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HomeMy WebLinkAboutpitkin.eh.264511100003 (1986)ASPEN*PITKIN ll / - do ENVIRONMENTAL HEALTH OFPAR MENT INDIVIDUAL SEWAGE DISPOSAL PERMIT NO. XI TYPE OF PERMIT: nitial Construction ( )Emergency Use ( )Repair Work,(Pievious Permit 1 .) ( )Alteration of an existing system,r installation (Previous Permi 1 ) ( )Use Permit as a result of Sale ( )Other: p ISSUED T0: ��! DATE OF ISSUE. O Owned Home Phone Business Phone „ Mailing � ! I0 / s , gjrA m y �� ' Address _ Agent Address Phone Sewage Disposal System Work to be performed by1)LoALc-k P Y P Y 9 9 p This permit valid only for remises location b the following legal dencti tions ✓ tyr SIZE 2R(!tgC�ec7 , WATER SUPPLY G�LL AVERAGE PERCOLATION RATE.® This Individual Sewagc Disposal Permit is granted with regard to the following use: -43 /�/�Ll L% A /17 /VBG Nur.,bcr oft Dedicoms Loftsi Carbage Disposals_ 17 Dishwashers ( Clothes Washers CALCULATED AVERAGE DAILY WASTE LOAD -5— GALLONS. THE NATURE OF THE SYSTEM INCLUDED UNDER THIS PERMIT: Tyx of Tank or Treatment Units +SF,4 1ci�Ax 4 Tank Capacity �V'� _Callon Miniau:a Method of Final Disposals 0E^ �D"" / FA6, Absorptiop Area �/1� �� Square Feet Minimum Description (including brand name, if any) of other equipment or appurtnancest �J.S O Li NEfI L i pF 2__ G, VF&LC->5 TZ61t1611 '::7yS1-CM Other Condition! or Specificati.onst /�%AjE STAGES REQUIRING INSPECTION BY THE HEALTH DEPARTMENT: ( )Before Excavation ( )Upon completion of excavation and prior to placement of gravelBefore covering distribution stem of absorption field Prior to backfill of any component ( )Other, Specify: . Plans and specifications of the proposed Sewage disposal system have been reviewed andare considered satisfactory. Pernission in hcreby granted to the owner or his agent, to perform the work indicated above in accordance with the Pitkin County Individual Sewa;e Disposal Revelations in effect on the date of issue. In addition to general provisions act forth on the reverse her:of, this Permit is subject to the following additional terms and editions: • � t APPROVED FOR ISSUE BY A title) The above individual sewago disposal system installed by has been inspected for use by a representative of the As responsibility in case of failure or inadequacy of thij in Environm.•ntal }tcalth Dep•Irtmcnt. The uwnur asaumos a iaposal system. Complete as -built drawing attached. DATE Or INAL INSPE BY:. ' ,�1� - � '`---� TITLE ��•'t-.,.- q19� c.c., :�Idc�. 0X1Q*- �� 81611 303/925- 2020 O South Gal n13 Street Aspen, Colorado r ASPENOPITKIN ENVIRONMENTAL HEALTH. DEPARTMENT APPLICATION FOR AN INDIVIDUAL SEWAGE DISPOSAL•PERMIT /�' /f i S -i� PHONE 5 17s? s Name of OWNER !►� c'` Address of OWNER c� l D Name of APPLICANT 4 �'_ PHONE PERMf� BEs VI Picked Up ( )Mailed tot TYPE OF PERMIT: ( ,New Installation ( )Repair ( jOwner ( )Applicant l )Emergency Use ( )Alteration NOT due to failure LOCATION OF PROPOSED SYSTEM: t p -, D Legal Description , ►1 e �� Lot Block Filing cres Do you plan any further additions to the TYPE OF STRUCTURE: ( )6ingle Family 0-11ing ( )Others residence? ( )YES No. of bedrooms No. of Lofts No. of Garbage Disposals �_ No: of Automatic Dishwashers No. of Autocratic Clothes Washers WATER SUPPLY: (:9Privare Well. Depth or ( )Public, Name of System ( )Spring ( )Strca,s or Creek TYPES OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSEDs (;;Septic Tank/Absorption Field ( )Aeration Plant/Absorption Field ( )Composting Toilet ( )Incineration Toilet )Mound ( (')Recycling, potable use ( )Recycling, other use t )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.) before a permit can be issued. The individual sewage disposal permit must be iesued before a building permit can be obtained. FINAL INSPECTION APPROVAL MUST BE GIVEN BY THE ASPEN/PITKIN ENVIRONMENTAL HEALTH DEPARTMENT PRIOR TO BACKFILLING ANY PORTION OF THE SYSTEM. Application for an individual sewage disposal permit is hereby submitted. The undersigned acknowledges that the above information is true and that false in tlo wirlll, invalidate the application and any subsequent p rmit. Signature of Applicant ��` " v Y' �y;�;`'�� �'� DAA P —J (This application becomes. invalid 1 mon as 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. M n ubject property and 2. Proposed and existing water wells on sS Q .(. adjacent property. 3. Domestic water service lines. / 4. Proposed and existing buildings, driveways, and other structures. / S. 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 .� t is individual sewage disposal posmi ap kation and a permit !es in the amount o! $ �L� . Receipt Number , Date Fee Received by Administrative Officer 130 South Galena Street Aspen, Colorado 81611 303/925-2020 I XSPENObPITKIN ENVIRONMENTAL HEALTH DEPARTMENT Legal decription: g6F3 .SEJA)sQ% Pt9d (# & st. / p.o. box) (city) (state) (zip) FIELD TEST DATA SHEET AN, Name of Owner: Address: 21 Name of Agent: _ N Water Supply: Public Utility Subdivision Private Well Lot Area: $ tAC,, Distance to Nearest Surface Water f,4P- ft. Dates Observations Made: Soil Borings: by Percolation Tests: by SOIL BORING TESTS Oto TN TO 4-OVND —1EII. ►ttT TEST AL OC►TM TOT NU.S[A ►[[T CMAMACT[w Of SOIL -ITM TMIC AN [fS IM I[[T .. r� OflCAv[D [f TINAT[D NIGH B-1 �� 0,)4 Cnl i M B-2 PERCOLATION TESTS Average Rate: 35 minutes/inch Plan of the !site on the back Date (� 10 Signature R - BOB NELSON ASPEN/PITKIN SANITARIAN 130 S. GALENA ASPEN, CO 81611 WAT[w TClT r1MC OIIO► IM WATER LEVEL. IM CN[f MIN VT[f SECOND TO N[i7 TO LAST 0-1. CHARACTER Of SOIL NOywa S1NCE MO IN MOLE INTERVAL TO CALL TCST MVM OCA INCHES THICKNESS IN IM CHCS 13T WET OVC RNIGNT M MINUTE LAST ►CR100 LAST ►C RIOD •CR100 OMC IN" P-1 q3 SILTY LOAM 221 P-2 I LTY LOAM 2l L/0— P-3 P-4 Average Rate: 35 minutes/inch Plan of the !site on the back Date (� 10 Signature R - BOB NELSON ASPEN/PITKIN SANITARIAN 130 S. GALENA ASPEN, CO 81611 I `\ ,�`_�' :, t �� � .� � 'V � • v c .. ems" ► '' i t _ f44 � r t _ f44 Chen & isociates ■ t ■ Consulting Geotechnical Engineers 5080 Road 151 C,isper Glenwood Springs, C0601 Cneyoflne 303/945-7458 Colorado Springs Denver Fort Collins Rock Springs Salt Lake City San Antonio SUBSURFACE STUDY --� PROPOSED RESIDENCE 4000 SNOWMASS CREEK ROAD PITKIN COUNTY, COLORADO G' Prepared For: Grizzly Landscape & Nursery, Inc. 21905 West Highway 82 Aspen, CO 81611 Attn: Mr. Bob Jensen Job No. 4 187 86 May 27, 1986 C TABLE OF CONTENTS CONCLUSIONS SCOPE OF WORK PROPOSED CONSTRUCTION SITE CONDITIONS SUBSURFACE CONDITIONS FOUNDATION RECOMMENDATIONS FLOOR SLABS UNDERDRAIN SYSTEM SURFACE DRAINAGE LIMITATIONS FIGURE 1 — VICINITY MAP FIGURE 2 — LOCATION OF EXPLORATORY BORINGS FIGURE 3 — LOGS OF EXPLORATORY BORINGS FIGURE 4 — LEGEND AND NOTES FIGURE 5 — SWELL—CONSOLIDATION TEST RESULTS FIGURE 6 — SWELL—CONSOLIDATION TEST RESULTS TABLE I — SUMMARY OF LABORATORY TEST RESULTS Chen & Associates 1 2 2 3 3 5 6 7 7 CONCLUSIONS ` The clay samples taken from the site were deter- mined to have a low to minor swell potential at their natural moisture content. The proposed residence can be founded on spread footings placed on the natural soils and designed for a maximum soil bearing pressure of 2500 psf with a minimum dead load pressure of 500 psf. Geotechnical design and construction considerations for the proposed residence are presented in the body of this report. SCOPE OF WORK This report presents the results of a subsurface study for the proposed Jensen residence to be located on a tract of land in Sections 2 and 11, Township 9 South, Range 86 West of the Sixth Principal Meridian in Pitkin County, Colorado. The subsurface study was conducted for the purpose of developing foundation recommendations. The project site is shown on Figs. 1 and 2. A field exploration program consisting of two borings was conducted to obtain information on subsurface conditions. Mate- rial samples obtained during the field exploration were tested in the laboratory to determine compressibility or swell characteris- tics of the on-site soil. 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 explora- tion and laboratory testing are presented herein. This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommenda- Chen & Associates tions based on Lne proposed construction and the subsurface conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction off' the proposed residence are included in the report. 