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HomeMy WebLinkAboutpitkin.eh.264509101018 (1991)014-5- i. r _ ASPEN#PITKIN 4 (� ., ENVIR041 ME HEALTH OEPARTIv1ENT INDIVIDUAL SEWAGE DISPOSAL PERMIT NO. 034� TYPE OF PERMIT: AI Construction (i)Emergancy Use or installation ( )Use Permit as a result Of Sala ISSUED TO: Owner-- Mailing wnersMailing Address K ( )Repair Work,(Piovious Permit i .) t )Alteration of an existing system, (Previous Permit 1 ) ( )Others Home DATE OF ISSUE PhoneqZ1,3E13Business Phone 'x('til/JS S (1.OL 11iE/9' Da <?16 S Agent_-), cgii 6/1')" Phone �%- c� Mailing Address Sewage Disposal System Work to be performed b(�cn%S 1 /�OC T/0A) This permit valid only for premises location by the following legal descriptions ! 0 ZAZY r6 foalvislo�. LOT SIZE 3.57 ACT• --ES , WATER SUPPLY �:-;L)j$jlj(jj S)LAJ 91&U- AVERAGE PERCOLATION RATE. O This individual Sewage Disposal Permit is granted with regard to the following uses * t;W64.CI-AlJiLY /\��1 D�'y��/• Nwabor of: Dodreoms _� Lofts Garbage Dis osals ✓/ Dishwashers ��)/^ T Clothes Washers +/ Nt/�'�_. CALCULATED AVERAGE DATLY WASTE LOAD CALLONS� / ( �a IVA /, Ce- COs" �1 W v !" - C THE NFTURE' OF THE SYSTEM INCLUDED UNDER THIS PERMIT: ype of Tank or Treatment Units �; -i' s I� ' AJk— � /�7 Tank Capacity / Callon Hinlmua tt.hod of Final Disposals G11J6C9E,D �/q�N-wIK►I�6��oAbsorptiop Area 3 3 Square Feet Hintmum . c»cription (including brand nam.!, if any) of other equipment or appurtnanceas 1. r� L� ��> ETS -tea /� �� v /N ALL_ fl 1H b ' ,, t _ lthar ;onditions or epee ficationas AL( P�/VS AA0 5r -�FfCAT/0A � ,Sf/A4e c3�Fduvurf; ffNy 0RjAA5&- r�-�r�sr - - it/Ev r /�6 Ani C) 7HE E�1Afe& �e StgAu �D STAGES REQUIRING INSPECTION BY THE HEALTH DEPARTMENT: ( )Before Excavation Upon completion of excavation and prior to placement of gravel �aystem ofefore vabsorpterinq ion field n ( Prior to backfill of any component ( )Other, Specifys . plans \and specifications of the proposed sewage disposal system have been reviewed and are cc nsidcred satisfactory. Permission i.q hereby granted to the owner or his agent to perform the work, indicated above in accordance with the Pitkin County Indivi-',ua.l Sewa,e Disposal Rc mations in effect on the date of issue. In addition to general provisions set forth on the reverse hercor this Permit ie suhject to 'ie fell ing additi nal terms nd conditions q,� G/j,sc/Li�/�i� �;�/beA/TJI�DAitj '{�/',C'o�EQ LYTHE %�4miAl � ry % N SNF 414 -�v Dula/ L�r�`€,�OF�—n-yt SmLL t�PPROVED FOR ISSUE BY ' (title) LnliA( tJiL=HFI Tile ahovc in:fividunl sc�)ago disposal aystca ins[allcd by ��lv��/S �/"" has loon inapccted for use by a representative of the Aspeno liTiin lnvlronm nt� ruoPonsibillLy in Casa of failure or inadequacy of th scw.lc disposal system. 9 DATE O lNAL INSPECTION Jd ttcaft Dcp.�runoI t. The ownor aseu.:.oa Complete as -built drawing attached. TITLE &�(Ot�'1401%MErL'�, T- 130 SoutFi Galena Street Aspen, Colorado 81611 303/920-5070 ASPEN#PITKIN 0 ENVIRONMENTAL HEALTH DEPARTMENT APPLICATION FOR AN INDIVIDUAL SEWAGE DISPOSAL -PERMIT Name o f OWNER � I � Q 7�! _ PHONE Address of OWNER ! (-7C? j' ';Vic:>Wyk)oca CI^ Name of APPLICANT /S C.� e �� '�^W (-�'T 11 PHONE + cylT -0 gE; ( )Picked Lip ( )Mailed to: TYPE OF PERMIT: 4 -,)New Installation ( )Repair ( jCwner ( )Applicant ( )Emergency Use ( )Alteration NOT due ,to failure LOCATION OF PROPOSED SYSTEM: �t1 Legal Description +2 Lot Block Filing Subdivision 3 ize of Lot S. E acres TYPE OF STRUCTURE: C4Siegle Family Dwelling ( )Other: Do you plan any further additions to the residence? ( )YES NO No. of bedrooms_ No. of Lofts No. of Garbage Disposals �_ No: of Automatic Dishwashers No. of Automatic Clothes Washers �%`,�, 'C3 WATER SUPPLY: ( )Private Well, Depth OS Xao, Name of System v ( )Spring ( )Stream or Creek / TYPES OF INDIVIDUAL SEWACE DISPOSAL SYSTEM PROPOSED: (,)Septic Tank/Absorption Field ( )Aeration Plant/Absorption Field ( )Composting Toilet ( )Incineration Toilet ( )Mound ( )Recycling, potable use ( )Recycling, other use ( )Vault Privy ( )Other: The initial site inspection must be arranged with the Aspen/Pitkin Environmental Health Department (925-2020. 