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HomeMy WebLinkAboutpitkin.eh.264929102046 (1993)E1%JV1R0.u0AE1%i1TA HEALTH ©EPAR"4"Af3c-'IT a& of a 9/— 046 INDIVIDUAL SEWAGE DISPOSAL PERMIT NO. 9.3oV ,TYPE OF PERMIT: XInitialConstruction ( )Errcrgancy Use ( )Repair Work,(Piavioua Permit / .) ( )Alteration of•an existing syrtem, or installation (Previous Permit 1 ( )uaa Permit as a result of Sala ( )Othort ISSUED TO: 6 DATE OF ISSUE_ D Owner. i)Pn U7 � ��� Rome/ Phone" d $s / ABusiness Phone. Mailing � Address E O fl 11 5"► r C I�1 L�' #� �44 Agent �l _-��0*h' Phone f� (p ?2-- �J �if�� Mail-ing . 70 FAY- c6-3-1(1-34 Address�h q,( r _ Sewage Disposal System Work to be performed by (V/5$ VPLLA6�gQ This permit valid only for premises location by tha•following lagal deucriptions y % /oi -i % LAT Stte '?6 aZAX-O+ , WATER SUPPLY S jWiSS U. i�Q e , AVERAGE PERCOLKTION RATf. :30 m o ,his individual'Sewagc Disposal Pcrait is granted with regard to the following sisos_ P(�1 `� =� (S,_e N �%Xlber ort . Dodicom3 Lofts !�. Garbage Disposals I _ Dishwashers- ! Clothes Washors CRLCLL)%Tt:D AVERAGE DAILY WASTE :AAD CALLOUS. '_"'FEE NATURE OF THE SYSTEM: INCL MED UNDER THIS PERMIT: . f Tank or. Treatment Unit: SF IP % /C- T)4 M Ta capacity_ �_ _Gai.on liinLnua or Final Dispoaalf S ?� S )tbror tioa . Arel't a � Square Feet Hinimmn �i9 8 0 ►� P t r o N� EN CI�Z p . _:pLicn (including brand name if any) of other a-quipment.or appurtnanc�s , fl �'d✓ X` rL 17;Z5_ r Condi;tlon� or ctitic'btionsI STAGES REQUIRING INSPECTION BY THE HEALTH DEPARTMENT: 91.1;steln )Before Excavation ( )Upon completion of excavation and prior to placement of gravel fore coverin7 distribution of absorption field Prior to backfill of any component ( )Other, Speeifyt 'la+is and specifications of .the proposed sewage disposal system have been reviewed and arc considered -satisfactory. Permission hcreby granted to the. owner or his agent to perform the work indicated above in accordance with the Pitkin County Individual Disposal Re-miations .in effect on the date of Issue. In addition to general provisions act forth on the reverse hcr•:ci, A:ia Permit is suhject to the following additional terms and conditions: Nancy MacKenzie •, .... Aspen/Pitkin Environmental Health Officer APPROVED FOR ISSUE BY {title) 130 S.•Galena' Aspen, CO 81611 et.+ivc individunl scuago disposal eystoa inatallcd by tx•cn inapcctcd for use by a reprcacntativc cf the haPki sten it n L•nvtronr�cita. .. tUcp.%rt&acnC. Th. uvnar ,'?sun' -05p 1 ,onsiLil:ty in cese of failure or inadequacy of thiin /sewage disposal system. Completo as -built dravin7 attached. DATE 017 FINAL ItiSPECTION_ !S /,;2 v, EY: r TITLE 130 Sough Galena Street /aspen, Golorrado f31611 303/920-60-70 %_ A 1 D /_ . ./ CA AC L- — fe- 0 A b ENVIRONMENTAL HEALTH OEPART- TENT APPLICATION FOR AN INDIVIDUAL SEWAGE DISPOSAL -PERMIT Name of OWNER PHONE Address of OWNER S-1 r+6t /n 1, Mame of APPLICANT -1 t �, t,: _ PHONE £RM2T TO BE: ( )Picked UP ( )Nailed tos TYPE OF PERMIT: ( )New Installation ( )Repair ( )Owner ( )Applicant 1 )Emergency use ( )Alteration NOT due"to failurE TION OF PROPOSED SYSTEM: al Description _ t_- i113 it Block riling Subdivision_iJjL_4:^G14 Size of Lot 3 </ acres E OF STRUCTURE: •(�le Family Dwelling ( )Other: Do you plan any further additions to the ���( �� � �ry_ ••••�� residence? ( )YES ( ) NO �. of bedrooms o. of Lofts Ho, of Garbage Dis sols No: of Automatic Dishwashers �1- of Automatic Clothes washers 4 SUPPLYs ( )Private Well, Depth or ( TPublic, Name of System L //1- I+,,,' ( )Spring (.)Stream or Creek 'PES OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: �YSeptic Tank/Absorption Field ( )Aeration Plant/Absorption Field ( )Composting Toilet ( )Incineration Toilet ( )Mound )Recycling, potable use ( )Recycling*, other use ( )Vault Privy ( )Other: te•initial site inspection must be arranged with the Aspen/Pitkin"Environmental Health Department (925-2020. 