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HomeMy WebLinkAboutpitkin.eh.264334100009 (1984)a Co 43 341- 05 - Qo 9 A ASPEN+PITKIN ENVIRONMENTAL HEALTHD �ARTMENT • INDIVIDUAL SEWAGE DISPOSAL PERMIT N0. G TYPE OF PERMIT: XInitial Construction ( )Emergency Use l )Repair Work,(Pievious Permit 1 ") ( )Alterationermitn fanlexisting system:) or installation (previous ( )Use Permit as a result of Said ( )Othorl ISSUED TO: DATE OF ISSUE T_____T_T_ Owner Hr :� >L�� Home Phone Mailing Address Agent ' Mailing Address Sewage Disposal System Work to be performed by. Business Phone . Phone�%'.�S L► This permit valid Q only for premises location by the following legal desjc�rlptiont �Dr 5 L©�'" ITS LOT SIZE "L A�T/gC%cf-`_; . NATER SUPPLYlJ��/1%���la JIVERA(E PERCOLATION BATF. �D �1r(eV fii� (f This Individual Sewage Disposal Permit is granted with regard to the following uses J 6 �- ?ttiatx r oft Dedreoms _ Lofts Garbage Dispo53ls_1- Dishwashcr3-1- Clothes Washers CALCULATED AVERAGE DAILY WASTE LOAD �� O GALL9N5. THE NATURE OF THE—SYSTEM INCLUDED UNDER THIS PERMIT: _ A J�� Callon Minlmua ,'ypa of Tank or Treatment UnLt! '3C -r ! /C -FA/�/ Tank Capac�i7ty /°� Absorptloa Area / -7_ square Featt M,/inimum Method of Final Gi3po3all ` 56P/"• - / Aj(` E'��C Tc Sb / � ' ` W' ` r' 7-a o Description (including brand name, !f` any) of other equipment or_ appurtnaneest_^D GFEE �����j�) 5- Other Conditions or Specifications, e! l ,n 7-0 Pek*r1M j H OF Isk !.� y STAGES REQU ING INSPECTION BY THE HEALTH DEPARTMENT: j� ( )DefOre Excavation Upon completion of excavation and prior to p�sCement of gravel '.Iltsten Ofvabsorptionrfieldon (Prior to backfill of any component ( ;Other, SpecifytL'�'N Plans and specifications of the proposed sewage disposal sygtem have been reviewed and are ecn.4idered satisfactory. Perminsl.on ix hereby gra:.Led to ti,e owner or his anent to perform the work, indicated above in accordance with the Pitkin County Indivi UaI Scwa; 01 . � ASPEN*PITKIN _� ENVIRONMENTAL HEALTH DEPARTMENT APPLICATION FOR AN INDIVIDUAL SEWAGE DISPOSAL -PERMIT PHONE Name of OWNER \c� Address of OWNER lt\\ PHONE Name of APPLICANT PERy2� BE:)Picked Up ( )MailC tot lev TYPE OF PEAMI?: ( )New Installation ( )Repair ( )Owner ( )Applicant ( )Emergency Use ( )Alteration NOT due to failure LOrATION OF PROPOSED SYSTEMt Legal Description Lot J TYPE OF STRUCTURE: S "D . k�-LA' \\121- 'J Subdivision Block Filing (Single Family Welling ( )Other: Size of Lot _acres Do you plan any further additions to the residence? ( )YES ( )NO No. of Garbage Disposal$ �— No. of Automatic Dishwashers I r,0. of bedrooms � No. of Lofts _ Cin Ko. of Automatic Clothes Washers kA"ER SUPPLY: p4rivate well, Depth or )Public. Name of system 4 ( )Spring ( )Stream or Creek T((YP//ES OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: (}septic Tank/Absorption Field ( )Aeration Plant/Absorption Field ( )Composting Toilet � )Others eratlon Toilet ( )Mound '' `` ( )Recycling, other use t )Vault Privy ( )Recycling, potable use _ crmit can be obtained. PcforcThe iaial permitecansbecissucduat.Thbe arre indiv�dualed isewage disposalth the tpezmitvmustmbetiss'ucdlbefozcth aetbuilding5p?020, 8:70-9:30 a.m. FINAL INSPECTION APPROVAL MUST JfE GIVEN BY THE ASPEN/PITKIN ENVIRONMENTAL HEALTH DEPARTMENT PRIOR TO DACKFILLING ANY PORTION OF THE SYSTEM. rmit i• hereby submitted. The undersigned acknowledges hat the above information Application for an individual s,:wag disposal is true and that false informatio i inva ate the application and any subsequent pe mit. _ DATE 7 Signature of Applicant C (This application becomes. invalid months zom t e 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 on subject property and adjacent property. 3. Domestic water service lines. dings, driveways, and other 4. Proposed and existing buil structures. S. Streams, lakes, ponds, irrigation ditches, and other water courses. 