8:30-9:30 a.m.) tefore a permit can be issued. The individual sewage disposal permit must be issued before a building permit can be obtained. FINAL INSPECTION APPROVAL MUST BE GIVEN BY THE ASPEN/PITKIN ENVIRONMENTAL HEALTH DEPARTMENT PRIOR TO DACKFILLZNC ANY PORTION OF THE SYSTEM. Application for an individual sewage disposal per t is hereby submitted. The undersigned acknowledges that the above information is true and that false information will n1validatA Ae application and any subsequent per Signature of Applicant DATE if Mi (This application becomes. invalid 12 nt from the above date.) NOTE: PLOT P7:,AN 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 wa•_er service lines. 4. Proposed and existing buildings, driveways, and other structures. 5. Streams, lakes, ponds, irrigation ditches, and other water courses. y, 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. It ewage disposal The undersigned hereby acknowledges receipt of this individual spermit p 1 ntion anb a i fee i the amount perm of S .2 SG , Receipt Number , Date Fee Received y Administrative officer 130 South C)alena Street Aspen, Colorado 81611 303/920-8070 F] x EO 0 N • OAS%' OTIS COMPANY 1907AjjpW)4ASS CREEP ROAD INOWMSSOCOLDRAD041654 ----303/927-3818 FAX 303/927-4058 - - ----- ----- (A OTIS SFS loo /cloo �z, OTIS COMPANY 1907 SNOWMASS CREEK ROAD SNOWMASS, COLORADO 81654 303/927-3818 FAX 303/927-4058 September 20,1991 Mr. Bob Nelson Aspen/Pitkin EnvironME�ntal Health Department 130 South Galena Street Aspen,colorado 81611 OTIS Dear Bob, Here is the letter authorizing the use of the Lazy -o c�C� right of way for the septic field on Lot #18 Lazy -0 Raannch. Sincerely, S)65i Steve Kawell 11 Lqzy,.o ch ele"OZ0116-- 1e�z�v JAMES CURTIS OWNER'S AGENT CURTIS & ASSOCIATES 117 SOUTH MONARCH ASPEN, COLORADO 81611 303/920.1395 JAMES OTIS, JR. OWNER/DEVELOPER LAZY -0 CATTLE COMPANY 400 SKOKIE BOULEVARD SUITE 250 NORTHBROOK, ILLINOIS 60062 312/272.4488 Chen;&Northern, i re. SUBSURFACE SZUDY FOR FOUNDATION DESIGN pROPOSED RESIDENCE JOT 18, LAZY '0' RANCH SUBDIVISION PITKIN COUW Y, COIDRAD0 JOB NO. 4 263 91 MAY 31, 1991 OTIS COMPANY ATIN: STEVE KAWEL,L 1907 SNOWMASS CREEK ROAD SNOWMASS CO 81654-9116 A member of theHIH group of companies Consulting Engineers and Scientists 5080 Road 154 Glenwood Springs, Colorado81601 303 945-7458 303 945-2363 Facsimile CONCLUSIONS PURPOSE AND SCOPE OF STUDY PROPOSED OONS`Il3.TC'I'ION SITE CONDITIONS FIELD EXPLORATION SUBSOIL CONDITIONS FOUNDATION RECOMMENDATIONS FOUNDATION ALTERNATIVE FOUNDATION AND RETAIW= WALLS FLOOR SLABS UNDERDRAIN SYSTEM SITE GRADING SURFACE DRAINAGE LIMITATIONS FIGURE 1 - LOCATION OF EXPIORATORY BORINGS FIGURE 2 - IMS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURES 4 AND 5 - SWELL -CONSOLIDATION TEST RESULTS FIGURE 5 - GRADATION TEST RESU M TABLE I - S(K-1ARY OF LABORATORY TEST RESULTS Chen ClNorthern, Inc. Consuihng Engineers and Scientists 1 1 2 2 3 4 5 6 7 9 10 11 12 12 The subsoils encountered at the site, below organic topsoil, consisted of a shallow depth of stiff clays overlying weathered claystone shale bedrock. The bedrock became less weathered with depth. The proposed residence can be founded with spread footings bearing on the claystone shale below all topsoil and clay soil, designed for an allowable soil bearing pressure of 5000 psf. Due to the swell potential of the shale, the footings should also be designed to impose a minimum dead load pressure of 1500 psf. Other design and construction criteria relating to geotechnical aspects of the site, including a drilled pier alternative for foundation support, are presented in the body of the report. PURPOSE ARID SCOPE OF STUDY This report presents the results of a subsurface study for a proposed residence to be located on Lot 18, Lazy 'O' Ranch Subdivision, Pitkin County, Colorado. The project site is shown on Fig. I. The purpose of the study was to develop recommendations for foundation design. The study was conducted in accordance with our agreement for geotechnical engineering services to the Otis Company, dated April 26, 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 compressibility or swell characteristics and classification of the on-site soils and bedrock. 