8:30-9:30 a.m.) :fore a permit can be issued. The individual sewage disposal -permit must be issued before a building permit can be obtained. KAL INSPECTION APPROVAL MUST BE GIVEN BY THE ASPEN/PITKIN ENVIRONMENTAL HEALTH DEPARTMENT PRIOR TO BACKFILLING ANY PORTIOV ' THE SYSTEM. lication for an individual sewage disposal permit is hereby submitted. The undersigned acknowledges that the above information true and that false information will inval ate the application and any subsequent permit. gnature of Applicant . DATE �� (This application becomes. invalid mon hs from the above date.) NOTE: PLOT PLAN must be filed with this application. Please locate the following items by measured distances: 1. Property lines and dimensions. 2. Proposed and existing water wells an subject property and adjacent property. 3. Domestic water service lines. 4. Proposed and existing buildings, driveways, and other structures. 5. Streams, lakes, ponds, irrigation ditches, and other water courses. 6. Proposed and existing individual sewage systems on subject property. SUBMIT A REVISED PLOT PLAN PRIOR TO CONSTRUCTION IF INSTALLATION IS TO BE CHANGED FROM ORIGINAL PLAN. - The undersigned hereby acknowledges receipt of this individual sewage disposal permit appli ation and a permiitee in the amour. of Receipt Number / -! 7 3 , Date Fee Received C` ` by y'1 F Administrative Officer 130 South Galena Street Aspen, Colorado 81611 303/980-6070 Chen ONNorthern.I. October 4, 1993 Bill Powers c/o Cottle Graybeal Yaw 410 East Hyman Avenue, Suite 21 Aspen, CO 81611-1955 0 Consu'' : _-a-neers and Scientists 5080 Road 154 Glenovc..c Sc ^9s. Colorado 8160! 303 945-7158 303 945-2363 Facsimile Subject: Subsoil Study for Foundation Design, Proposed Residence, Lots 12B and 13, Swiss Village Subdivision, Pitkin County, Colorado Job No. 4 533 93 Dear Mr. Powers: As requested, Chen -Northern, 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 August 19, 1992. 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 a 1'/2 -story wood frame structure with a partial walkout basement located on the site as shown on Fig. 1. Ground floor will be slab -on -grade in the basement area and structural over crawl space in other areas. Cut depths of about 8 to 10 feet are assumed. 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 is located on hilly terrain with a moderate slope down toward the east. Total elevation change across the building site is about 8 feet. An existing barn is located in the southwest portion of the property east (downhill) from the adjacent Apache Road. An existing drainage is located about 130 feet north of the building site. Water was flowing in the drainage at the time of our field work and some evidence of past debris flows was observed in the area. The extent of the potential debris flow hazard was not determined and is beyond the scope of our services. Vegetation at the site consists of oak brush, scattered evergreens, grass and weeds. Several small sandstone boulders and cobbles were observed on the ground surface and a outcropping of sandstone of the Maroon Formation is located about '/z -mile west of the site. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits at the locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. About 4 feet of man -placed fill was encountered in Pit 1. The fill was described as loose to medium dense silty sandy gravel containing cobbles and boulders up to about r.r Bill Powers October 4, 1993 Page 2 2'/2 feet in diameter. A 1 -foot thick layer of topsoil was encountered at a depth of 4 feet. Below the topsoil the natural soils were dense silty, sandy gravel with cobbles and boulders. The soils encountered in Pit 2, below about 1 -foot of topsoil consisted of dense silty sandy {gravel with cobbles and boulders similar to the natural soils encountered in Pit 1. Results of gradations analyses performed on samples of the gravel soils (minus 5 -inch fraction) obtained from the site are presented on Fig. 3. No free water was observed in the pit at the time of excavation. Foundation Recommendations: Considering the subsoils encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil designed for an allowable soil bearing pressure of 20.00 psf for support of the proposed residence. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and disturbed soils and existing fill or topsoil 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 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 10 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of 45 pcf. Floor Slabs: The natural on-site soils, exclusive of topsoil and existing fill, 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. oor­slabr— control joints should be us`e-d—To- r- uce amage 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 50o 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 95010 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. The existing fill may be reused provided it is completely removed to the natural soils. Underdrain Svstem: 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 Chen ONorthern, Inc. Consulting Engineers and Scientists Bill Powers October 4, 1993 Page 3 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 Drainaae: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. Free - draining wall backfill should be capped with about 2 feet of the on-site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. QLjoJj1igA.Tx,,Wvg: Percolation testing was performed in the proposed leach field area east o t e building site. em profile pit was excavated with a backhoe to a depth of 8 feet. The soils encountered in the profile pit consist of about 1 -foot of topsoil overlying medium dense to dense silty sandy gravel with cobbles and boulders to the full depth of exploration. No free water was observed in the profile pit. Percolation testing was performed in three hand excavated holes in the bottoms of shallow backhoe pits. The percolation test holes were excavated and pre-soaked the day before testing. The results of the percolation testing are presented on Table I. The results indicate the subsoils have a percolation rate of aml 30 minutes per inch which is suitable for a conventional infiltration septic disposal system. Chen ONorthern, Inc. Consulting Engineers and Scientists Bill Powers October 4, 1993 Page 4 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 further 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. The site is located in an area of historic debris flow events. An evaluation of the potential for debris flow which could impact the structure is beyond the scope of this study. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the soil engineer. Sincerely, o aEc���r CHEN-NORT ERN, INC. `o�'oo�""` • O Thomas L. Allen, P.E. Reviewed By: //7";���� ,its David H. Adams, II, P.E. TLA/rh Attachments cc: Wood, Inc. - Jim Wood Chen ONorthern, Inc. Consulting Engineers and Scientists NOT TO SCALE LOT BOUNDARIES Drainage Ditch I I I I PIT 2 ■ a PROPOSED RESIDENCE s� v I l rEXITTI NG, BARN L ■ PIT 1 -P-1 ■ PROFILE PIT A P-2 P-3 I I 4 533 93 ChenONorthemInG LOCATION OF EXPLORATORY PITS Fig. 3 PERCOLATION PIT 1 PIT 2 PROFILE PIT 0 0 a w w w •. WC = 2 U- I 5 i +4 = 53 5 I WC = 2 -200 = 8 w +4=41 w o -200 = 15 0 10 10 NOTE: EXPLANATION OF SYMBOLS PRESENTED ON FIG. 3. 4 533 93 ChenONorthem.InG LOGS OF EXPLORATORY PITS Fig. 2 t LEL i ® Fill; silty, sandy, gravel, with cobbles and boulders, loose to medium dense, f slightly moist, reddish brown. f� 1 ® Topsoil; silty sand, gravelly, organic, slightly moist, reddish brown. Gravel (GM); silty, sandy, with cobbles and boulders, dense, slightly moist, reddish brown. • Gravel (GP—GM); sandy, slightly silty, with cobbles and boulders, dense, slightly moist, reddish brown. Disturbed Bulk Sample NOTES: 1. Exploratory pits were excavated on August 20, 1993 with a rubber tire backhoe. 