6. Proposed and existing individual sewage systems on subject t I proper y. ON IS TO SUBMIT A REVISED PLOT PLAN PIRIOR TO CONSTRUCTION IF INSTALLATI BE CHANGED FRC�M ORIGINA permit a /licatio and a perm t_te6/in the amount The und/ers_igngd_hereby acknowledges receipt of t h�� vidualOaCev�ee Recge eived �, -� ,'by �!'/► o! S/�-c�C1 Receipt Number ,. Adminlstrativo Officer 130 Soui;h 'Galen a Street Aspen, Colorado .81611 .303/925-2020 4 PITKIN COUNTY ENVIRONMENTAL HEALTH Field Test Data Sheet on Percolation Test PROPERTY OWNER ` '1 PHONE MAILING ADDRESS LEGAL DESCRIPTION OF PROPERTY LOCATION OF TEST HOLES Three (3) test holes required per system Test Hole Depths (24" minimum) Diameter of Test Holes Water remaining after 8 hour soak TEST HOLE No.1 Drop Time I Dro Percolation Rate Each Hole Average Rate ' Comments qn soil or site: Signature on, ox TEST HOLE No. 2 14-1 L. Time wjej Date TEST HOLE No. 3 Time PITKIN COUNTY ENVIRONMENTAL HEALTH Field Test Data Sheet on Percolation Test PHONE PROPERTY OWNER MAILING ADDRESS LEGAL DESCRIPTION OF PROPERTY LOCATION OF TEST HOLES Three (3) test holes required per system Test Hole Depths (24" minimum) Diameter of Test Holes // Water remaining after 8 hour soak Percolation Rate Each Hole Average Rate —?D -- Comments on soil or site: Y D Signature R Date E Zoo t DCS DE'E'PT?efAICNES ,W iT of .21 � % ITE C, dE� 1 to'T WpGery L► . io I To IL FENCC AfJD PROP&eery EINE DIM180TIO14 86V �-- I DOO cFALLoq "GT " PAC-Cnsr CoMcgEtc SEPrie. Tmrc To WW. Flats Road _700'' SaAL.6 ,a X = 22 f 1 Fv e (ASTM 36` J -- - = PIE-kFOOATCD P��. = VCOrs To WW. Flats Road _700'' SaAL.6 X = 22 f 1 Fv e (ASTM 36` ,44 -- - = PIE-kFOOATCD P��. = VCOrs To WW. Flats Road _700'' the and associates CONSTING GEOTECHNICAL ENGINEERS 5080 RD. 15411 GLENWOOD SPRINGS, COLORADO 81601 303/945-7458 Job No. 4 138 84 SOIL AND FOUNDATION INVESTIGATION PROPOSED RESIDENCE,_ LOT 5, BLOCK I, WHITEHORSE SPRINGS RANCH, PITKIN COUNTY, COLORADO Prepared For: Harry Teague Architects Box 4684 Aspen, CO 81612 Attn: Ron Robertson April 10, 1984 OFFICES: CASPER • COLORADO SPRINGS 0 DENVER 9 SALT LAKE CITY TABLE OF CONTENTS CONCLUSIONS SCOPE PROPOSED CONSTRUCTION SITE CONDITIONS SUBSOIL CONDITIONS FOUNDATION RECOMMENDATIONS SLAB -ON -GRADE CONSTRUCTION SWIMMING POOL SURFACE DRAINAGE LIMITATIONS FIGURE I - LOCATION OF EXPLORATORY HOLES FIGURE 2 - LOGS OF EXPLORATORY HOLES FIGURE 3 - LEGEND & NOTES OF EXPLORATORY HOLES FIGURE 4 - SWELL -CONSOLIDATION TEST RESULTS FIGURES 5 & 6 - GRADATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS 1 1 1 2 2 4 5 6 7 7 CONCLUSIONS The proposed residence can be founded on spread footings. The footings should be designed for a maximum soil bearing pressure of 4,000 psf for bearing entirely on the natural granular subsoils. A foundation alternative for footings bearing on the silty clays is also discussed in the report. Other geotechnical considerations relating to construction of the proposed facilities are included in the body of the report. SCOPE This report presents the results of a soil and foundation investi- gation for a proposed residence to be located on Lot 5, Block 1 of the Whitehorse Springs Ranch, North of Aspen in Pitkin County, Colorado. The study was conducted in accordance with our proposal to Harry Teague Architects dated March 20, 1984. The report has been prepared to summarize the data obtained and to presen our conclusions and recommendations based on the proposed con- struction and subsurface conditions encountered. Recommended design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed facilities are included. PROPOSED CONSTRUCTION A the time of this report, only tentative building plans had been develo ed. We understand the structure will probably be one and two stories of wood frame construction occupying the building footprint as shown on Figure 1. The lower floor level will be of slab -on -grade construction with some crawl space possible. The lower floor level will generally have an elevation