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. Chen@Northern, Inc. Consulting Eng neersand Scientists -2 - This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the proposed construction and the subsurface conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the residence are included in the report. At the time of our study, design plans for the residence were conceptual. We understand the building is proposed to be approximately 5000 square feet in size and located in the area roughly between the exploratory boring locations shown on Fig. 1. The building will be a two-story wood frame structure with the lower portion a garden level basement with a slab -on -grade floor. We understand excavation for the building will have a maximum cut depth of about 5 to 6 feet below the existing ground surface. For the purpose of our analysis, foundation loadings for the structure were assumed to be relatively light and typical of the Proposed construction type. If building loadings, location or grading plans are significantly different from those described above, we should be notified to reevaluate the rec menda- tions contained in this report. The site consists of a vacant lot within the existing lazy 'O' Ranch subdivision, several miles south of (Old) Snowmass. The terrain at the site is dominated by a south to north trending ridge with moderately steep sides and strongly sloping ridge top. The ground surface slopes down to the north - Chen ONorthern, Inc. Consulting Engineers and Scaentisls I )a n f 1 -3- northwest a grades between about 10% to 25%. The ground surface steepens somewhat in ' the southeast corner of the lot where the terrain becomes steep hillside. There is a shallow irrigation ditch in the northern portion of the lot which was not flowing water during our field work. vegetation consists of grass and wteds with brush. The adjacent lots are vacant. The field exploration for the project was conducted on May 1, 1991. Two exploratory borings were drilled at the locations shown on Fig. 1 to evaluate the subsurface conditions. The borings were located in the field with the client and were drilled with 4 -inch diameter continuous flight auger powered by a track - mounted CME -45 drill rig. The track mounted rig was needed due to the muddy springtime conditions and the ditch to cross. The borings were logged by a representative of Chen Northern, Inc. Samples of the subsoils and bedrock were taken with a 2 -inch I.D. spoon sampler. The sampler was driven into the subsurface materials at various depths with blows from a 140 -pound hammer falling 30 inches. This test is similar to the standard penetration test described by AMM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoi:Ls and bedrock. Depths at which the samples were taken and the penetration resistance values are shown on the Jogs of Exploratory Borings, Fig. 2. The samples were returned to our laboratory for review by the project engineer and testing. Chen @Northern, Inc. Consulting Engineers and Scientists -4— O l •• I6 ti The subsurface conditions encountered at the site are shown graphically on Fig. 2. The subsoils consisted of about 1/2 foot of organic topsoil overlying stiff clay soils to depths of about 1 1/2 to 2 feet where weathered claystone shale was encountered. The weathered claystone was medium hard to harts and fractured and transitioned to hard to very hard claystone shale bedrock at depths of about 8 to 13 feet which extended to the depths drilled, 16 and 21 feet. The soils and shale encountered in the borings are similar to those encountered at other nearby sites. Based on our experience, the clay soil and weathered shale typically possess a low to moderate swell potential. The deeper shale typically has low to no swell potential. Laboratory testing performed on samples obtained during the field exploration included in-situ moisture content and dry density, grain size analyses and liquid and plastic limit testing. Swell -consolidation testing was performed on relatively undisturbed drive samples of the clay soil and weathered shale. The swell -consolidation test results, presented on Figs. 4 and 5, indicate low compressibility under light to moderate surcharge loadings and a low to moderate expansion potential when wetted under a constant light surcharge. Undisturbed sampling of the deeper shale bedrock for swell -consolidation testing was not possible due to its hardness. The laboratory testing is summarized in Table I. No free water was encountered in the borings at time of drilling. The subsoils and shale were generally slightly moist. Chen @ Northern , Inc. Consulting Engineers and Scientists 1 -5- • • I 115N M•M 0 Oklat 1D n • • r: Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, the proposed residence can be founded with spread footings placed on the claystone shale. The expansion potential of the shale can probably be mitigated by load concentration to reduce or prevent swelling in the event of wetting below footing level. Surface runoff and utility leakage are possible sources of water which could cause wetting. A foundation alternative of straight -shaft drilled piers should be considered if the potential foundation movements discussed below are considered excessive. The 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 shale bedrock can be designed for an allowable soil bearing pressure of 5000 psf. The footings should also be designed for a minimum dead load pressure of 1500 psf. In order to satisfy the minimum dead load pressure under lightly loaded areas, it may be necessary to concentrate loads by using a grade beam and pad system. Wall -on -grade construction is not recaffuended at this site to achieve the minimum dead load. 2) Based'. on experience, we expect settlement or heave of footings designed and constructed as discussed in this section will be about 1 inch. Additional movement of about 1/2 inch is possible if the bearing materials were to became wet. The magnitude of the movement would be dependent on the depth and extent of the wetting. 3) The footings should have a minimum width of 12 inches for continuous footings and 18 inches for isolated pads. Chen @Northern, Inc. Consulting Engineers and Scientists r 4) Continuous foundation walls should be heavily reinforced top and bottom to span local anomalies and limit the risk of differential movement. one method of analysis is to design the foundation wall to span an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist a lateral earth pressure as discussed in the "Foundation and Retaining Walls" section of this report. 5) 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 the exterior grade is typically used in this area. 6) Prior to the footing construction, all topsoil and clay soil and any loose or disturbed material should be removed and the footing bearing level extended down to firm bearing shale material. 7) A representative of the soil engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. MUNDATION ALTER NTIVE Straight -shaft drilled piers that extend into the underlying shale bedrock are a feasible alternative to limit settlement/heave potential. The piers should be a minimum diameter of 16 inches, have a minimum length of 15 feet and penetrate the hard shale bedrock (darkened portions of the logs, Fig. 2) at least 5 feet. The piers can be designed using an allowable end -bearing pressure of 35,000 psf and a skin friction value of 3000 psf for that portion of the pier in the hard shale bedrock. The piers should also be designed to impose a minimum dead load pressure of 10,000 psf. The piers should be reinforced their full length with at least one No. 5 bar for each 18 inches of pier diameter. Chen @Northern, Inc. Consulting Engineers and Scientists E -7- The contractor should mobilize equipment of appropriate size and operating condition to achieve the design depths. Perched groundwater could be encoun- tered. The requirements for dewatering can probably be limited by placing the concrete immediately in the hole after drilling and reinforcement bar placement. Concrete should not be placed in piers with more than 2 inches of water on the bottom. If there is more than 2 inches of water on the bottom, the hole should be cased and the pier deepened to remove the water and wet material in the bottom. The pier drilling operations should be observed on a full-time basis by the soil engineer. • tShy • ts v• r• Fourviation 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 55 pcf for backfill consisting of the on-site soils and shale or 45 pcf for backfill consisting of imported granular materials. Cantilevered retaining structures which are separate from the main structure and can be expected to deflect sufficiently to mobilize the full active earth pressure condition 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 soils and shale or 40 pcf for backfill consisting of imported granular materials. All foundation and retaining structures should be designed for appropriate surcharge pressures such as adjacent foundations, 