2. Location of exploratory pits were measured approximately by pacing from the features shown on the site plan. 3. Elevations of the exploratory pits were not measured and the logs of exploratory pits are drawn to depth. 4. The exploratory pit locations and elevations should be considered accruate only to the degree implied by the method used. 5. The line between materials shown on the exploratory pit logs represent the approximate boundaries between materials types, the transitions may be gradual. 6. Ground water was not encountered in the pits at the time of excavating. LABORATORY TESTING RESULTS: WC=Water Content (7.) +4=Percentage retained on #4 sieve; —200=Percentage passing No. 200 sieve; 4 533 93 jChen0N6rthem,1ncj LEGEND AND NOTES Fig • 3 W F a a mod o 0 0 rLF� wa, 5 M M eh Qo� a w a. W z> w � a �9 a xw� 3 d � k ' N N N N Q Q Q N Q Q Q Q N Qn d A 3w d � W F i ? N N A tY a �D to N N Q 7 Q N N a Q Q s a t N WF a F � w a s a a a a a d F" 3 z w� o_ N N N N N N N N N N N N N N N N wzv a 0 z J O 750 1 Mot Bedrooms } ess y a Each additional bed room ` (c} For buildings other than one and two-family residences, the C aldin of a septic tank shall be increased above the seven liquid cap anon minimum as established in Section 5-2.3ste, hundred fifty (7`. 0) g shaving kitchen and/or laundry this Article. For such building .-A-, Tho . boll uil increased to receive the anticipated vo ume (e) Maxi systems rates of effluent volume for soil absorption systems are as follows: Loading Kato Typical SOII Textures MedLnum Appendlx 2) (9a1./sq.ItJday) ( Percolation Rate $olI class 1.30 (minutes/loch) Sand .72 0-10 1 II Sandy loam to Loam .50 11-20 Lamm 40 Loam to Silty Loam .30 V Clay Loam .20 41.60 OVI Clay Over 60 (f) A minimum absorption system may be approved by the health officer as prescribed in Section 5-6.5(g) for one- and two-family as residencesbasedo n the soil class s ons for garbage disposal determined ypercolation and washer) rate (inclu P . (g) two required dresidences square footage asfollows:of.itabsorption systems for one and Required eotiom Required Bottom Required Sldewall Arca' Absorption Area In sq. M AbsorPt for In sq. fL Per Bedroom' torPer . Per Bedroom' /or Seepage Beds Seepage Pits Soil Class Standard Trenches 185 165 _ 215 335 I hh 400. 480 V 11 300 " 575 s .,. fit 446.f& IV 750 I LJ 740 V = 3 VI rooms is two (2).area th the Inlet. 'Minimum Lumber of bed is li ured as eflediveh dew30 minutes Per inch' %3 *Absorption area for ry percolation rate is over y ( ) ,n Hirt (501 minutes. ' Unsuitable for seepage beds ^ percolation rate is over one inch (1") 'Unsuitable for seepage. lion systems. • - `Unsuitable la conventional a�Orp Gravel ' 5-6.6 Adjustment for Deep r'. The length foathe sidewtioh trench or seepage bed may be all area of additional depth of gravel calculated excess by allowance a according to - of six inches (6") below the bottom of the distribution pip the following formula: W + 2 calculated = Length Required K _ — Length prior to Adjustment W:+ 1 + 2d Where W = width of trench or field, in feet; and d = depth of gravel below distribution pipe, in feet. graded to deflect precipitation or 5-6.7 The ground, shall be other surface drainage ero sion. the disposal area. The absorption area shall be protected against Beds and 5-7 Common Construction Requirements for Seepage Absorption Trenches 5_7.1 An absorption trench or seepage bed shall be of sufficient width and length or dimension to provide the required absorption area as specified by the permit. 5_7.2 The bottom of the absorption trench or bed shall be level - 5 -7.2 4 417 F, 6Y a3� I--, I ) -XS 1) - T. . 6 a w