of 94.0 feet, as shown on Figure 2, with some portions of the residence having slightly lower floor elevations. -2- Foundation loadings for this type of construction are assumed to be relatively light with moderate column loadings in the two story area. An outdoor pool, about 4 to 8 feet deep, is proposed to the west of the residence. An unretained fill depth of up to 7 feet is also proposed around and to the south of the pool to provide a level deck area. If foundation loadings or conditions are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. SITE CONDITIONS At the time of our field work, the lot was vacant and covered with about 3 feet of snow. Removal of the snow was necessary to provide access for the rubber -tired drill rig. The lot appeared to be in a natural condition vegetated with grass;',' weeds and sagebrush below the snow. Topographically, the site of the proposed residence is located on top of a gently sloping knoll. The surface grade becomes moderately steep down to the west at the western' and southern edge of the proposed building and in the proposed pool area. Maximum elevation difference across the lot is estimated to be about 20 feet and across the building site about S feet. No surface water or drainage ditches were observed in the immediate area, but may have been concealed by the snow cover. SUBSOIL CONDITIONS The subsoil conditions at the site were investigated by drilling three exploratory holes at the approximate locations shown on Figure 1. I , I Graphic logs bf the subsoils encountered are shown on Figure 2, and consisted of variable depth of silty clays (below the topsoil) over- lying a relatively dense granular deposit. The near surface silty -clays were stiff to very stiff, porous and varied in depth from 4 to 7 -feet below the ground surface at the explora- tory holes. A swell -consolidation test performed on a relatively undis- turbed drive sample of the silty clays is shown on Figure 4. Results of this test indicate the clays are not expansive and possess a slight settlement potential under natural moisture and light loading conditions with increased settlement potential when wetted and the loading increased. These soils should be suitable for support of relatively light foundation loadings with some settlement potential should the subsoils become wet. The lower granular deposit consisted of a clayey to silty sandy gravel to occasionally sand and gravel and contained moderate cobbles and probable boulders. Large boulder erratics to several feet in size are also possible in these glacial derived soils. This deposit was dense to very dense and contained generally subangular rocks. Gradation analyses performed on small diameter (1 1/2 inch) drive samples of these granular soils are shown on Figures 5 and 6. This deposit should be capable of supporting moderate foundation loadings with minor settlement potential. No free water was encountered in the exploratory holes during drilling and the subsoils were generally slightly moist to occasionally moist. I -4 - FOUNDATION RECOMMENDATIONS Considering the subsurface conditions encountered in the test borings and the proposed construction, we recommend the residence constructed on the site be founded on spread footings placed on the lower granular subsoils. This may require stepping the footing bearing level down below the minimum frost depth requirement to fully penetrate the upper clays. The design and construction criteria presented below ' should be observed for a spread footing foundation system: 1) Footings placed entirely on the natural granular subsoils below all topsoil and silty clays may be designed for a maximum soil bearing pressure of 4 000 i P psf. Settlements should be minor, about 1/2 inch, and essentially occur during construction. 