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 Chen @Northern, Inc. Consult ng Engineers and Scientists or an upward sloping backfill surface will increase the lateral pressure imps on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and ccmpacted to at least 90%of the maximum standard Proctor density at a moisture content at or above optimum. Backfill in pavement and slab areas should be ccanpacted to 95% of the maximum standard Proctor density. Care should be taken not to overccopact the backfill or use large equipment near the wall since this could cause excessive lateral pressure on the wall. If the shale is used as backfill, it should be well broken up to achieve a soil -like consistency. 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 0.35. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 300 pcf. The 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, particu- larly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. We reccutrend imported relatively free -draining granular soils for backfilling foundation walls and retaining structures because their use results in lower lateral earth pressures and the backfill will be incorporated in the underdrain system. subsurface drainage recommendations are discussed in more detail in the "Underdrain System" section of this report. Imported granular wall Chen ONorthern, Inc ,s„lung Engineers au,d Sc c:nl sus backfill should contain less than 15% passing the No. 200 sieve and have a maximum size of 6 inches. The upper 2 feet of the wall backfill should be a relatively impervious on-site soil or a pavement structure should be provided to prevent surface water infiltration into the backfill. FWi8' The ory-site soils possess an expansion potential and slab heave could occur if the subgrrde soils were to become wet. Slab -on -grade construction may be used provided precautions are taken to limit potential movement and the risk of distress to the building is accepted by the owner. A positive way to reduce the risk of slab movement, which is commnly used in the area, is to construct structurally, supported floors over crawl space. To reduce the effects of some differential movement, nonstructural floor slabs should be separated frown all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Interior non-bearing partitions resting on floor slabs should be provided with a slip joint at the bottom of the wall so that, if the slab moves, the movement cannot be transmitted to the upper structure. This detail is also important for wallboards, stairways and door frames. Slip joints which will allow at least 2 inches of vertical movement are recommended. Floor slab control joints should be used to reduce damage due to shrinkage cracking. Slab reinforcement and control joints 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 immediately beneath basemnent level slabs -on -grade. This material should consist of minus 2 -inch aggregate with less than 50% passing the No. 4 sieve and less than 2% Chen Northern,Inc. Consulting Engineers and Scientists -10- passing the No. 200 sieve. The free -draining gravel will aid in drainage below the slabs and should be connected to the perimeter underdrain system. Required fill beneath slabs should consist of a non -expansive imported granular material such as a pit -run sand and gravel or road base excluding topsoil and oversized rocks. The fill should be spread in thin horizontal lifts, adjusted to near optimum moisture content, and compacted to at least 95% of the maximum standard Proctor density. All vegetation, topsoil and loose or disturbed material should be remwed prior to fill placement. The on-site clay soils will be expansive when compacted and could cause floor slab heave after wetting. The above recommendations will not prevent slab heave if the expansive soils underlying slabs -on -grade become wet. However, the recommendations will reduce the effects if slab heave occurs. All plumbing lines should be pressure tested and repaired as necessary before backfilling to help reduce the potential for wetting. Although groundwater was not encountered during our exploration, it has been our experience in mountainous areas and where clay soils are present, and bedrock is shallow, that local perched groundwater may develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. Therefore, we recommend below grade construction