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Home My WebLink About03708! f"''f" "'' • ,. .... 4 '::Jr:'SO."fu""b~Jb"J:'"''~-~·;r;:,,111;;;:,~. ~"'~ --.,.,.---------.. c:c>•·---c.-.--,.,:~"" , · J . ("5__' ' 7 2 ~-(}2 ~1 . '' ' ''<r / , I I l I f BUILDING AND SANITATION D~ARTMENT Permit N~ 3 7 0 8 f l 109 8th Street Suite 303 AHessor's Parcel No. i • Glenwood Springs, Colorado 81801 '· Phone (303) 945·8212 ----------! .. i This.does not constitute f INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit. , I PROPERTY i f Owner's Name {Y)cx:f-e.J fhot\\~ G'. Present Address 111 StfCI::. fwe. ('c:f«/ew{1'';~ne Cf63-33'1cj ~ f System Lo~ation ' v34'2 £ If< R.o.'?!Jf R& · Cat l:xu1J,Je, Co g f (,.J.. J, t Legal Description of Assessor's Parcel No. LO'f 'fl fa11ora W\Ci,. -e, t/\C Vs i• c;.?:.C,J .. /"'3-o/-Dlf( 1·,'.·_ l SYSTEM DESIGN _ I t i \ 1 ~ Septic Tank Capacity (gallon) Other .... , i ~ Percolation Rate (minutes/Inch) Number of Bedrooms (or other) '$'. B/e rt <;. P1-1f· j 901 R""'-,.. L~>< Fi1:'-fl i Required Absorption Area • See Attached ~ -r,:; ~ iRU.tCf( 24/ lO.f . .-f°rS l Special Setback Requirements: lJ1iJ Z? l./N-t7S t . Date 7· /9• 01.. Inspector __,,.l_,_S\->'t'. ... ~=="-""="'---------------- (.1 FINAL SYSTEM INSPECTION AND APPROVAL (as Installed) 11 Call for Inspection (24 hours notice) Before Covering lnstal'iation ; ~ I ' System Installer _____________________________________ _ .\ I l: I ' I I Septic Tank Capaclty_,_,ZJ'Z'=:_--------------------------------- Septic Tank Manufacturer or Trade Name --"~""<""'-'-"'=------------------------ ! i I I \ I I l 1 · I ! ! I ~ Septic Tank Access within 8" of surface ---41""'"-----------------------'----- Absorption Area--'"------------------------------------- Absorption Area Type and/or Manufacturer or Trade Name~~=-,<=--<~~~=="'-'"""-------------- Adequate compliance with County and State regulations/requirements_~.;r=----------------- i t (J-r i l I 1· ~ RETAIN WITH RECEIPT RECORDS AT CON • .. I I •CONDl~.IOA~l~~stallatlon must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter J ' " J ' ·, ' 25, Article 10 C.R.S. 1973, Revised 1984. · ·\ { 2. This permit Is valid only for connection to structures which have fully complied with County zoning and building requirements. Con· nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violatlon or a requirement of the permit and cause for both legal action and revocation of the permit. 3. Any person who constructs, alters, or Installs an Individual sewage disposal system In a manner which Involves a knowing and material variation from the terms or specifications contained In the application of permit commits a Class I, Petty Offense ($500.00 flne-6 months In jail or both). White. APPLICANT Yellow. DEPARTMENT ~ ' ' i i ---------------·-----~-~~~~~~----------.... - INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION ' ADDRESS \\ \ Soi)NS A\J.~ C.11.e,~,µoAJ...'i... Co ~llol.~ PHONE q10 -L(1., ~ ·"31'!1 CONTRACTOR S A.M'j. t..> A l!.t>vt -(JM.,il p 11::: c.,p r;_ )I.. c. a.v 11.·n ~c; LO. ADDRESS 0311. C°1fto.i Pklk Pl\.. ~£1\SIJ.t..J§: PHONE 910 j(.23 ·'817G, PERMIT REQUEST FOR ~ NEW INSTALLATION ( ) ALTERATION ( )REPAIR Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4). LOCATION OF PROPOSED FACILITY: Near what City of Town C.A£. 0>lJuJ()AL.'L Legal Description or Address rA!Joi1M.~ R.Jl.tJG\K<; s; uB J ~ 4 \ WASTES TYPE: 'ff. DWELLING Size ofLot 5.1/tAct..f .. S -~ie.r 11,lww ]) tQ,,K1 · GxRkl.)<.i e~ ( ) TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES ( ) OTHER-DESCRIBE. _______________ _ BUILDING OR SERVICE TYPE: ~ '"'"L'i f-Af!\''-'i ~'t-5 <C<> µ.:...~ Number of Bedrooms_....__ ___________ _ Number of Persons ___,,,2~---- ~ Garbage Grinder ~ Automatic Washer ~ Dishwasher SOURCE AND TYPE OF WATER SUPPLY: ( ) WELL ( ) SPRING ( ) STREAM OR CREEK If supplied by Cmmmmity Water, give name of supplier: Pei \,,)off; (.11 A R.At..1cM-J.s !-~i!ll.!DWL'l A A46c,. DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM:_J_,_,M=.c.:1 L""'i..""