Loading...
HomeMy WebLinkAboutpitkin.eh.273503201002 (1991)PERMIT: LC)initial Construction ( )Emergency Use ( )Repair Work.(Pievious Permit I..) ( )Alteration of an existing system, J �ar installation (Previous Permit I ) ( )Use Permit as a result of Sale ASPEN40PITKIN viri / CSO a ?OZ - ENVIRONMENTAL HEALTH OEPARTMEprr C�'> l `I t.✓ o INDIVIDUAL SEWAGE DISPOSAL PERMIT NO t ISSUED TO: ( )Othor: DATE OF ISSUE. 7—' 9--`� / Owner Aq,44 C 5 A160 IAJ IA,-V&k Home Mailing Po.. Address Agent Address L Phone S 750/$ Business e -f Allol2— Phone Phone 9zS — 797 Sewage Disposal System Work to be performed by l %�� (/ This permit valid only for premises location by the follovin/q, legal do%u%c iptions LoTL_`I Lr45 ���L dAe1FE'; , ./ LOT S I2E WATER SUPPLY'6y1 V � _ 1j G L ELL`; AVERAGE PERCOLATION RATE This Individual Sewage Disposal Permit is granted with regard to the following uses �l� l"LC ��L�����/V/1.� 1 Mraber of: Dodreoms _._3 Lofts_ Garbage Dis sals_� Dishwashers:^� Clothes Washers _. CALCULATED AVERAGE DAILY WASTE LOAD F GALLONS. THE NATURE OF THE SYSTEM INCLUDED UNDER THIS PERMIT: yp.a of Tank or Treatment Units JC f 7_!� .I' '` Tank Capacity a _Gallon Minimum ethod of Final Disposals ��1 ��Q i�/y� Absorptioa Area t., /Square Feet Minimum escription (including brand name, if any) of other equipment or appurtnancess 7ther Conditions or Spccificationss STAGES REQUIRING INSPECTION BY THE HEALTH DEPARTMENT: ( )Before Excavation y�)Upon completion of excavation and prior to placement of gravel Before covering distribution system of absorption field ( Prior to backfill of any component ( )Other, Specify: Plans and specifications of the proposed sewage disposal system have been reviewed and are considered satisfactory. Permission ix hereby granted to tic owner or his agent to perform the work indicated above in accordance with the Pitkin County Individual Sewa,e Disposal Regulations in effect on the date of issue. In addition to general provisions set forth on the reverse herzof, this Permit is subject to the following additional terns and conditions: Aspen/Pitkin Environmental' - Health Officer APPROVED FOR ISSUE BY CrN� FjZ-- title)_-- Thv above in:iividunl sc�aago disposal system installed by OU%A i �. h.%s been inspected tor use by a representative of the Aspen 1'it in Lnvlron�nta lues th Dep.truneTs nt. he uwnor a. 03 aTl rcaponsibility in case of failure or inadequacy of thio sews disposal system. complete as -built drawing attached. DATE 0' F7/,? 'P C ON _ _. As en/Pitkin Environmental Aspen/Pitkin BY:TITLE Health Officer 130 South Galena Street Aspen, Colorado 81611 303/920-5070 _Ow 0-0 I6t 0 Wo A14" 51 -3--3/ I :�z ASPEN*PITKIN ENVIRONMENTAL HEALTH DEPARTMENT Legal description:�fr�(� Address of Prope//rty:jj _06110 ?dlz— Name of Owner: Address: (# & St. Name of Agent: p.o. box) (city) (state) (zip) Lot Area: Water Supply:Public Utility Subdivision_ Private Wellr_ Other Distance to Nearest Surface WaterL' Ty Dates Observations Made: Soil Borings: ?1j6 --7e71' by Percolation Tests: by SOIL -BORING TESTS PERCOLATION TESTS Total Observed Depth Estimated Depth Character Depth to Groundwater to Groundwater of Soils 2- Depth of Water ; Z (left after 8 hr. presoak) IZ .2Gj PERCOLATION TESTS Rate P-1 t� 0 Rate P-2 i0 AVERAGE RATE: 2-3 minutes/inch Plan of the site and location of test holes on CQmme!" s-� oil pr S J e Date / Signature 130 South Galena Street Aspen, Colorado 81619 rewdeAna.., Rate P-3 the back 303/920-5070 P-1 P-2 P-3 Depth J= Diameter '` 2- Depth of Water ; (left after 8 hr. presoak) IZ Rate P-1 t� 0 Rate P-2 i0 AVERAGE RATE: 2-3 minutes/inch Plan of the site and location of test holes on CQmme!" s-� oil pr S J e Date / Signature 130 South Galena Street Aspen, Colorado 81619 rewdeAna.., Rate P-3 the back 303/920-5070 IBM PA, B-31 1 = M I W. 04 1 M M I E P AFIVA Wt. 1 0 111 PAV = I Rate P-1 t� 0 Rate P-2 i0 AVERAGE RATE: 2-3 minutes/inch Plan of the site and location of test holes on CQmme!" s-� oil pr S J e Date / Signature 130 South Galena Street Aspen, Colorado 81619 rewdeAna.., Rate P-3 the back 303/920-5070 3 Chen@Northern,Inc. July 19, 1991 Kim Tarver P.O. Box 10594 Aspen CO 81612-7332 i JUL 3 19;1 i� U ENVIRONMENTAL HEALTH ASPEN/PITKIN C Consulting