such as basement areas be protected from wetting by an underdrain system. The drain should also act to prevent buildup of hydrostatic pressures behind foundation walls. The underdrain system should consist of a drainpipe surrounded by free - draining granular material placed at the bottom of the wall backfill. The drain Chen @Northern, Inc. Consulting Enginmrs and Scientists -11 - lines should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade, and sloped at a minimum 1% grade to a suitable gravity outlet. Free -draining granular material used in the drain system 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. The drain gravel should be at least 2 feet deep. SITE GMIM The risk of construction induced slope instability at the site appears low provided the building is located away from the steep hillside slope as planned 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. Dmbankment fills should be compacted to at least 95% of the maximum standard Proctor density near optimum moisture content. Prior to fill placement the subgrade should be carefully prepared by removing all vegetation and topsoil and compacting to 95% standard Proctor density. The fill should be benched into portions of the hillside exceeding 20% grade. Permanent unretained 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. Chen Northern,Inc. Consulting Engineers and Scientists -12- The following drainage Precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Excessive wetting or drying of the foundation excavations and underslab areas should be avoided during construction. Drying could increase the expansion Potential of the clay and shale. 2) Exterior backfill should be adjusted to near optimum moisture and cmpacted to at least 95% of the maximum standard Proctor density in pavement 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 soils to reduce surface water infiltration. 3) The groundsurface grounding 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 minnrnm► slope of 3 inches in the first 10 feet in Paved areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation such as sod should not be located within about 10 feet of the building to limit subsurface wetting below the building. I /�/YY• Y � .ti 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. Zhe conclusions and recommendations submitted in this report Chen @Northern, Inc. Consulting Engineers and Scientists 71 -13- are based upon the data obtained frown the exploratory borings drilled at the locations indicated on Fig. 1, the proposed type of construction and our experience in the area. The nature and extent of subsurface variations across the site may not beoomie evident until excavation is performed. If during construction, fill, soil, rock or water conditions appear to be different fraan those described herein, this office should be advised at once so reevaluation of the recmm --n ations may be made. We recomytend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the soil engineer. sincerely, C EN-NORTHM, INC. David A. Y Reviewed By Steven L. Wlak, P.E. DAY/ec cc: Otis Caripany - Attn: Jim Otis Chen@Northern, Inc. K: 15222 4• • Y]ONA\. 'L;.��POD rF OF CO�� Consuuuig Enginews and Sc enlists Iw Boring 2 Elev. = 7376' 7390 7385 7380 v a, U- ' 34/ 12 0 7375 WC=16 50/6 a +� LL=424 > PI=20 2 - 0 LU 52/12 7370 a WC=6 DD=125 7365 50/6 Boring 1 Elev. = 7386' 7390 —� 7385 50/5 WC=7 DD=132 7380 a 50/6 a WC=6 DD= 141 7375 c 0 a� w 50/3 7370 50/1 7365 7360 LU 50/6 7360 Note: Explanation of symbols presented on Fig. 3. 4 263 91Chen@Northern, II 1C. Logs of Exploratory Borings Fig. 2 LEGEND: i 9 Topsoil; organic clay, soft, moist, black. © Clay (CL); medium plasticity, sandy, stiff, slightly moist, brown. Weathered Claystone Shale;medium weatheredy,fraaturedium argyp�iferousslightly moist, dark gray, slightly to moderately Claystone Shale Bedrock; medium plasticity, hard to very hard, slightly moist, dark gray, gypsiferous,'(Mancos Shale). Relatively undisturbed drive sample; 2 -inch I.D. California liner sample. b 34/12 Drive sample blow count; indicates that 34 blows of a 140 -pound hammer falling 30 inches were required to drive the California sampler 12 inches. NOTES: 1. Exploratory borings were drilled on May 1, 1991 with 4 -inch diameter continuous flight power auger. 2. Locations of exploratory borings were measured approximately by pacing from features shown on the site plan provided. 