~'---------- Was an effort made to connect to the Community System? __ N"""D ____________ _ A site plan is required to be submitted that indicates the following MINIMUM distances: Leach Field to Well: 100 feet ~*~~~: ~~ Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet Septic System to Property Lines: . 10 feet YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WIIBOUT A SITE PLAN. GROUND CONDITIONS: Depth to first Ground Water Table ______________________ _ Percent Ground Slope __________________________ _ 2 TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: • ~ ' SEPTIC TANK ( ) AERATION PLANT ( ) VAULT ( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE ( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE ( ) CHEMICAL TOILET ( ) OTHER -DESCRIBE FINAL DISPOSAL BY: ' ~ VJ 1\~ ~ ABSORPTION TRENCH, BED OR PIT ~ ~ tJr-1Lrl/.A\bll-S ( ) EV APOTRANSPIRATION ( ) UNDERGROUND DISPERSAL ( ) SAND FILTER ( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND ( ) OTHER -DESCRIBE WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? N() PERCOLATION TEST RESULTS: (To be completed by Registered Professional ~ngineer, ifthe Engineer does the P It. T t) :::z!'.. 1-\l->G'i..o\'(.CI-\ i!..'i..PO~l (l\tl0..."'tl'L~) erco a ion es Minutes er inch in hole No. I -----r Minutes ______ per inch in hole NO. 3 Minutes per inch in hole No. 2 Minutes per inch in hole NO. _ Name, address and telephone ofRPE who made soil absorption tests: ______________ _ Name, address and telephone ofRPE responsible for design of the system: _____________ _ Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and additional tests and reports as may be required by the local health department to be made and furnished by the applicant or by the local health department for purposed of the evaluation of the application; and the issuance of the permit is subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations made, information and reports submitted herewith and required to be submitted by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based upon said a~plication and in legal action_a.crovi~js; T '!..- Signed ()luiutV /J tLt... .. Y15vl£. Date._--"'+_-_Z_S_-0_2 _____ _ PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! 3 Designate North Arrow Your Neighbor's Name & Address t..u 11..1 S P><:.e""'rJ otr.~ G1.-I( ~~ ....... \<.,\.. \~ Your Plot -Shape to Fit (No Scale) ~~~"" rt --70 " r t...l?f .._, ,., "' \ \ . I~ \!ous-.. l \ ' < ,,,'1' IA,\. ,,{.;'. on ~~I\ \J> \)\f) µ;eek D '\?,~. "'~c•l %// ~ ~) I 0 i'5 '' / ..I (., p..l \, ~ 5, ,µt- -vt-' J'i- ~~ 1:-~"-'.A O+!..{Lco p) ·~ .:..___ \::: L.-\"-RA~'-t '!... ~~ ~-.. -_,, Locate well, all streams, irrigation ditchs, and any water courses. Draw in your house, septic tank & system, detached garages, and driveway. If a change oflocation is necessary, you must submit a corrected drawing, before a Certificate of Occupation will be issued. County Road (Note the Road Number and Name) eric t:\wpwin(iO\wpdocs'PotJoc /3A) \ Your Neighbor's Name & Address j !IN I{ 't ~ '\x.,;:;1.11..).:. Th .J c·'>\l~ t<-1<121¥.J'-l. e) 1 iblUi S' 1f7: c..ol\ t~-q4-'6-1t.(1i ~Dl!.t'l p~ ~'13 · ~ )~~ <:;~£tech April 23, 2002 Tim and Jane Moore 111 Sopris A venue Carbondale, Colorado 81623 Hep\vorth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945· 7988 Fax: 970-945-8454 hpgeo@hpgeotech.com Job No. 101 427-1 Subject: Supplemental Subsoil Study for Foundation Design and Percolation Testing, Proposed Residence, Homestead 41, Panorama Ranch, Garfield County, Colorado Dear Mr. & Mrs. Moore: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a supplemental subsoil study and percolation test for foundation and septic disposal designs at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated April 16, 2002. --The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Hepworth -Pawlak Geotechnical, Inc. previously performed a subsoil study and percolation testing at Homestead 41 and reported our findings on June 22, 2002, Job No. 101 427. Proposed Construction: Homestead 41 was resold prior to site development and the proposed building and septic disposal area have been relocated to the northeast corner of the site. The proposed residence will be a one story wood frame structure above a walkout basement level. Ground floors are proposed to be slab-on-grade. Cut depths are expected to range between about 3 to 8 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. The septic disposal system is proposed to be located west and downhill of the residence. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The site is located in a broad shallow valley. The ground surface in the building area is sloping moderately down to the west. The lot is vegetated with grass, weeds, sagebrush and scattered stands of scrub oak. There is an irrigation ditch Tim and Jane Moore April 23, 2002 Page 2 along the northern property line. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating one exploratory pit in the building area and one profile pit in the septic disposal area at the approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about one foot of topsoil, consist of sandy clay. The subsoils exposed appeared similar to those encountered in the previous pits. Results of swell-consolidation testing performed on a relatively undisturbed sample of the sandy clay, presented on Fig. 3, indicate low compressibility under existing moisture conditions and light loading and a low collapse potential (settlement under constant load) when wetted. The sample was moderate to highly compressible under additional loading after wetting. No free water was observed in the pits at the time of excavation and the soils were slightly moist to moist. Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil designed for an allowable soil bearing pressure of 1,500 psf for support of the proposed residence. The soils tend to compress after wetting and there could be some post-construction foundation settlement. Footings should be a minimum width of 18 inches for continuous walls and 2 feet for columns. Loose and disturbed soils encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural soils. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 36 inches below the exterior grade is typically used in this area. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf for the on-site soil as backfill. Floor Slabs: 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 all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint H-P GEOTECH Tim and Jane Moore April 23, 2002 Page 3 spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free-draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95 % of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on-site soils devoid of vegetation and topsoil. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in mountainous areas that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below-grade construction, such as retaining walls and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free-draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free-draining granular material used in the underdrain system should contain less than 2 % passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 11h feet deep. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95 % of the maximum standard Proctor density in pavement and ·slab areas and to at least 90 % of the maximum standard Proctor density in landscape areas. Free-draining wall backfill should be capped with about 2 feet of the on-site, finer graded soils to reduce surface water infiltration. H-P GEOTECH Tim and Jane Moore April 23, 2002 Page4 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. A swale may be needed uphill to direct surface runoff around the residence . 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 10 feet from the building. Consideration should be given to the use of xeriscape to limit potential wetting due to irrigation. Percolation Testing: Percolation tests were conducted on April 18, 2002 to evaluate the feasibility of an infiltration septic disposal system at the site. One profile pit and three percolation holes were dug at the locations shown on Fig. 1. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits and were soaked with water one day prior to testing. The soils exposed in the percolation holes are similar to those exposed in the Profile Pit shown on Fig. 2 and consist of about one foot of topsoil overlying sandy clay. The percolation test results are presented in Table I. Based on the subsurface conditions encountered and the percolation test results, the tested area should be suitable for a conventional infiltration septic disposal system. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the previous site exploration, current exploratory pits excavated at the locations indicated on Fig. 1, the proposed type of construction and our experience in the area. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be made. H-P GEOTECH Tim and Jane Moore April 23, 2002 Page5 This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know. Sincerely, HEPWORTH -PAWLAK GEOTECHNICAL, INC. ~.:L-85?20 l-----L~uis E. Eller Reviewed by: LEE/ksw attachments H-P GEOTECH - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ------ HOMESTEAD 39 r----- -----APPROXIMATE SCALE 1· = 100' LEGEND: • 0 ,-----1:r--- \ PIT 1 -\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ p 2~ \ \ \ \ 0 PROFILE \ \ PIT \ \ p 1D, D. \ \ p 3 0 \ \ PIT 2 \ \ \ \ \ \ \ \ \ \ \ \ HOMESTEAD 41 \ \ \ \ PROFILE \ \ PIT \ \ P6.A.•Ap4\ \ ... \ \ \ \ \ \ \ \'---BUILDING p 5 \\ SETBACK OPEN SPACE APPROXIMATE LOCATION OF IRRIGATION DITCH \ LINES~ • \ \_ - - - _ 1 _ - - -__:~ ~ -i EXPLORATORY PIT FOR CURRENT STUDY. EXPLORATORY PIT FOR PREVIOUS STUDY. PERCOLATION TEST HOLE FOR CURRENT STUDY. PERCOLATION TIEST HOLE FOR PREVIOUS STUDY. HOMESTEAD 42 101 427-1 HEPWORTH-PAWLAK GEOTECHNICAL, INC. LOCATION OF EXPLORATORY PITS AND PERGOLA TION TEST HOLES Fig. 1 -~ I :5 2- 0 0 5 10 LEGEND: PIT 1 PROFILE PIT WC-10.4 00•88 ~ TOPSOIL; organic sandy silty clay, firm, moist, brown, • D CLAY (CL); sandy, silty, medium stiff to stiff, slightly moist to moist, reddish brown. ~ 2• Diameter hand driven liner sample. NOTES: 1. Exploratory pits were excavated on April 17, 20D2 with a Cat 42DD backhoe. 0 5 10 2. Locations of exploratory pits were measured approximately by pacing from features on the site plan provided. 3. Elevations of exploratory pits were not measured and logs of exploratory pits ore drawn to depth. 4. The exploratory pit 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 pit logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the pits at the time of excavating. Fluctuations In water level may occur with time. 7. Laboratory Testing Results: WC = Water Content ( % ) DD = Dry Density ( pcf ) 101 247-1 HEPWORTH-PAWLAK GEOTECHNICAL, INC. LOGS OF EXPLORATORY PITS Fig. 2 -., ~ I :5 2- 0 • • Moisture Content = 10.4 percent Dry Density = 88 pcf Sample of: Sandy Cloy From: Pit 1 at 5 Feet 0 ~) 1 Compression upon N 2 wetting c: ( .!2 ., \ ., 3 ~ 0. \ ~ 0 4 5 \ 6 7 \ 8 \ 9 \ 10 \ 11 12 ) 13 0.1 1.0 10 100 APPLIED PRESSURE -ksf 101 427-1 HEPWORTH-PAWLAK SWELL CONSOLIDATION TEST RESULTS Fig. 3 GEOTECHNICAL, INC. • HEPWORTH-PAWLAK GEOTECHNIC~. l'l\IC. TABLE II PERCOLATION TEST RESULTS JOB NO. 101 427-1 HOLE NO. HOLE DEPTH LENGTH OF WATER DEPTH WATER DEPTH DROP IN AVERAGE (INCHES) INTERVAL AT START OF AT END OF WATER PERCOLATION (MIN) INTERVAL INTERVAL LEVEL RATE (INCHES) (INCHES) (INCHES) (MIN./INCHJ P-4 47 15 8 1/2 6 1/2 2 6 1/2 5 1/4 1 1 /4 5 1/4 4 1/4 1 water added 9 7 3/4 1 1/4 7 3/4 6 1 /2 1 1 /4 6 1/2 5 1/4 1 1/4 5 1/4 4 1 1/4 4 2 3/4 1 1/4 12 P-5 45 15 8 6 2 6 4 1/2 1 1/2 4 1/2 3 1/4 1 1/4 water added 8 1/2 6 3/4 1 3/4 6 3/4 5 3/4 1 5 3/4 4 3/4 1 4 3/4 3 3/4 1 3 3/4 2 3/4 1 15 P-6 41 15 8 6 3/4 1 1/4 6 3/4 6 3/4 6 5 1/4 3/4 5 1/4 4 3/4 1/2 water added 8 1/2 7 1/2 1 7 1/2 6 3/4 3/4 6 3/4 6 3/4 6 5 1/4 3/4 20 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on April 17, 2002. Percolation tests were conducted on April 18, 2002. The average percolation rates are based on the last three readings of each test.