Engineers and Scientists 5080 Road 154 Glenwood Springs, Colorado 81601 303 945-7458 303 945-2363 Facsimile Subject: subsoil Study for Foundation Design, Proposed Residence, Lot E-4, East Owl Creek Subdivision, Pitkin County, Colorado. Job No. 4 339 91 Dear Ms. Tarver: As requested, Chen Northern, Inc., conducted a subsurface 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 July 3, 1991. The data obtained and our recomnendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed 2500 square foot residence will be a two- story wood frame structure with a slab -on -grade ground floor. An attached garage may be included. The residence will be located on the site as shown on Fig. 1. We assume excavation for the building will have a maximum cut depth of about 5 feet. Foundation loadings are assumed to be relatively light and typical of the proposed construction type. If building loadings or location are significantly different from those described above, we should be notified to reevaluate the recommendations presented in this report. Site Conditions: The subject lot is located in hilly terrain which slopes toward the west at grades of as much as 50%. The proposed building area is near the southwest corner of the property where the slope is less steep, about 15% to 20%. Elevation difference across the proposed building site is about 4 to 5 feet. The lot is currently vacant and vegetation consists of grass, weeds and scrub oak trees. An existing residence is located across Badger Hollow Road to the west of the site. Subsurface Conditions: The subsurface conditions at the site were evaluated by digging two exploratory pits at the locations shown on Fig. 1. %gs of the exploratory pits are presented on Fig. 2. The subsoils encountered in Pit 1 consisted of 6 feet of organic topsoil overlying medium stiff clay and silt. At a depth of 9 feet, medium dense, silty sandy gravel was encountered. The subsoils in Pit 2 consisted of about 1 1/2 feet of topsoil overlying medium dense, silty sandy gravel with scattered cobbles. Results of swell -consolidation testing performed on a relatively undisturbed hand driven liner sample of the silt and clay from Pit 1 are presented on Fig. 4. A ine nber of the ETgroup of companies 0 Kim Tarver July 19, 1991 Page 2 U The results indicate law compressibility under light surcharge loadings and moderate compressibility under increased loading after wetting. Gradation analyses performed on the silty sandy gravel (minus 3 -inch fraction) are presented on Fig. 5. The laboratory testing is summarized on Table I. No free water was encountered in the pits at time of excavation. The subsoils were slightly moist to moist. Considering the conditions exposed in the excavation and the nature of the proposed construction, we recommend the proposed residence be founded with spread footings placed on the undisturbed natural subsoils below all organic topsoil. Footings placed on the undisturbed subsoils can be designed for an allowable soil bearing pressure of 1500 psf. Some differential settlement should be expected between footings placed on the clays and those placed on the gravels. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Areas of loose or soft material encountered at the foundation bearing level within the excavation should be removed and the footings extended down to adequate natural bearing material. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of foundations at least 42 inches below the exterior grade is typically used ind 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 50 pcf. A perimeter foundation drain should be provided to prevent temporary buildup of hydrostatic pressure behind the walls. Backfill placed around the structure should be compacted to at least 9096 of standard Proctor density at a moisture content near optimum and the surface graded to prevent ponding within at least 10 feet of the building. Floor. Slabs: The natural on-site soils, exclusive of topsoil and devoid of vegetation and oversized rock 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 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. A minimum 4 -inch layer of free -draining gravel should be placed beneath slabs to facilitate drainage. All fill materials for support of floor slabs should be caimpacted to at least 95% of maximum Proctor density at a moisture content near optimum. Limitations: 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 pits excavated 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 performed. 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 recommendations may be made. We r,eecmm end on-site observation of excavations and foundation bearing strata and Chen',, Northern, Inc. k Kim Tarver July 19, 1991 Page 3 u testing of structural fill by a representative of the soil engineer. Geologic conditions that could impact the site are beyond the scope of this study. sincerely, C HEN NOMEMN, INC. I-Z'A.-w Z4 \```SN", ����0 Thomas L. Allen `��� �p�,....... L�Sze �Q�. �7ign� wino Reviewed By = : 24443••//2: Daniel E. Hardin, P.E. !!!lfflfl tfitilll41ti�1� TLA/ec cc: Barry Maggert & Associates - Attn: Barry Maggert City of Aspen - Attn: Bob Nelson -- Chem Northern,Inc. APPROXIMATE SCALE I" = 30' BADGER HOLLOW ROAD BUILDING ENVELOPE LOT E 4 LOT BOUNDARIES VICINITY PLAN APPROXIMATE SCALE I = 200' HOLLOW ROA D BADGER ■ PIT I /oo PROPOSED RESIDENCE ■ PIT 2 (/U //O 12o- BUILDING Zu BUILDING ENVELOPE 130 4 339 91 1 Chen@Northern,Inc. I LOCATION OF EXPLORATORY PITS I Fl9• 1 Pit 1 Pit 2 Elev. = 100' Elev. = 104' 105 105 . o• � 100q WC=11 100 ; +4=48 o Q - -200=21 C: ,. �� o --- ) ro 95 ---� 95 > a! "' WC=19 LL, DD=101 -200=84 WC=8 90 __ -200=25 90 Note: Explanation of symbols presented on Fig. 3. 4 339 91 Chen ONorthern, Inc. Logs of Exploratory Pits Fig. 2 LEGEND: EzTopsoil; silt, sandy, soft to medium stiff, moist, dark brown, organic. FClay and Silt (CL -ML); sandy, medium stiff, moist, light brown. �.p Sand and Gravel (SM -GM); silty, slightly clayey, medium dense, moist, reddish - brown. �l Hand driven liner sample. [--: Small disturbed sample. NOTES: 1. Exploratory pits w ere excavated on July 5, 1991 with a rubber -tired backhoe. 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 excavation. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DO = Dry Density (pcf) +4 = Percent retained on No. 4 sieve -200 = Percent passing No. 200 sieve 14 339 91 1 Chen@Northern, Inc. I Legend and Notes I Fig. 3 1 Moisture Content = 19 percent Dry unit weight = 101 pc( Sample of: silt and clay From: Pit 1 at 6.5 feet zrQ 0 0 •N 1 V) a� `L 2 0 U 3 4 No movement upon wetting 0.1 i.0 10 100 APPLIED PRESSURE — ksf 4 339 91 Chen-Northern, Inc. SWELL-CONSOLIDATION TEST RESULTS Fig. 4 IIYDROMETER ANALYSIS SIEVE ANALYSIS TIME IILADINGS U.S, STANUMIU SLI11E5 CLEAR SUUARE UI'ENWUS 24 1 I 7 Rn. 4 1 MIN. •10 110 '1(NI '50 'AO ':10 'IFi • 0 '4 X' I,h" 1" s"A 0 1 ��5����C�5 10 90 8 � 30 7 n 1U 40 � 6. VI Q W 50 R d r� � 7 Z z 5�5 w W U L) 40MONO�E60,r oBSC w �c""'Q5 9020 =C�C jpd ��e�,-.5 C mammon mwj 1�ffi CLCD 10 6100 I .005 .OU9 .019 .UJ/ .0/4Z'uu.42 .W .UO2 20 152 DIAMETER OF PARTICLE IN MILLIMETERS ;ANO GnAVFI.CLAY TO SILT FINE MC OIUM COAsSE FINE COARSECO©BEES GRAVEL 48 % SAND 31 % SILT AND CLAY 21 % %PLASTICITY LIQUID LIMIT INDEXSAMPLEOF silty sandy gravel FROM Pit 2 at 4.5 feet to 5.5 feet HYDROMETER ANALYSIS SIEVE ANALYSIS I IME READINGS ILS. SIANOAIIO SERIES CLEAR SOUARL OPENINGS 241111. 711n. '104 IN 4MIN. 1MiN. '?lb 'IINI 'S0 '40'0 'ifi 'A•4w20 7cl z 40i (u50¢w a 40 IrW Wa a30 7020 90 10 00 5.4. m.. go I rm WO 0.WI .002 .005 .009 .019 .037 .014 .149 .29J .590 1.19 2.38 4.76 9.52 19.1 9A.1 76.2 127 2 42 2n 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY TO SILT SAND GnAVEIC080LES (INE MEDIUM GOAnSE FINE COARSEGRAVEL % SAND % SILT AND CLAY % LIQUID LIMIT % PLASTICITY INDEX % SAMPLE OF FROM 4 339 91 CIlC11NOCl�1Cl' Gf�ADnTION TEST RESULTS Fig. 5 SSE 5 � Emm= 5�5 oBSC �c""'Q5 _� SSE 5 � Emm= 5�5 oBSC �c""'Q5 _� ��e�,-.5 Chen -Northern, Inc. T A B L E I SUMMARY OF LABORATORY TEST RESULTS 4 339 91 SAMPt E 1 OCATIOIJ NATURAL MOISTURE CONTENT 1°-°) NATURAL DRY DENSITY lfxt) GRADATION PF RCFNT PASSING NO 2(0 SIEVE ATTERRE RG LIMITS UNCONFINED COMPRESSIVE STRENGTH (psll SOIL OR BEDROCK 1YPE PIT DEPTH Peet) GRAVEL (°°) SAND 1"=) lll)UID LIMIT PLASI "CITY INDEX 1 6.5 19 101 84 silt and clay 9.5 8 25 silty sand & gravel 2 4.5-5. 11 48 31 21 silty sandy gravel wo / � r i -- a / � r i -- 1 i