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 impliedY hod used. 5. The lines between materials shown materialthe typesexploratory and tran�itionsring logs mayrbergradualthe approximate boundaries between 6. No free water naWaterencountered maynoccurborings time,the time of drilling. Fluctuations l 7. Laboratory Testing Results: WC = Water Content (%) DO = Dry Density (pcf) LL = Liquid Limit (%) PI = Plasticity Index (%) 4 263 91 1 Chen ONorthern, Inc. Legend and Notes I Fig. 3 c 0 .r, V) c a 1 X w p i c 0 1 Ln a, S.- 0. E O U .w. APPt IPn pQFect IDC _ 6_1 "' too Moisture Content = % percent q Dry Unit Weight = 132 . pcl Sample or: weathered c 1 aystone From: Boring 1 at 5 feet Moisture Content 6 percent Dry Unit Weight = 141 pcl From: Boring 1 at 10 feet x a s JnVder sta t pr s utin APPt IPn pQFect IDC _ 6_1 "' too APPLIED PRESSURE — ksf V 4 263 91 I Chen -Northern, Inc. CA -1-79 luu SWELL -CONSOLIDATION TEST RESULTS I Fig. 4 Moisture Content 6 percent Dry Unit Weight = 141 pcl From: Boring 1 at 10 feet APPLIED PRESSURE — ksf V 4 263 91 I Chen -Northern, Inc. CA -1-79 luu SWELL -CONSOLIDATION TEST RESULTS I Fig. 4 moisture Content 16 percent Dry Unit Weight � 114 . pcf Sample of: sandy clay From: Boring 2 at 1 foot C O N C b 1 CL X w i ae 0 c 0 1 V) a� L E 2 O U to wet I oA — ksf Moisture Conten percent Dry Unit Weight 125 pcI Sample of: weathered claystonec O From: Boring 2 at 5 feet c b C x 1 w t 0 c o , N CLE O U 0.1 APPLIED PRESSURE — ksf 4 263 91 Chen -Northern, Inc. SWELL -CONSOLIDATION TEST RESULTS Fig. 5 re_1_7n 1 NNI SII II� �1 1 II moisture Content 16 percent Dry Unit Weight � 114 . pcf Sample of: sandy clay From: Boring 2 at 1 foot C O N C b 1 CL X w i ae 0 c 0 1 V) a� L E 2 O U to wet I oA — ksf Moisture Conten percent Dry Unit Weight 125 pcI Sample of: weathered claystonec O From: Boring 2 at 5 feet c b C x 1 w t 0 c o , N CLE O U 0.1 APPLIED PRESSURE — ksf 4 263 91 Chen -Northern, Inc. SWELL -CONSOLIDATION TEST RESULTS Fig. 5 re_1_7n 1 SII �1 1 II Chen -Northern, Inc. T A B L E 1 SUMMARY OF LABORATORY TEST RESULTS 4 263 91 SAMPLE LOCAL ION NATURAL MOISTURE CONTENT N(Pd) NATURAL DRY DENSfrY GRADATION PERCENT PASSING NO 2(X1 SIEVE ATTERBERG LIMITS UNCONFINED COMPRESSIVE STRENGTH SOIL OR BEDROCK TYPE BORING DEPTH (toot) GRAVEL (.�) SAND LIOUID LIMIT PLASTICITY INDEX 1 5 7 132 1weathered claystone 10 6 141 weathered claystone 2 1 16 114 42 20 sandy clay 5 6 125 weathered claystone 0 0 m r� M rn r` cv Cri c� Cn a gn 3 -C3 0 N J tJ IV CLEAN OU 51 TE PLAN SCALE.- 1`_- 20' FLOW TO MAIN LINE EXISTING GRADE 2.1 SLOPE FINISHED GRADE PROVIDE SWALE TO DIVERT RUN-OFF AROUND E, T• BED 3' 807TOM OF BED TO BE-' CONSTRUCTED IN NATURAL GROUND, BELOW TOPSOIL CLEAN-OUT DETAIL L'.1 L i J 1 u I r r y c— r r y r vie �. \ GENERAL NOTES. I. All materials, installation practices, setback requirements, etc., shall comply with the Pitkin County Individual Sewage Disposal System Regulations. FLOW FROM BUILDING DESIGN CAL CULA TIONS (REDESIGN 8/15/97) 57' 0 3 SAPID -' (SEE NOTE J5) BOTTOM OF BED SHALL—f BE LEVEL 0. 1'—+, SCARIFY BEFORE PLACING ROCK ,5ECTIDN A A SCALE: 7 "- 3' A SANDYj69'A OIL VARIES FROM CENTER TO 2"GES - 4 " PERFORATED PVC SLOPE 07fT. (TYP.) 13" OF 1/2" TO 2-1/2" CLEAN ROCK 3' MIRAFI FABRIC OR 4 " OF STRAW -,--2.-1 SLOPE 59.0' 2'1 55 0' _ 2 " 4 SOLID WALL PVC SLOPE 0 : T _r 4" PERFORATED PVC SLOPE 0 j'FT' (TYP.) 4" PVC FROM DOSING TANK AIR VENT (2 REO'D) SEE DETAIL ` - - __ - - _j _*/ EVAPO-- TRANSPIRA. TION RED DETAIL 1, 6 BEDROOM HOME, ASSUME 2 PERSONS/BEDROOM AND 130 GPC0 2. DETERMINE FLOW: it 0 = 1.75x(2)x(6)x(130) = 273© 3 SEPTIC TANK SIZE FOR 6 BEDROOMS = 3412 GALLONS — ADD MiNIMUM OF 2250 GALLONS OF ADDITIONAL SEPTIC TANK VOLUME. 4 ALLOWABLE LOADING RATES.' , DESIGN FOR EVAPO— TRANSPIRA 770N/ ABSORP77ON METHOD OF EFFLU&IT DISPOSAL. ABSORP RON • PERC. TEST INDICA TES 44 mpi RA TE EVAPO— TRANSPIRA 770N.• USE STANDARD ET RATE FROM 32 PAN OF 0.0546 GALLONS/S.F./DAY 5. DETERMINE BED SIZE: O = ET L DAD (A) + ABS L OA (A) O = 0.0546 A + 0.7588 A 2730 GPD = 0.8084 A A = 3377 sf EXISTING BED AREA = 57 x 59 = 3363 sf EX15171VG BED AREA iS ADEQUATE FOR 2 ADDITIONAL BEDROOMS OR A TOTAL OF 6 BEDROOMS. NOT TO SCALE SANDY TOPSOIL VAR/ES FROM 6" AT CENTER TO 2" AT EDGES S4ND 4" PERFORATED PVC DISTRIBUTION PIPING ROCK 4 " TEE, DO NOT GLUE 4" AIR VENT ASTM D3O34 SDR35 PVC 4" JET STREAM i - SEED TOPSOIL r. r. STRATA MIRAF/ FABRIC , o �`-- ROCK MOUNDED ABOVE PIPE PERFORATIONS STRA TA s�oc AIR VENT DETAIL SCALE.