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HomeMy WebLinkAbout03672I I l ., GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT 109 8th Street Suite 303 Glenwood Springs, Colorado 81801 Phone (303) 945·8212 Permit N;: 3672 AHeaaor'a Parcel No. I INDIVIDUAL SEWAGE DISPOSAL PERMIT This does not constitute a bulldlng or use permit. I I " I \ ' .• I I I • • I ., • \ ~ • I ! ' I ; ., j I ! I l ~ , I I l l ' ~ i J i I ~ ' I PROPERTY i ""'-=~~.,.__,-=-_,_ ___ Pho£l'a ::i-9D"5:f ~ 1 SYSTEM DESIGN I ~ l " • '• ' -~/~SOO~--Septic Tank Capacity (gallon) .I ~ ft,.c.,,,..ud ______ .Other ~ 0 c.ii. L~-Tiv.o trB.e. ' 2DS3s.p I __ 3_,_,...__ Percolation Rate (minutes/inch) Number of Bedrooms (or other) Required Absorption Area • See Attached Special Setback Requirements: Date 5")l.· 0'2.. Inspector ~11"·'4'' fi4 S(P~µ.(r> ~7 UNtr~ 78 U"1tj ' i ' l 4 ~ ' I • FINAL SYSTEM INSPECTION AND APPROVAL (as Installed) Call for Inspection (24 hours notice) Before Covering Installation l " t ' System Installer Septic Tank Capacity ~;:;. /5()() Septic Tank Manufacturer or Trade Name _{;l'-"'~9'""~"'='---------------'~---------­ Septlc Tank Access within 8" of surface -~~L-------------------------­ Absorption Area-'/"'--------------------------,------------'- Absorption Area Type and/or Manufacturer or Trade Name _ _,_!l,.r..o.1J="----'-~'"'""""',JLl._.,..ku..~.,/,..,t/.,'-------------7 Adequate compliance with County an~ State regulations/requlrements._-"',___.,~__.~~d~~~----------+~·--- 1' 1,1 Othe•-------------------7"-f~t;;~rf-r~· r---;--"1'"-C"""f:-"'\~.:....:......:\,..~ I 2/ " ~0 Z 1.:::;~~~~~~::=-~\~~I__.'.:'·::._· ~\.:_:_:_ ________ _ Date_uf~'---""'--~-J:V==-..,"----Inspector-:: RETAIN WITH RECEIPT REC ' .. ~ I I I ' i , f t ' I •CONDITIONS: l 1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter 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 violation 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 fine - 6 months In )all or both). White. APPLICANT Yellow. DEPARTMENT \ I t I I t • ' . : ' , . INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION OWNER mAF'Z.U:. 1J re-±~-e tJ ADDRESS tf / 3 '/ Coy>\fly Qd -£ Q 3 CONTRACTORCO-rho~e -f?lt0.:i.3 PHONE q7a-q~3-94§3 ADDREss Ow N ~i«.. PERMIT REQUEST FOR 1)4' 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 Ct:trb o'll\d a. le Legal Description or Address @ ) UD Size of Lot ( 7 a.cn::s Q1 r honl t1 le. WASTES TYPE: <.><) DWELLING ( ) TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES ( ) OTHER-DESCRIBE ____________ ~--- BUILDING OR SERVICE TYPE:~Ho'-=-rn~e=----------------~-- Number ofBedrooms __ 5 ___________ _ Number of Persons __ /./-~---- (><) Dishwasher ~ Garbage Grinder (~ Automatic Washer SQURCE AND TYPE OF WATER SUPPLY: ~ WELL ( ) SPRING ( ) STREAM OR CREEK If supplied by Community Water, give name of supplier: _____________ -.,....._<::_ DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM:~~~N~O~"'-e.. ______ / __ _ Was an effort made to connect to the Community System? tuo rve tl-\k't-~< P. A site plan is required to be submitted that indicates the following MINIMUM distances: Leach Field to Well: 100 feet 0 le. Sepdc Tank to Well: 50 feet 0 le... Leach Field to Irrlgadon Ditches, Stream or Water Course: 50 feet 0 i.c.. Sepdc System to Property Lines: (septic tank &leach field)lOfeet Ok' YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT A SITE PLAN. GRQUND CONDITIONS: Depth to first Ground Water Table __ fu"""""'"-"~b'-;..,,y.,.99..,c_..:...