2) As an alternative, the footings can be designed to bear on a combination of the granular subsoils and the silty clays and impose a maximum bearing pressure of 2,000 psf. Under these conditions, settlement potential is estimated to be somewhat higher, on the i order of 1 inch maximum. The greatest potential for settlement would occur if the fine-grained subsoils were to become wet. i 3) Spread footings should have a minimum width of 16 inches for walls and 2 feet for columns. 4) Exterior footings or footings constructed in non -heated areas should be provided with adequate soil cover above their bearing elevation for frost protection. 5) Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 10 feet. Foundation walls acting as retaining structures should be designed to resist a lateral ■ur _ -5- eart pressure corresponding to an equivalent fluid weight of 45 pef.l Backfill should consist of predominant granular soils com- pactod to at least 90% -of standard Proctor density at a moisture content near optimum.- An underdrain should be provided to prevent buildup of hydrostatic pressures. 6) Areas of loose or soft material, existing fill or topsoil encountered within the foundation;:exeavation should be removed and the footings extended down to the firm natural subsoils. If the footings are to bear entirely on the lower granular subsoils, all silty clays should also be removed. 7) Excavation of the subsoils should be feasible with conventional heavy duty equipment. Large cobbles or possible boulders encountered within the foundation excavation should be removed as carefully as possible to reduce disturbance of the bearing soils. Resulting voidis due to large cobble or boulder removal below foundation elevation should be backfilled with concrete. 8) All ''footing excavations should be observed by a representative c` the soil engineer prior to concrete placement. SLAB -ON -GRADE CONSTRUCTION The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from bearing walls and columns with an expansion joint which allows unrestrained vertical movement. The slabs should be provided with control joints to reduce damage due to shrinkage cracking, and the slabs should be adequately ced. We suggest that control joints be provided on the order of on center. A minimum 4 -inch base course gravel layer should be mmediately beneath the slabs. This material should consist of e with less than 12% passing the No. 200 sieve and more than 50% on the No. 4 sieve. L placed beneath the slabs should be a nonexpansive material '. to at least 95% of the maximum standard Proctor density at a content near optimum. Prior to fill placement, the ground I `could be stripped of vegetation, topsoil, or existing fill and id compacted to 95% of the maximum standard Proctor density. 1 soils devoid of vegetation, topsoil or oversized rock should e for use as structural fill. )OL ,entional reinforced concrete pool placed on -grade should be the site. The pool should bear entirely on the natural all topsoil and fill placed within the pool area. Structural adjacent to the Pool, below the deck area,should consist of granular soils exclusive of topsoil, vegetation or oversized :ed to at least 95% of the standard Proctor density at a tent near optimum. The on-site granular soils should be i use as fill. Prior to fill placement, the subgrade should prepared by removing all topsoil and vegetation, scarification Js to a depth of 8 inches and compaction to at least 95% of I standard Proctor density at a moisture content near optimum. e benched into slope grades exceeding 5 horizontal to 1 vertical. Perimeter slopes which are well -drained and protected against erTon should be stable against failure at a maximum slope of 2 horizontal to ] vertical. Subgrade preparation and fill placement should be performed undejr full time observation and testing by a representative of the soil engineer. - SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the facilities have been completed: 1) Excessive wetting or drying of the soils exposed in the foundation excavations and underslab areas should be avoided during construction. 