• 1"- 1'-00 _- now SURVEYORS ENGINEERS 2 The E, T bed shall be constructed so that the bottom is B R REVISION level +/-0.1 inches. Place bed in natural ground, no g j ` Jab Iva. 4299 INDIVIDUAL G�' Drawn by. MH portion of the bed shall be placed in fill. AS J. Provide adequate surface water diversion to assure that G 1001 GRAND AVENUE, SUITE 2-E SPRINGS. COLORADO 81601 runoff does not enter the evapo—transpiration bed ,SSE�YA Date: 7130191 �,r r� � �,/ 4. Stone shall be 1/2•" to 2-1/2" screened rock. 0' 5. Sand shall be 0.5 to 1.0 mm effective size with a ! ` uniformity coefficient of 4 or less. GLENWOOD -L•1ot ,5 6. The recommended bed seeding is blue grass at 4 to 6 lbs/100 sq. ft. All other areas disturbed by construction n / � �r T L SYSTEM S1 E Yl shall be reseeded with native grasses to prevent erosion. v 7. The location of the bed may be adjusted in the field to _ Concrete Steps SCHMUESER === GORDON MEYER better fit the site, provided all setbacks are met. Sfory8. File: Piping in system sha/1 be stanard perforated sewer pipe. YYQOd ASTM 2729—Sewer and Drain Leochfield Pipe unless otherwise specified. Qn tv41- ` 9. 4" PVC tees should not be glued to enable observations of 1 IOSe water level in system and to remove excess salts �J N- accumulation or surplus water, if necessary. 10 Use risers as needed to bring septic tank access hatch r N within 6" of finished grade. f 1-r 11. Cost iron pipe of equal strength or other pipe properly to failure by settling shall extend ' 2Q,9� supported prevent 14• from tank for a distance of at least five feet (5) from p 00 v the inlet and outlet ends. ©5 12. The Contractor and Owner shall take whatever measures are necessary to assure that (a) septic tank and sewer lines are completely water tight and (b) the system is LEAN OUT l�\\ ' i� to be installed to prevent freezing of al/ pressure and 0'53 gravity sewer lines. 705 ��'- j 43.27 13. The Pitkin County Environmental Health Department and the Engineer shall be notified when construction commences and kept abreast of the construction progress so that sufficient inspection can be performed to assure conformance with these plans. Provide a minimum of 48 hours notice to each. FLOW FROM BUILDING DESIGN CAL CULA TIONS (REDESIGN 8/15/97) 57' 0 3 SAPID -' (SEE NOTE J5) BOTTOM OF BED SHALL—f BE LEVEL 0. 1'—+, SCARIFY BEFORE PLACING ROCK ,5ECTIDN A A SCALE: 7 "- 3' A SANDYj69'A OIL VARIES FROM CENTER TO 2"GES - 4 " PERFORATED PVC SLOPE 07fT. (TYP.) 13" OF 1/2" TO 2-1/2" CLEAN ROCK 3' MIRAFI FABRIC OR 4 " OF STRAW -,--2.-1 SLOPE 59.0' 2'1 55 0' _ 2 " 4 SOLID WALL PVC SLOPE 0 : T _r 4" PERFORATED PVC SLOPE 0 j'FT' (TYP.) 4" PVC FROM DOSING TANK AIR VENT (2 REO'D) SEE DETAIL ` - - __ - - _j _*/ EVAPO-- TRANSPIRA. TION RED DETAIL 1, 6 BEDROOM HOME, ASSUME 2 PERSONS/BEDROOM AND 130 GPC0 2. DETERMINE FLOW: it 0 = 1.75x(2)x(6)x(130) = 273© 3 SEPTIC TANK SIZE FOR 6 BEDROOMS = 3412 GALLONS — ADD MiNIMUM OF 2250 GALLONS OF ADDITIONAL SEPTIC TANK VOLUME. 4 ALLOWABLE LOADING RATES.' , DESIGN FOR EVAPO— TRANSPIRA 770N/ ABSORP77ON METHOD OF EFFLU&IT DISPOSAL. ABSORP RON • PERC. TEST INDICA TES 44 mpi RA TE EVAPO— TRANSPIRA 770N.• USE STANDARD ET RATE FROM 32 PAN OF 0.0546 GALLONS/S.F./DAY 5. DETERMINE BED SIZE: O = ET L DAD (A) + ABS L OA (A) O = 0.0546 A + 0.7588 A 2730 GPD = 0.8084 A A = 3377 sf EXISTING BED AREA = 57 x 59 = 3363 sf EX15171VG BED AREA iS ADEQUATE FOR 2 ADDITIONAL BEDROOMS OR A TOTAL OF 6 BEDROOMS. NOT TO SCALE SANDY TOPSOIL VAR/ES FROM 6" AT CENTER TO 2" AT EDGES S4ND 4" PERFORATED PVC DISTRIBUTION PIPING ROCK 4 " TEE, DO NOT GLUE 4" AIR VENT ASTM D3O34 SDR35 PVC 4" JET STREAM i - SEED TOPSOIL r. r. STRATA MIRAF/ FABRIC , o �`-- ROCK MOUNDED ABOVE PIPE PERFORATIONS STRA TA s�oc AIR VENT DETAIL SCALE.• 1"- 1'-00 _- now SURVEYORS ENGINEERS SCHMC�ESER GQROQN MEYER lIVC. B R REVISION DATE BY Jab Iva. 4299 INDIVIDUAL G�' Drawn by. MH I AS 9/30/91 RC G 1001 GRAND AVENUE, SUITE 2-E SPRINGS. COLORADO 81601 � Lazy ' d� ti77 S1OD ,SSE�YA Date: 7130191 �,r r� � �,/ 2 ADDITION B 15 97 DC GLENWOOD -L•1ot n / � �r T L SYSTEM S1 E Yl - (303, j 945-1004 (FAX.) 945-5948 UISPV A..7za Aopr by: DWG or- SCHMUESER === GORDON MEYER ASPEN, COLORADO (303) 925-6727 File: