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HomeMy WebLinkAboutpitkin.eh.246533401015 (1992)Document Layout (From Most Recent to Oldest Permit) Permit Application Log Sheet/Notes & Photos Communications As -built Design Engineer Design Soil Information Water Permit & Information Second System on property Third System etc. Floor Plans Please See Building and Land Use Approvals Files for additional information. / ASPEN*PITKIN mvA T(p S - 3 3q -ol - ops ' ENVI NMENTAL HEALTH 01=—PART—'l=—NT INDIVIDUAL SEWAGE DISPOSAL PERMIT NO. 91(), .3 To E OF PERMIT: nitlal Construction 1 )Emergency Use 1 )Repair Work,(Pievious Permit 1 .} ( )Alteration of an existing system, r installation (Previous Permit e ( )Use Permit as a result of Sale ( )Others q ISSUED T0: DATE OF ISSUE .���� / Ownergnecll-Home Phoneg23 ALO Business Phone Mailing Phone Mailing Address Sewage Disposal System Work to be performed This permit valid AAonly for promises location by the following legal descriptions !ar 36 J614jelSAIRI/(1%aj✓j`t/)%�� LOT Site 361 ACnCS , WATER SUPPLY �VCL L- AVERAGE PERCOLATION RATE (7/7-0��0��5 /�W This Individual Sewage Disposal pp Permit is granted with regard to the following usat✓(NGLs;• FAMILY k7Ej1"e467 . Muabor oft Dedrooms 1�7"Lefts o Garbage Disposals Dishwashers_L Clothes Washers CALCULATED AVERAGE DAILY WASTE LOAD �CALLONd. THE NATURE OF THE SYSTEM INCLUDED UNDER THIS PERMIT: ype of Tank or Treatment Units SE cT 7A�K- Tank .0 aeity � Callon Minimum cthod of Final Dlsposalr �iQt�(+��AI/��0 �/,4 ,�AISPIeArI v( T� earptioe Area Square Feet Minim—pFtd eseription (including brats TnllFe. if any) of other equipment or appurtranceat 3 33 K :then conditions or Specificat(ones A,(I_ OLAAIS /1N0 5 �C/F/G'AT/O/✓S D� /1/GH �d't/i�'Y � E'CS PAT�D 7-l8-9/ MUST Fdtcou/E4 6nMgI vEEie MOST OE61zpF.Y'THf �diKEM1W—i 7D � 41ieo#ovim*-h DC L145 C � � �lq STAGES REQUIRING INSPECTION BY THE HEALTH DEPARTMENT: I )before Excavation ( )upon completion of excavation and prior to plseement of gravel ( )Before covering distribution system of absorption field ( )Prior to backfill of any component l ]Other, Specify, Plans and specifications or the Proposed sewage disposal system have bean reviewed and are considered satisfactory. Permission is hereby qranted to the owner or his agent, to perform the work indicated above in accordance with the Pitkin County Individual ScwOIO Disposal Re -solations in etfcct on the date of issue. In addition to general provisions act forth on the reverse her of, this Permit is auhject to the following additional terms and conditioner Asper✓Pidfin EnvironlllenW APPROVED FOR ISSUE BY (title) Heakh go= The above individual sovago disposal system installed by PeACUL /C hu born laapceted tsar use by a reprmenen lnincatattve of the Aspl'it LnvlronmaXa IlCaLln DCPartmont. T e uwner sssumos ruoponsibility in cmc of failure or inadequacy of th se ago disposal system. Complete as -built drawing attached. DATE. 0' FINAL INSP CTI N - 7 L— AspeMPi&in Environmental Heath Officer BY: ' - TITLE — - - ^j� I ^/J 130 South Galena Street Aspen, Colorado 8'16'M ao3/oeo-eo70 1 • ASPEN*PITKIN • ENVIRONMENTAL HEALTH DEPARTMENT APPLICATION FOR AN INDIVIDUAL SEWAGE DISPOSAL•PERMIT Name of OWNER PHONE Address of OWNER Name of APPLICANT PHONE PERMIT TO BEI ( )Picked Up ( )Nailed tot _ TYPE OF PERMITt (L4*ew installation ( )Repair ( )Owner ( )Applicant . 1 )Emergency Use ( )Alteration NOT due to failure Legal Description, 7 �1 Lot Block rilinq Subdivision sire of Lot 3 (o a' acres rYPE'OF STRUCI'UREt (X)Single Family Dwelling ( )Others Do you plan any further additions to the residence? ( )YES ( )NO Po. of bedrooms'_ No. of Lofts No. of Garbage Disposal$ No: of Automatic Dishwashers NO. of Automatic Clothes Washers l NATER SUPPLY) Aorivate Wall, Depth P or ( TPubl"c, Name of System ( )Spring ( )Stream or Creek TYPES OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED, (.)Septic Tank/Absorption Field ( )Aaration Plant/Absorption Field ( )Composting Toilet ( )Incineration Toilet ( )Mound ( )Recycling, potable use ( )Recycling, other use ( )Vault Privy tk)OCher, The'initial site inspection must be arranged with the Aspen/Pitkin' Environmental Health Department (925-2030, 8:30-9,30 a.m.) tefore a permit can be issued. The individual sewage disposal permit must be issued before • 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 information will invalidate the application and any subsequent Permit. Signature of Applicant DATE (This application becomes. invalid 12 months 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 on subject property and adjacent property. - 3. -Domestic water service lines.. f. 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. t 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 app"//yyCCeetion and a p i fee Sn the amount of S �� O Receipt Number L, Dors Pee Received �_J/''by . Administrative officer a130 South Galena Street Aspen, Colorado 81611 303/920-5070 0 0 IIID JUL 1 9 1991 ENVIRONMENTAL HEALTH ASPEN/PITICIN /5*Wi m A July 7, 1992 Bob Nelson Pitkin County Environmental Health 130 S. Galena Aspen, Colorado 81611 RE: Huffman Residence 0726 Sopris Mountain Road Parcel 38, Sopris Mountain Ranch HCE Job No. 91010.008 Dear Bob: 40 TLt JULB-1992 ENVIRONMENTAL HEALTH ASPEN/PITKIN On July 2, 1992, High Country Engineering, Inc. personnel observed the visible construction of the individual sewage disposal system at the Huffman residence. The construction appeared to be in conformance with the intent of the design. If you have any questions or need additional information, please give us a call. Sincerely, HIGH COUNTRY ENGINEERING, INC. qrii ipal Engineer TPB:cso cc: Moore Huffman 923 Cooper Avenue • Glenwood Springs, CO 81601 Telephone: 303-945-8676 • FAX: 303-945-2555 Ix 0 PITKIN COUNTY ENVIRONMENTAL HEALTH Field Test Data Sheet on Percolation Test LUbS- 33q- o1. -01S PROPERTY OWNER M 00Kt �-6 r4YKA4--- PHONE IL -3-01-30 MAILING ADDRESS LEGAL DESCRIPTION OF PROPERTY LOCATION OF TEST HOLES ';(" V tAl<'K"e Sid—L Three (3) test holes required per system Test Hole Depths (24" minimum) Diameter of Test Holes Water remaining after 8 hour soak z. �v I 1311 TEST HOLE No.1 TEST HOLE No. 2 TEST HOLE No. 3- 3 0;05• T u 1 A 11 1 10: OS 1P" O;IS ,t 1 0:1 r u , e r N 9 .. rr „ ,I , 1, J Percolation Rate Each Hole Average Rate 720 Vlu'1106L' Comments on soil or site: Vc, Co rn m -C nA� Y%C,t ' 4x,1 �I 0 ✓Le cel . koLt V10+ Signature,/ Datey-as 9a c f� ""ccc/// wl v 0 x. I h � X 5 Y� 0 Chen@Northe•(nc. Stl,W#,IL 1 FOR FOUNDATION •E. r. PROPOSED • 7ti • } M EAWT 38, SOFRIS• 1 • PITICIN COUNTY,COLORADO JOB NO. 4 488 90 Ly11 a m2ul.21- ..1i1 • 71• • • 711 Z• i MOORE HUFFMAN P.O. BOX 310 WOODY CREEK OD 81656-0310 Amemcerc�:ne®9,0,00, —=a` es I 0 CONCLUSIONS PURPOSE AND SCUFF. OF STUDY PROPOSED CONSTRUCTION SITE CONDITIONS FIELD EXPLORATION SUBSOIL CONDITIONS FOUNDATION TIONS FLOOR SLABS FOUNDATION AND RETAINING WALLS UNDERCRAIN SYSTEM SITE GRAD SURFACE DRA� LSMPf ATIONs 0 FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - ISD AND NODS FIGURES 4 AND 5 - SWELLrLUNSOLSLIATTON TEST RESULTS TABLE I - SUnWY OF LkBORATORY TEST RESULTS 1 1 2 2 3 3 4 6 7 8 9 10 10 9 The subsoils encountered at the site, below organic topsoil, consisted of clay and gravelly clays. The upper clays possess a high expansion potential. The Proposed residence should be founded with a drilled pier fonmdation. Piers should extend a minimum of 15 feet into the subsoils and be designed for an allowable soil end firing Pressure of 5000 psf and a skin friction value of 80o psf. The piers should also be designed to impose a mi.nimLan dead load Pressure of lo,000 psf. Other design and construction criteria relating to geotechnical aspects of the site are presented in the body of the report. � n .••• • 9 This report presents the results of a subsoil study for foundation design of a Proposed residence to be located on Lot 38, Sopris Mountain Ranch, Pitkin County, Colorado. The project site is shown on Fig. 1. The study was conducted in accordance with our agreement for geotechnical engineering services to Moore Huffman, dated July 5, 1990. The field work for the project, including probable location of the building and desired boring locations, was coordinated with Mr. Moore Huffman. 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 ccWressibility or swell characteristics and classification of the on-site soils. 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. C7 U 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 subsoil 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 report preparation, design plans for the residence had not been developed. The building is Proposed in the area of the exploratory boring locations and building footprint shown on Fig. 1. We understand the building will be mostly two-story and cut up to about one-half level, about 4 'Leet, below the existing ground surface. The floor will be structural above crawl space with slab -on -grade - n the garage. For the Purpose of our report Preparation, foundation loadings for the structure were assumed to be relatively light. If loadings, location or conditions are significantly different from those described above, we should be notified to reevaluate the reccmmKrdations contained in this report. - U4Y •au. YY •i.. At the time of our field work, the site was vacant. Vegetation consists Of grass, weeds, and small aspen trees on the east side of the property. The site is relatively flat with a moderate slope down to the north. Elevation difference appears to be on the order of 5 feet across the proms building -site. • _3 - The field exploration for the project was conduces on August 8, 1990. TWO exploratory borings ,were drilled at the locations shown on Fig. 1 to evaluate the subsurface conditions at the proposed building area. The borings were logged by a representative of Chen -Northern, Inc. Samples of the subsurface materials were taken with 2 -inch and 1 3/8 -inch I.D. spoon samplers. The samplers were driven into the various strata with blows from a 140 -pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance `slues are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Iogs of Exploratory Borings, Fig. 2. The samples were returned to our laboratory for review by the project engineer and testing. The subsoil conditions encountered at the site are shown graphically on Fig. 2. Below about 1 foot of organic topsoil, to the full depth of explora- tion, 21 feet, the subsoils consisted of stiff, sandy, gravelly clays. we understand similar soils were encountered during Percolation testing on the lot. The. clays are medium plastic aryl may contain coarser material such as cobbles. laboratory testing Performed on samples obtained during the field exploration included in-situ moisture content and dry density, and unconfined cc presssive strength. S'iell-consolidation testing, Performed on relatively -undisturbed drive samples of the clay subsoils taken from various depths, (see p -4- • Figs. 4 and 5) indicate relatively low compressibility under light to moderate surcharge loadings and a slight to high expansion potential when wetted under a constant light sine_ A swelling pressure of about 10,000 psf was measured on a sample taken from a depth of 3 feet. The other two samples tested from 10 and 13 feet showed a minor expansion potential. The laboratory testing is summarized on Table I. No free water was encountered in the borings at time of drilling or when Checked one day later. The subsoils were slightly moist to moist with depth. Subsoils encountered in the exploratory borings included zones of highly expansive clay soils at shallow depths. should the moisture content of these soils increase, the resulting swelling Pressures could cause substantial building distress or foundation failure. To reduce the potential for damage 'used by swelling of the clay subsoils, wereOOMMendthe residence be founded with a straight -shaft drilled pier foundation system. Drilled piers are intended to concentrate foundation loads to resist uplift loading caused expansion Pressures and to extend the bear by bearing to depths below the level of Probable subsoil wetting and exdxnsion. The design and construction criteria presented below should be observed fora straight -shaft drilled pier foundation system. The construction criteria Should be considered when preparing contract documents. 1) The piers should be designed for an allowable end bearing Pressure of 5000 Psf and a skin friction of 800 psf. skin friction for downward load capacity should be neglected in the upper 7 feet of pier penetration. F i� 0 -10- 0 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 soils. 2) Exterior backfill should be adjusted to near optimum moisture and ccupacted to 95% of the maximinn standard pox. -tor density in pavement areas and to 90% of the maximum standard Proctor density in landscape areas. Free draining wall backfill should be capped with about 2 feet of the onsite 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 paved areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 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 subnutted in this report are based upon the data obtained from 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 1-1 -11- 0 the site may not become evident until excavation is performed. If during construction, fill, soil, rock or water conditions appear to be different from those described herein, this office should be advised at once so reevaluation of the recommendations may be made. We recommend on-site observation of excavations and foundation bearing strata by a representative of the soil engineer. Sincerely, aiEN-NORM2N, INC. By Lam- `N"'L.- P,4'C Thcanas L. Allen �k�•��,�STE qF '9f h. ! O Reviewed By #: 1 5222 : OF CU��`a Steven L. Pawlak, P.E. TIA/ec CC: David Spurgeon Associates, Architects IS sr� \ Sno 50 30 I Sr9^ I \ cryo gZI� PROPOSED RESIDENCE / I � BIIRifd61 D B RING 2 i3Z' LOT BOUNDARIES 8 UTILITY' EASEMENT I \ 8zw SuO BUILDING ENVELOP_ bc5b APPROXIMATE SCALE / I" = 100, l l / 4 488 90 1 Chen*Northem,Inc LOCATION OF EXPLORATORY BORINGS FIg. I 210 200 190 WIN 170 160 Boring 1 Elev. = 8208' 19/12 WC=15 DD= 108 32/12 20/12 WC= 17 DD= 108 16/12 Boring 2 Elev. = 8210' 20/12 21/12 WC=15 DD=121 14/12 WC=19 DD= 103 UC=3600 24/12 Note: Explanation of symbols presented on Fig. 3. :44�8890 ChenNorthern,[nc Logs of Exploratory Borings 8210 Will 8190-- 8180 190- 8180 LL ' 8170 M Fly. 2 Ir I r • FLEGEND: /V ® Topsoil; sandy clay, soft, organic, black. ©Clay (CL); sandy, slightly gravelly to gravelly, very stiff, slightly moist to moist with depth, mixed brown, possible cobbles, medium plastic fines. 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, ASTM D-1586. 19/12 Drive sample blow count; indicates that 19 blows of a 140 -pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. NOTES: 1. Exploratory borings were drilled on August 8, 1990 with a 4 -inch diameter continuous flight power auger. 2. Locations of exploratory borings were measured approximately by pacing from features identified on the site by the client. 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 implied by the method used. 5. 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 or when checked one day later. Flcutuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DD = Dry Density (pcf) UC = Unconfined Compressive Strength (psf) LI -188 90 I ChenONorthern,Inc. I Legend and Notes I Fig. 3 14 II 1 0 1 2 7 4 488 go Cn_t_,1) 0 Mo.slure Content = 15 percent Dry Unit Weight = 108 PC,f Sample of* sandy clay From: Boring 1 at 3 feet presure wettino APPLIED PRESSURE — ksf 100 APPLIED PRESSURE — ksf Chen -Northern, Inc. SWELL -CONSOLIDATION TEST RESULTS Flg. 4 Moisture Content = 17 Percent Dry Unit Weight = 108 PCI Sample of gravelly clay From Boring 1 at 13 feet 0.1 , n Ex 11 pans o[ .0i r cons ant pr ss re 100 APPLIED PRESSURE — ksf Chen -Northern, Inc. SWELL -CONSOLIDATION TEST RESULTS Flg. 4 1-9 Ca Chen -Northern, Inc. T A B L E I SUMMARY OF LABORATORY TEST R E S U L T S ,;; ON SAMPLE IMAI ION MOISTURE ols GON'ENT I. NATURAL DRY DENSITY IMI GRADATION PASSING PASSING SOIE VE AT iE RRERG UMIL$ UNCONFINED IV COMPRESSIVE Ipso SOIL On BEUNOOA TYPE BORING DEPTH peed GRAVEL I'-1 SAND I'�•1 LIOWD TIM IT 1'•1 PLASLX INUEK 1'�1 1 3 15 108 sandy clay 13 17 108 ravelly clay 2 10 15 121 gravelly clay 15 19 103 3600 gravelly clay 0 r- ._ 1 \F�NTSM 1 �_ EI --,33mo — 1. 1 Ii TYPICAL REF RfEER TO PL, pgnWINGS- -_- y� 1. gDTEE_�/� E PBjJFLOOsN �. �cft U �• - ORu � F STAL UNO ION pp4M SUeS� MEC w. ACE L - RT)rT�URR a .TRACTOR N- { ELECT, SERVIC _ RISER a? /ol'�jsg Z f USE- Fob D� 118Z OAj P, P�5 ov ��A' B Z, \ 8220 t—FllV6INE 'A /DISTRIBUTION BOX -� 8190 Ig -1 8200 C •I •1 SCALE: 1 "*j BUILDING SOPRIS PITKIN C APPRQXIMATE BUIL ING FOOT PRIN o° ©cCAVAV6 � D