€4.-"'fFf"'-ctd.:;:;.>...._{l....._.j>.__.G ... -s:: .... o.._..fe ......... c ... h..._ _____ _ Percent Ground Slope. __ __.~""""!CJ..l.r..11..i:<eow+--'fk""""f""'<M!-......_ _ _,("'"'c""'±f..........., ... , ..,,l...,.J~)_.._H'--'?---"G""e""o{-°"'""''""'L ___ _ 2 . •' ' ' • • ' , I, 'TYPE OF· INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: ·<K> 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: 9<(" ABSORPTION TRENCH, BED OR PIT ( ) EV APOTRANSPIRATION ( ) UNDERGROUND DISPERSAL ( ) SAND FILTER ( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND ( ) OTHER -DESCRIBE WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? NO PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the Percolation Test) Minutes Q.~ per inch in hole No. 1 Minutes 3!> per inch in hole NO. 3 Minutes II S per inch in hole No. 2 Minutes er inch in hole NO. Name, address and telephone ofRPE who made soil absorption tests: HP G.EPrECH SoJ.O (Oul'\.f:-( F-cl. /S-4, (Qf<"-cAXXkl S.<10'~ .Ca R/f,,0/-970-99'.V-?988 Name, address and telephone ofRPE responsible for defign or'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 application and in legal action for perjury as provided by law. Date __ tfi""-/30--'-h_;i__-=----- 3 .. : ~ • z . . > ~ ••• loo ) I \ \ 1: f 1 ) ' I ' I I J -~ \1 'i· J I /1· I f I I I, ,, :; --~ -. • Designate North Arrow 1 f\}'.j~Tl-{ Your Neighbor's Name & Address /l-lar-k.:TYt !?zj. 'Box g>qq~ ~I (_o g[&i[1 ~-_,,, -- / ------'- Your Plot -Shape to Fit (No Scale) ©'' --:r.,v\~~,~-Y.~:±c.-.h---~ ---- ~ 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) cD:: c:\wpwin61).wpdocs\plot.loc l3A} ' Your Neighbor's Name & Address Va..le_;rl~ + ;:J<'..., 'i3'{ ,e. ~ ~ s. qo CL~y~ ~~,CCJ. g/G/I 1~ Qcl Q . ~ Q:t ct(/) Q) f j ~~ \..) '.J ~ • ': I .. ~tech February 6, 2002 Five Element Contracting Attn: Mark Dietzgen 4134 County Road 103 Carbondale, Colorado 81623 Hcpu·orth·Pau·lak (;eotel·hnil·1:1I, lnl', 5020 County Road 154 (;lcnu·ood Springs, ('.olorado H 160 I Phone: 970-945-7988 Fax: 970-945-8454 hpgco @:! hpgeotech.con1 Job No. 102 136 Subject: Subsoil Study for Foundation Design, Proposed Residence, County Road 100, 4 1/2 miles North of Highway 82, Garfield County, Colorado. Dear Mr. Dietzgen: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a 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 Five Element Contracting dated January 28, 2002. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed residence will be a single story log structure with a loft and walkout basement level/garage located on the site as shown on Fig. I. Ground floor will 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 about 100 feet to the north of the proposed 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 was vacant and covered with about 1 V2 feet of snow at the time of our field work. The building site is located on a north facing hillside below an east-west trending ridge. The slopes are moderate to steep in the proposed building area becoming flatter in the septic disposal area. Vegetation consists of sagebrush, grass and weeds. " 11: I • Five Element Contracting February 6, 2002 Page 2 Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits 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 1/2 foot of topsoil, consist of stiff to very stiff sandy clay to the excavated depths of 71/2 to 81/2 