2) Miscellaneous exterior foundation wall backfill should be moistened or dried to near optimum and compacted to at least 90% of the maximum standard Proctor density. The on-site silty clays are preferred to cap granular backfill and help reduce surface water infiltration. - 3) T e ground surface surroundingthe exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 6 inches in the first 10 feet. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. LIMITA IONS This report has been prepared in accordance with generally accepted geotechnical engineering practices in this area for use by the client M for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory holes drilled at the locations indicated on the exploratory hole plan. The nature and extent of variations between the exploratory holes may not Become evident until excavation is performed. If during construction, existing fill, soil, rock and water conditions appear to be different from those described herein, this office should be advised at once so that re-evaluation of the recommendations may be made. We recommend on- site observation of excavations and foundation bearing strata by the soil engineer. CHEN AND ASSOCIATES, INC. EN �• P/y ST By 15222 Dav4A2.Y i • Reviewed By Steven L. Pawlak, P.E. "`)AY/ sb =c: Pattillo Associates 1/ gK� 75 70 50/12 WC=4.2 -200=21 Note: Explanation of symbols presented on Figure 3. 4 138 84 chen as associates, Inc. 57/4 73/2 LOGS OF EXPLORATORY IIOLES 75 70 Fig. 2 110 le 1 - - Hole- 2 [tole 3 C1=94' E1=93' E1=96 100 100 95 Main Floor Elevation = 94.0' - - 95 17/1.2 45/12 _ 90 _ -_ - 23/12 90 - 19C=7.3 DD=101.1 42/12 0. WC=3.4 -200=84 PI=NP U W - - - 4-4 59/12 ' 0 85 30/12 °: 85 0 --4 ° WC=6.2 0°: 20/6, 80/12 0 y :S -200=35 WC=2.5 c', °• LL=30 -200=14 �� 0 25/6, 52/11 80 0 53/12 Vo 75 70 50/12 WC=4.2 -200=21 Note: Explanation of symbols presented on Figure 3. 4 138 84 chen as associates, Inc. 57/4 73/2 LOGS OF EXPLORATORY IIOLES 75 70 Fig. 2 LEGEND ® Topsoil. ©Clay (CL); silty, :Pandy, slightly gravelly, stiff to very stiff, slightly moist to moist, re(. and reddish brown, porous. Gravel (GM -GC) with cobbles and probable boulders, sandy to occasionally Msand and gravel, sj.lty to clayey, dense to very dense, slightly moist, reddish brown to brown, subangular. Undisturbed Drive Sample, 2" I.D. California Liner. Standard Penetration Test, ASDI D-1586. Drive sample blow count, indicates that 17 blows of a 140 lb. hammer 7/12 falling 30 inches wore required to drive the California or STP sampler 12 inches. NOTES i, 1) Test holes were drilled on March 26, 1984 with a 4 inch diameter continuous flight power auger. 2) Test holes were located in the field by the client. I 3) Elevations of test holes were obtained by interpolation between contours on the plan provided and checked with an instrument level. 4) The test hole locations and elevations should be considered accurate only to the degree implied by the method used. 5) The lines between materials shown on the test hole logs represent the approximate boundarit�s between material types and the transitions may be gradual. 6) No free water was encountered in the exploratory holes during drilling. 7) WC = Nater Content (o) DD = Dry Density (l)cf.) -200 = Percentage Passing No. 200 Sieve LL = Liquid Limit (a) PI = Plasticity Inccx ( o) NP = Nonplastic 3 84 Chen and moor' 'IC, LEGEND & NOTES OF EXPLORATORY HOLES IFig. 3 D 1E ul Job No. 4 138 84 T A B L E I SUMMARY OF LABORATORY TEST RESULTS SAMPLE LOCATION NATURAL NATURAL GRADATION MOISTURE DRY PERCENT ATTERBERG LIMITS UNCONFINED HOLE DEPTH (FEET) CONTENT (%) DENSITY (PCF) GRAVEL (%) SAND PASSING NO.200 LIQUID PLASTICITY COMPRESSIVE ST( N TH SOIL OR (%) SIEVE LIMIT INDEX BEDROCK TYPE (%) (%) 1 4 7.3 101.1 84 sandy silty clay 9 6.2 21 44 35 30 14 Iclayey gravelly sand 19 4.2 39 40 21 silt sand & gravel 2 92 2.5 14 silty sandy gravel 3 5 & 10 3.4 17 NP (combined silty gravelly sand 1E ul