2 SUBSOIL CONDITIONS 3 FOUNDATION RECOMMENDATIONS 4 FOUNDATION AND RETAINING WALLS 5 FLUOR SIIMS 6 UNDERDRAIN SYST M 7 SITE GRADING _ 8 SURFACE DRAINAGE 8 LIMITATIONS 9 FIGURE 1 - VICINI'T'Y MAP FIGURE 2 - LOCATION OF EXPLORATORY BORINGS FIGURE 3 - LOGS OF EXPLORATORY BORINGS FIGURE 4 - LBSEND AND NOTES FIGURE 5 - GRADATION TEST RESULTS (�I�i'n`=Nnrllir�rn In� A field exploration •r in the The proposed residence should be founded with spread footings bearing on the natural granular soils and designed for an allowable soil bearing pressure of 3000 psf. other design and construction criteria relating to geotechnical aspects of the proposed residence are presented in the body of the report. �� •• a .�� • s This report presents the results of a subsoil study for a proposed residence to be located on Lot 2, Lind -Koppel Subdivision, Pitkin County, Colorado. The project site is shown on Figs. 1 and 2. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our agreement for geotechnical engineering services to Acme, Inc., dated June 12, 1991. A field exploration program consisting of exploratory borings was conducted to obtain information on subsurface conditions. Samples obtained during the field exploration were tested in the laboratory to determine engineering characteristics of the on-site soils. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. The results of the field exploration and laboratory testing are presented in the report. This report has been preparers to summarize the data obtained during this study and to present our conclusions and recommendations based on the proposed Chrn = Nnrl horn (nc -2- constriction and the subsoil conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed residence are included in the report. The proposed residence will be a two-story log structure with a partial basement. Ground floor will be structural over crawl space with slab -on -grade in the basement area. Grading for the structure is assumed to be relatively minor with cut depths between about 2 to 8 feet. We assume relatively light foundation loadings, typical of the proposed type construction. If building loadings, location or grading plans change significantly from those described above, we should be notified to reevaluate the reconm)endations contained in this report. S= COND=ONS The building site is a relatively level alluvial terrace above and to the west of Snowmass creek_ The site slopes steeply down to the north near_ the northeast corner of the building envelope as shown on rig. 2. Vegetation at the site consists of grass, weeds and scattered scrub oak. Me site is currently vacant. Mpu�• ! e Y • . The field exploration for the project was conducted on July 1, 1991. Two exploratory borings were drilled at the locations shown on rig. 2 to evaluate Chon i` Nor-(hrrn hir r 4 � ' r - constriction and the subsoil conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed residence are included in the report. The proposed residence will be a two-story log structure with a partial basement. Ground floor will be structural over crawl space with slab -on -grade in the basement area. Grading for the structure is assumed to be relatively minor with cut depths between about 2 to 8 feet. We assume relatively light foundation loadings, typical of the proposed type construction. If building loadings, location or grading plans change significantly from those described above, we should be notified to reevaluate the reconm)endations contained in this report. S= COND=ONS The building site is a relatively level alluvial terrace above and to the west of Snowmass creek_ The site slopes steeply down to the north near_ the northeast corner of the building envelope as shown on rig. 2. Vegetation at the site consists of grass, weeds and scattered scrub oak. Me site is currently vacant. Mpu�• ! e Y • . The field exploration for the project was conducted on July 1, 1991. Two exploratory borings were drilled at the locations shown on rig. 2 to evaluate Chon i` Nor-(hrrn hir --3- the subsurface conditions. Boring locations were determined based on building location information provided by Dan Iarris on June 21, 1991. The borings were advanced with 4 -inch diameter continuous flight augers powered by a truck- mounted CME -55 drill rig. The borings were logged by a representative of Chen -Northern, Inc. Samples of the subsoils were taken with 1 3/8 -incl sampler. The sampler was driven into the subsoils at various depths with blows frcm a 140 -pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. Tie penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Fig. 3. The samples were returned to our laboratory for review by the project engineer and testing. M. "IT. IImr0e)I!INOMMto)k% The subsoil conditions encountered at the site are shown graphically on Fig. 3. The subsoils consist of about 1 foot of topsoil overlying relatively dense, silty to clayey sandy gravels containing cobbles and boulders. Drilling in the dense gravels with auger equipment was difficult due to the cobbles and boulders and drilling refusal was encountered in the deposit. Laboratory testing performed on a sample obtained from the borings included natural moisture content and gradation analyses. Results of gradation analyses performed on a small diameter drive sample (minus 1 1/2 -inch fraction) of the natural coarse granular soils are shown on Fig. 5. No free water was encountered in the borings at the time of drilling and the subsoils were slightly moist to moist. C hm-=NortDern.1nc. P -4 - At the time of. our field work, the building was proposed between Borings 1 and 2, southwest of the building location shown on rig. 2. The building site was moved to the northeast after our field work was complete. Soft soils and shallow groundwater were observed near the northwest building corner shown on Fig. 2. The subsoil conditions encountered in the soil borings may be different from those at the north side of the current proposed building location. considering the subsoil conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the building be founded with spread footings bearing on the natural granular soils. Me design and construction criteria presented below should be observed for a spread footing foundation system. The construction criteria should be considered when preparing project documents. 1) Footings placed on the undisturbed natural granular soils should be designed for an allowable soil bearing pressure of 3000 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 42 inches below exterior grade is typically used in this area_ 4) Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least to feet. Foundation walls acting as retaining structures should also be designed to resist lateral earth C,hen==Nrihrrn hir _5 pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) All existing topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to relatively dense natural granular soils. If water seepage is encountered, the footing areas should be dewatered before concrete placement. 6) A representative of the soil engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. RIPSTRIPITS710""11i i� Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 50 pcf for backfill consisting of the on-site granular soils. Cantilevered retaining structures which are separate from the residence and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure kited on the basis of an equivalent fluid unit weight of 40 pcf for backfill consisting of the on-site granular soils. All foundation and retaining structures should be designed for appropriate surcharge pressures such as adjacent buildings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls_ -6- • Backfill should be placed in uniform lifts and compacted to at least 90$ of the maximum standard proctor density at a moisture content near optimum. Backfill in pavement areas should be compacted to at least 950 of the maximum standard proctor density. Care should be taken not to overconpact the backfill or use lanae equipment near the wall since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected even if the material is placed correctly and result in distress to facilities construct -,ed on the backfill. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.50. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 400 pcf. `Ilhe coefficient of friction and passive pressure values recommended -above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, Particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be a granular material compacted to at least 950 of the maximum standard Proctor density at a moisture content near optimum. rIDOR STABS The natural on-site soils, exclusive of topsoil, are suitable to support lightly to moderately loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing Ino 1 ' -7- walls 7 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. All fill materials for support of floor slabs should be acted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on-site gravels devoid of vegetation, topsoil and oversized rock. Although free water was not encountered during our exploration, it has been our experience in mountainous areas 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 constriction, 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 ('hc,w=NnrIhc,rn Inr sieve and have a maximum size of 2 inches at least 2 feet deep. The drain gravel backfill should be SITE GRADING The risk of construction induced slope instability at the site appears low provided the building is located on the relatively flat portion of the building envelope and cut and fill depths are limited. We assume the cut depth for the basement level will not exceed one level, about 6 to 8 feet. Fills should be limited to about 8 to 10 feet deep, especially at the downhill side of the residence where the slope steepens. Em�ent fills should be compacted to at least 951. 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 impacting to 95% standard Proctor density. The fill should be benched into the portions of the hillside exceeding 20 grade. Permanent unreta-ii-ted cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter. 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. The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: Chen = INorihorn. Inc r -9- W 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 ccaMcted 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. 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 paved areas. Free - draining wall backfill should be capped with about 2 feet of the on-site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 1 IONV M • This report has been prepared in accordance with generally accepted soil and foundation engineering practices in this area for use by the client for design purposes. The conclusions and recommendations submitted in this report .are based upon the data obtained from the exploratory borings drilled at the locations indicated on Fig. 1 and the proposed type of construction. The nature and extent of subsurface variations across the site may not become evident until excavation is performs. If during construction, fill, soil, rock or water conditions appear to be different from those described herein, this office should be advised at once so reevaluation of the recoimmendations may be made. Chen Northun. hic. -10 - We recomTend on-site observation of excavations and foundation nearing strata and testing of structural fill by a representative of the soil engineer. Sincerely, CHEN-NOR`iIMM, INC. Thomas L. Allen Reviewed By Daniel E. Hardin, P.R. TLA,/ec Clicn-=N�r�l�ern (nc- r ' . APPROXITrATE. SCALE I" - , 40' PROPOSED \ RESIDENCE BORING 2 BORING I 10 I i \ 1, 1 BUILDING \ i ENVELOPE \ I 10 4 3214 321 911CtenONorthan,Inc•I LOCATION OF EXPLORATORY BORINGS Fig 2 LEGEND: ® Topsoil; sandy clay with gravel, stiff, slightly mo.ist, brown. •o Gravel (GC); sandy,' clayey.,' very dense, slightly moist, brown, with cobbles and boulders. Drive sample; standard penetration test (SPT), 1 3/8 -inch I.D., split spoon sample, ASTM D-1586: 25/12 Drive sample blow count; indicates that 25 blows of a 140 -pound hammer falling 30 inches were required to drive the SPT sampler 12 inches. Practical rig refusal. Where shown above bottom of log, indicates multiple attempts were made to advance the boring. NOTES: 1. Exploratory borings were drilled on July 1, 1991 with a 4 -inch diameter continuous flight power auger. 2. Locations of exploratory borings were based on building location i.nformation provided by the client. 3. Elevations of exploratory borings were obtained by interpolation between contours on the site plan provided. 4. The exploratory boring 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 boring logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the borings at the time of drilling or when checked eight days later. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) +4 = Percent retained on No. 4 sieve -200 = Percent passing No. 200 sieve 4 321 91 1 ChenONorthern, Inc. Legend and Notes Fig. 4 4 321 91 GIC11ON01-010,11,111C. GHADATION TEST RESULTS Fig. 5 ANALYSIS I IYUIj()Mj:I 1:11 ANAI.Y! CLEAii SUUAIIL UI'LNINGS f SL-111ES I IMCIIl Al11NGS ' 11 S :i ANI/AMJ •10 .� W. .n _ I.h.. �.. 5'-(:'• n. o 2411n 711fl1 MN. IIN 45 MIN 1 IIN fin A11N. 7 1 4 MIN 1 A , A •4n •in • 1r. _ too 10 70 80 -- 70 -- — - - -1- —{- =-t- - n +0 i 60 --110 - - n 50 - -- ----t- _ -- --- __- - __ ::-1- - _I- - v —L Cn I. 2'. --- --- -~ - -- -- ---- - _-1- -- —1- = ul 40 --- -- -- - -- - 70 a-- -' - ---'- - - --i- --y- —I- 30 no zo xl _1 10 —_ -- - I —�- — I 00 19.1 98 1 76 2 12115221x1 n _ _ _ - - 19 2 J11 4, 76 9.52 U/4. IA0 .'197 1 20 .WI W2 .019 .U:1 WS .W9 47590 PAR ft( -.LC- IN MILLIMFTFRS f)IAMETFR OF GnnVEI COBBLES SANI1 Mf-UIUM r,OAf IS E FINE COAfIS1? CLAY TO SILT FINE 40 % SILT AND CLAY 22 % GRAVEL 38 % SAND % % PLASTICITY INDEX LIQUID LIMIT Boring 1 at 4 feet clayey sand and gravel FROM SAMPLEOF SIEVE ANALYSIS t1YOROMETER ANALYSIS Sr 11ANL1Anu SWIfS CLEAII S,,Jl L OPENINGS TIME IIEAUINC:S 'IOn 4 x•• Y,•• 1•h" - 5..C.- o 24 till 7 tin 19 MIN 4 MIN t MIN 11x) So •4n •,n -16 ' _.--t Co MIN. 'JIKI '—I— - 45 MIN. 15 MIN 1 W -- ---_ —s -� 10 90 80 -- — -- -- __ - �_ -r ---- JO 70 -- - .-1- �_ 40'" Z 60 -1- - --L_ - -' SOT I so --1 - _ -- _i CA - W R 40 --� 70 n -- --- T- � _t- 30 --' BO -- �C 90 20 - -_ -- _ -- - I - ---- --1 -_ - 100 590 1.19 J 98 4.16 9.52 19.1 98.1 76.2 t21152 O 1 .WS .W9 019 O37 .O 4 .149 .291 42 2 n .W .W2 DIAMETER OF PART ICLF. IN MILT-IME-TF_R- (;f1nvEL COBBLES SAN17 CU ARSE f INE COAIISE CLAY TO SILT f INE MLUI1IM SILT AND CLAY % % SAND % GRAVEL % % PLASTICITY INDEX LIQUID LIMIT FROM SAMPLE OF 4 321 91 GIC11ON01-010,11,111C. GHADATION TEST RESULTS Fig. 5 e� 01 ODZ MESSAGE DISPLAY FP -G -'a f�RE �"T NAN S r �fEF FF��c.�,4 �e �akRtN TO Nancy MacKenzie CC Pat Belfont z «s CC Lee Cassin A(; 6N T From: Tom Dunlop tie!?f Postmark: Sep 14,93 5:38 PM Status: Previously read Subject: Castro House ------------------------------------------------------------------------ Message: I did final insp on Castro house for Earth Works on Smass Creek Rd. on 9/13. I told them to cover it. the drawing in your in basket. Bob Nelson is getting an engineer to sign off on the installation and will get us the letter in the near future. I told Earth works and Bob that we would withhold final signature on the permit till we get the letter. They all agreed with that arrangement. Thanks V,,�) -"- 4 C To: Nancy Mac Kenzie Environmental Health Aspen /Pitkin Environmental Health Department From: Fred R. Feitshans 3768 Snowmass Creek Road Snowmass Creek, Colorado ;LUIi5-Vit`-al 0 May 1, 1995 I am in receipt of your letter of April 18, 1995 where in you request the pumping and inspection of the septic system. Your requirement calls for it to be pupmed every two years. The system was turned on in December of 1994. This would mean that the pumping and inspection would be due in December of 1996. Sincerely, /redR.eitshans