feet. Results of swell-consolidation testing performed on relatively undisturbed samples of clay subsoils, presented on Figs. 3, 4 and 5, indicate low compressibility under existing moisture conditions and light loading and a minor collapse potential (settlement under constant load) when wetted. The samples showed moderate to high compressibility upon increased loading after wetting. Atterberg limits testing showed the clay soils to have low to medium plasticity. No free water was observed in the pits at the time of excavation and the soils were slightly moist to moist. Foundation Reconunendations: 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 55 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. The clay soils are compressible when wetted. 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 spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A H-P GEOTECH . ' .. Five Element Contracting February 6, 2002 Page 3 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, topsoil and oversized rock. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in the area and where clay soils are present 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, crawlspace 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 11/2 feet deep. An impervious membrane such as 20 mil PVC should be placed beneath the drain gravel in a trough shape and attached to the foundation wall with mastic to prevent wetting of the bearing soils. 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 ·. .. .. Five Element Contracting February 6, 2002 Page 4 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 will probably 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, such as sod, should be located at least 5 feet from the building. Percolation Testing: Percolation tests were conducted on February 1, 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. I. 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 1/2 foot of topsoil overlying stiff to very stiff sandy silty clay to the pit depth of 8 feet. The percolation test results are presented in Table II. The percolation test results indicate an infiltration rate between 23 and 45 minutes per inch with an average of 34 minutes per inch. 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 exploratory pits excavated at the locations indicated on Fig. 1 and to the depths shown on Fig. 2, 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 ' .. Five Element Contracting February 6, 2002 Page 5 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, Reviewed by: Steven L. Pawlak, P.E. JZA/ksw attachments H-P GEOTECH I • ~• >' " APPROXIMATE SCALE ,. =150' z '5 ' ,_, - -' ~ \\ \\ PROPERTY \ \ \ \ BOUNDARIES \ \ I I . I I I I r:: EXISTING : : ASPHALT · ROADWAY I \ I I I I I I I 1 I I I I I 11 I I; I; ,, ,, 1, PIT 1 I I .lJ I I p 1.6PROFILE I I .6.l_IT I I I I PIT 2 p 2 p :3 I I PROPOSED I 1 RESIDENCE I 1 I 1 I 1 I 1 I 1 I 1 - -TT 102 136 HEPWORTH-PAWLAK LOCATION OF EXPLORATORY PITS Fig.· 1 GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES ... ~ :5 2- 0 I ' .I PIT 1 PIT 2 PROFILE PIT 0 0 wc-10.J 00•91 5 WC-9.9 00•88 5 WC-10.5 00•84 -200•92 LL•34 wc-11.0 P1•18 00•91 10 10 LEGEND: TOPSOIL; sandy silty clay, organic, firm, moist, dark brown. CLAY (CL); silty, slightly sandy to sandy, stiff to very stiff, slightly moist to moist, brown, porous, medium plasticity. 2" Diameter hand driven liner sample. NOTES: 1. Exploratory pits were excavated an January 31, 2002 with a Case 580 Super L backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features on the site pion provided. 3. Elevations of exploratory pits were not measured and logs of exploratory pits are drown to depth. 4. The exploratory pit locations 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 ond transitions may be gradual. 6. No free water was encountered in the pits at the time of excavating. Fluctuations Jn water level may occur with time. 7. Laboratory Testing Results: WC = Water Content ( % ) DD -Dry Density ( pct ) -200 = Percent passing No. 200 sieve LL = Liquid Limit ( % ) Pl = Plasticity Index ( % ) 102 136 HEPWORTH-PAWLAK GEOTECHNICAL, INC. LOGS OF EXPLORATORY PITS Fig. 2 ... ., Q) "- .c ... 0. Q) 0 ' . ~' >. ' Moisture Content = 9.9 percent Dry Density = 88 pcf Sample of: Sandy Silty Cloy From: Pit 1 at 4 Feet 0 1 ~ -~,Compression upon ~ 2 wetting c \ 0 ·o; ., 3 ., ... Q. ~ \ 0 4 5 \ p 6 0.1 1.0 10 100 APPLIED PRESSURE -ksf 102 136 HEPWORTH-PAWLAK SWELL CON SOLi DA Tl ON TEST RESULTS Fig. 3 GEOTECHNICAL, INC. • . ". .) . Moisture Content = 10.3 percent Dry Density = 91 pct Sample of: Sandy Silty Cloy From: Pit 2 at 3 Feet 0 ~ 1 \ --Compression -'t--upon ~ 2 wetting -~ \ ., 3 "' ~ \ Q. s 0 4 5 \ \ 6 \ 7 \ 8 \ \ 9 ) 10 0.1 1.0 10 100 APPLIED PRESSURE -ksf 102 136 HEPWORTH-PAWLAK SWELL CON SOU DA Tl ON TEST RESULTS Fig. 4 GEOTECHNICAL, INC. . . ' . ... > . Moisture Content = 11.0 percent Ory Density = 91 pcf Sample of: Sandy Silty Clay From: Pit 2 ot 8 Feet 0 1 \ --\ "~ _Compression upon ~ 2 wetting c \ ·~ " 3 ., ... \ Q. § u 4 \ 5 \ 6 0.1 1.0 10 100 APPLIED PRESSURE -ksf 102 136 HEPWORTH-PAWLAK SWELL CONSOLIDATION TEST RESULTS Fig. 5 GEOTECHNICAL, INC. SAMPlE LOCATION NATURAL NATURAL ~T DEPTH MOISTURE DRY (feet) CONTENT DENSITY ,.,,,, lpef) 1 4 9.9 88 6 10.5 84 2 3 10.3 91 8 11.0 91 HEPWORTH-PAWLAK GEOTECHNICAL, 1Nc. TABLE I SUMMARY OF LABORATORY TEST RESULTS GRADATION PERCENT ATTERBERG UMITS UNCONFINED GRAVEL SAND PASSING LIQUID PLASTIC COMPRESSIVE , .. , ""' NO. 200 LIMIT INDEX STRENGTH SIEVE "'" "" IPSF) 92 34 18 . JOB NO. 102 136 SOIL OR BEDROCK TYPE sandy silty clay slightly sandy silty clay sandy silty clay sandy silty clay • • • . . . ' .. HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RES UL TS JOBNO. 102 136 HOLE NO. HOLE DEPTH LENGTH OF WATER DEPTH WATER DEPTH DROP IN AVERAGE (INCHES) INTERVAL AT START OF ATEND OF WATER PERCOLATION (MIN) INTERVAL INTERVAL LEVEL RATE (INCHES) (INCHES) (INCHES) (MIN./INCH) P-1 45 15 10 3/8 7 3/8 3 7 3/8 5 5/8 1 3/4 5 5/8 4 3/8 1 1/4 4 3/8 3 7/8 1/2 water added 5 1/2 4 3/4 3/4 4 3/4 4 3/4 23 P-2 46 15 10 5/8 8 1/4 2 3/8 8 1/4 7 1/4 1 7 1/4 5 7/8 1 3/8 5 7/8 5 3/4 1/8 5 3/4 5 3/8 3/8 5 3/8 4 7/8 1/2 45 P-3 50 15 9 7/8 8 1/4 1 5/8 8 1/4 7 5/8 5/8 7 5/8 7 1/2 1/8 7 1/2 6 7/8 5/8 6 7/8 6 5/8 1/4 6 5/8 6 1/8 1/2 33 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on January 31, 2002. Percolation tests were conducted on February 1, 2002. The average percolation rates were based on the last three readings of each test. ~ ......... ' M~ D l~7"?.4EA 9<e3-croS'l . 5 P ._R. e c;,. D,~,a .. , .. ' ;;; 34 .Pll=-t\t. -34 'MIU //kj ., 5 ~.R.. ~ B .t w 2 = I 0 . '" ID~ Is = ::.. 7_50 Gr.4.A.. I o~ ~. FW)w t" 750 '4. LS i~~~c ~;· . i: i -· ,;:: " :·; _..s1_11-1s :,, ... .... ~,\', '"eum.~ ·-. --- A = L le " 112.5 ~ J "34 .. s ~ ::u_ ' '(p v J l'~.s-.~ s: 8 . .S' ~i 4~r'~ 7 g l,j l~T'.S 2 + 6