1 PROPOSED CONSTRUCTION The proposed construction will consist of a one to two-story wood frame residence with a basement under part of the resi- IChen & Associates dence. We understand the main floor level will utilize crawl space construction while the basement will probably be slab -on - grade. Foundation loadings for this type of construction are assumed to be relatively light. If loadings or conditions are significantly different from those described above, we should be notified to reevaluate the recommendations contained in this report. SITE CONDITIONS At the time of our field work, the site was vacant and appeared to have been either a pasture or hay field. There were two old ditches that crossed the building location that had been partially filled. The site is generally vegetated with weeds and grass with some small planted evergreens on the edges of the road. Topographically, the residence is located on or near the crest of a north -south trending ridge line. The ridge line and surrounding area are generally gently sloping. Approximately 200 feet to the east of the proposed residence the ground surface becomes steep to very steep down to Snowmass Creek. IChen & Associates 1 SI1BSURF'ACE COND Q ONS The general subsurface conditions at the site were evaluated by drilling two exploratory borings at the locations shown on Fig. 2. Graphic logs of the subsurface profile encountered are shown on Fig. 3. The subsoil profiles encountered consist of a variable depth of topsoil overlying medium to stiff, slightly gravelly sandy clay below which a medium dense to dense sandy clayey gravel layer with cobbles and boulders was encountered. Swell -consolidation tests conducted on relatively undisturbed drive samples of the subsoils are shown on Figs. 5 and 6. The tests indicate relatively low compressibility potential under light loading and natural moisture content with a low to minor swell potential after wetting. A summary of the laboratory tests conducted is shown on Table I. No free water was encountered at the time of drilling and the moisture content was generally described as moist. FOUNDATION RECOMMENDATIONS Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the proposed residence be founded on spread footings placed on the undisturbed natural soils. The following design and construction criteria should be observed: 1) Footings placed on the natural subsoils below all topsoil may be designed for a maximum soil bearing pressure of 2500 psf. The footings should also be designed for a minimum dead load pressure of 500 psf. In order to achieve the minimum Chen & Associates 2) 3) 5) 6) 7) dead load pressure, it may be necessary t9concentrate loads by using a grade beam and pad or similar foundation design. If this system is used, a void should be provided beneath the grade beam between pads. We estimate settlements/heave for footings designed and constructed as discussed in this section to be approximately 1 inch. Footings should have a minimum width of 12 inches for walls and 2 feet for columns. 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 also be designed to resist lateral earth pressure based on equiva- lent fluid weight of 50 pcf. An underdrain should be pro- vided to prevent hydrostatic pressure buildup behind the wall. Exterior footings or footings constructed in nonheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Areas of loose or soft material and any topsoil encountered within the foundation excavation should be removed and the footing extended down to firm natural subsoils. The excavation should not be subjected to prolonged drying as this could increase the swell potential of the clay soils. One way to reduce drying is to construct the foundation shortly after the excavation is finished. A representative of the soil engineer should observe the footing excavations prior to concrete placement. Chen & Associates FLOOR SLABS Floor slabs present a problem where expansive materials are present near floor slab elevation because sufficient dead load cannot be imposed on them to resist the uplift pressure generated when the materials are wetted and expand. Based on the moisture- ' volume change characteristics of the materials encountered, we believe slab -on -ground construction may be used, provided the risk of distress resulting from slab movement is accepted by the owner. The following measures should be taken to reduce damage which could result from movement should the underslab materials be subjected to moisture changes. 1) Floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained verti- cal movement. 2) Interior non-bearing partitions resting on floor slabs should be provided with slip joints 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 14 recommended. 3) Floor slab control joints should be used to reduce damage due 14 to shrinkage cracking. We suggest joints be provided on the order of 15 feet on center. The requirements for slab rein- forcement should be established by the designer based on experience and the intended slab use. UAJ 01 Chen & Associates i 4) A minimum 4 -inch layer of gravel should be placed beneath the slabs. This material should consist of minus 2 -inch aggre- gate with less than 50% passing the No. 4 sieve and less than 5% passing the No. 200 sieve. 5) Fill placed beneath floor slabs should be a nonexpansive, material. The soil engineer should evaluate the suitability of proposed fill materials. Fill should be placed and compacted to at least 95% of the maximum standard Proctor Idensity near the optimum moisture content. IUNDERDRAIN SYSTEM Although groundwater was not encountered during our explora- tion, it has been our experience in mountainous areas that local perched groundwater may develop during times of heavy precipita- tion or seasonal runoff. Therefore, each level cut into the hillside should be protected by an underdrain system. An underdrain system should consist of a layer of free - draining granular material beneath the floor slab connected to perimeter drains. Free -draining granular material used in the drain system should contain less than 5% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The perimeter drains should consist of drain pipe placed in the bottom of the trench and surrounded with free -draining gran- ular material. The drain lines should be placed at least 1 foot below the lowest adjacent finish level. The perimeter drain system should be sloped to a suitable gravity outlet or a sump where water can be removed by pumping. Chen & Associates -7- SURFACE 7- SURFACE DRAINAGE 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. 2) Exterior backfill should be adjusted to near optimum moisture and compacted 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. 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 6 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. y) Roof downspouts and drains should discharge well beyond the limits of all backfill. 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 borings drilled at the locations indicated on the exploratory boring plan, and the proposed type of construction. The nature and extent of subsurface variations across the site may not become evident until excavation is per - Chen & Associates t , i formed. If during construction, fill, soil, rock or water f iz. t, conditions appear to be different from those described here n, } at once so reev this office should be advisedaluation of the end on-site observation of recommendations may be made. We recomm excavations and foundation bearing strata by a representative of the soil engineer.;.> Very truly yours, U �P'j CHEN AND ASSOCIATES, INC. 15222 By f/'Ij-- s Larry A. Boge, P.E. nrra►. � •° o GF' COI. � t, � ' Reviewed By—5 Steven L. Pawlak, P.E. LAB/ec cc: Wayne Stryker (3) i' Chen & Associat:es E i 514 SNOWMASS 1/2 MILEJ: U.S. F y iw 82 A 71 j 4 ,:j . . ................. ASPEN 8 MMES; 4:0 11r, 7** --\"rlaoo Wc 4 1878 chen and moclates, Inc. VICINITY MAP Fig. wa APPROXIMATE PROPOSED RESIDENCE' LOCATION EXISTING BARN* 600' APPROXIMATE SCALE 1� � = 200' I EXISTING HORSE BARN * 400' SNOWMASS CREEK ROAD* 800' BENCH MARK: TOP OF EXISTING WATER WELL. ELEVATION = 100' ASSUMED. PROPERTY BOUNDARY / r5 o a 0 Cr Y W W �3 GO co a 0 z if 4 187 86 chen and associates, Inc. LOCATION OF EXPLORATORY BORINGS Fig. 2 4 100 IM Hole 1 Hole 2 Elev. = 96.8' Elev. = 9 :1 7/12 WC=20.4 DD= 100.9 LL=40 PI=17 7/12 WC=18.0 DD=106.6 -200=77 17/12 40/6,50/4 Note: Explanation of symbols presented on l:il,. 4• 100 95 +J a� 90 0 0 w �-W' FI l 4 187 8L chen and associates, togs of Exploratory Borings IFig. 3 inC. 1 6/12 01WC=17.9 DD= 106.6 LL=32 90 PI=11 0 N > 21/12 a� WC= 14.9 w DD=112.7 -200=82 LL=38 8SPI=22 Ow' 55/12 :1 7/12 WC=20.4 DD= 100.9 LL=40 PI=17 7/12 WC=18.0 DD=106.6 -200=77 17/12 40/6,50/4 Note: Explanation of symbols presented on l:il,. 4• 100 95 +J a� 90 0 0 w �-W' FI l 4 187 8L chen and associates, togs of Exploratory Borings IFig. 3 inC. 1 Legend: ® 'f'opsoil. ©Clay (CL); sandy, silty, slightly gravelly, moist, medium, brownish -black to brown. Gravel (GC -CL); clayey to very clayey, sandy, cobbles, moist, medium dense to dense, reddish -brown. ® Gravel (GC); sandy, clayey, cobbles and boulders, moist, dense, brown. Relatively undisturbed drive sample; 2 -inch I.D. California liner sample. Drive sample; standard penetration test (SPT), 1 3/8 -inch I.D. split spoon sample. 6/12 Drive sample blow count; indicates that 6 blows of a 140 -pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. TPractical rig refusal due to material size and density. Notes: 1. Exploratory borings were drilled on May 8, 1986 with a 4 -inch diameter continuous flight power auger. 2. Locations of exploratory borings were measured approximately by pacing from an existing water well in the location designated by the client. 3. Elevations of exploratory borings were measured by instrument level and refer to the bench mark on Fig. 2. 4. The exploratory boring locations and elevations should be considered accurate only to the degree implied by the method used. S. The lines between materials shown on the exploratory boring logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the borings at the time of drilling. Fluctu- ations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DD = Dry Density (pcf) -200= Percent passing No. 200 sieve LL = Liquid Limit (%) PI = Plasticity Index (%) l 187 861 chen and associates, Inc. I Legend and Notes I Fig. 4 M11.• ....... ..,. «.. T.T. T.... R:Jtii' 0 N a. w I 0 •H 1 N N r= 2 O U M 4 O O N ra a, x w 0 0 •,A 1 N N a� 0 2 U 3 then and associates, int. AM U. I 1.0 1 U 100 APPLIED PRESSURE — ksf Molstun� t;ontent 17.9 pe(cunt Dr/ Unit Wltlynt 100.6 pcf Sdmpleof sandy silty clay From Hole 1 at 5 feet X0 Ex co 11S 1 Stan n pre in e s11 ue _tT_v_e_tt Eximision 9 ufder cons due ant o w pr tt ssuiel n U. I 1.0 1 U 100 APPLIED PRESSURE — ksf • I.V IV APPLIED PRESSURE — ksf 100 4 187 86 SWELL -CONSOLIDATION TEST RESULTS Fig. 5 Moisture Content = 14.9 percent Dry Unit Weight = 112.7 pct Sample of: sandy silty clay From: Hole 1 at 10 feet X0 Ex co 11S 1 Stan n pre in e s11 ue _tT_v_e_tt it 9 • I.V IV APPLIED PRESSURE — ksf 100 4 187 86 SWELL -CONSOLIDATION TEST RESULTS Fig. 5 3 4 5 0 9 0 •1+ 0.1 Ca a. X W 0 0 • 4 1 to a� i� a E 2 0 U Chell and as`,t►c MC. 3 4 5 rol 6_■ I.V v APPLIED PRESSURE — ksf Mol;h,rH C,-nt 20. 4 Per(A.-I Ory Un't 'Neignt 100.9 Pct i.tmpt • of sandy silty clay From dole 2 at 2 feet Expa constant due sio towtt u pr d es n r u e 3 4 5 rol 6_■ I.V v APPLIED PRESSURE — ksf 0.1 1.0 10 100 APPLIED PRESSURE — ksf 4 187 86 SWELL -CONSOLIDATION TEST RESULTS Fig. 6 Moisture Content = 18.0 percent Dry Unit weight = 106. 6 pct Sample or: sandy silty clay From: Hole 2 at 5 feet Expa cons due sio ant o w u pr tt d s_u n r e 0.1 1.0 10 100 APPLIED PRESSURE — ksf 4 187 86 SWELL -CONSOLIDATION TEST RESULTS Fig. 6 Im cm EM on A S S O C I A T E S 4.187 86 ' CHENOIL AND T A B L E i r TEST RESULTS SUMMARY OF LABORATORY ORADATIONUNCONFINED PERCENT ATTEREIERG LIMITS COMVRESSIVE SOIL OR SEDAOrK TYPE SAMPLE LOCATION NATURAL NATURAL DRY PASSING NO. ZOO LIOU10 PLASTICITY STRENG IPSP) DEPTH MOISTURE CONTENT DENSI Y GRAVEL Iyi) SAND (YA) SIEVE LIMIT ('/i) INOE% A) HOLE IFEET) (%) (plCnsa v -iltv a`' 32 11 5 17.9 106.6 22 sand silty clav 1 82 38 10 14.9 112.7 sand silty clay 40 17 sand silty clay 20.4 100.9 2 2