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HomeMy WebLinkAbout02997 ,.✓:41,7-_ 701 a 4r restre ,1M3"0&Rt"g "7∎7317W Y;Wea'1*NEPUrr Prr d' era` PirWf$ kR'f` MIPARM F 'ii!';;. GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit 2997 109 8th Street Suite 303 Assessor's Parcel No. Glenwood Springs, Colorado 81601 Phone (303) 945-8212 This does not constitute INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit. PROPERTY / //C. ( t 7U/ G � n n iloe(t+�at11P1 ; ss�te Owner's Name t s ent Addr�ess w l • ` / 3 3 ) - C f I� hone ) - System Location C - � t kt CI+ i ^� 4 1 A (4 ( CAD Legal Description of Assessor's Parcel No. SYSTEM DESIGN 0 Q Septic Tank Capacity (gallon) Other / n/ Percolation Rate (minutes/inch) Number of Bedrooms (or other) 3 Required Absorption Area - See Attached Special Setback Requirements: Date Inspector FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation System Installer © ( �\) 6f Septic Tank Capacity ' J 0 Septic Tank Manufacturer or Trade Name e U /°C t akt Septic Tank Access within 8" of surface `ACS / r Absorption Area 1 6 , 2 X? , N Fl tthA tOk.1 / Af 4 7K yES arc/ Ft Absorption Area Type and /or Manufacturer or Trade Name 1 "1 t (L t ♦ . A- T 9 J Adequate compliance with County and State regulations/requirements y t Other q�Q A Date r- 27 - ` " Inspector r' ` 6L- RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE *CONDITIONS: 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 (8500.00 fine — 6 months in jail or both). White - APPLICANT Yellow - DEPARTMENT INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION • OWNER IRo beef MClts sa Chi n r\ ADDRESS C ) LIrtn — Thrive tl+ CO PHONE k?'5 CONTRACTOR ercaftvc rpen 4 neS , Robed Gn - G.C. ADDRESS Sant c PHONE I Q 3,5 L113 PERMIT REQUEST FOR (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). J ,OCATION OF PROPOSED FACII .ITY; Near what City of Town Si 1 4' Size of Lot 6 • I I 8-1 acres Legal Description or Address UlA Ah4 1e r5 Crtard o£ u b do its s tsv\ el t( enIm+/ WASTES TYPE: 04) DWELLING ( ) TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL ( ) NON - DOMESTIC WASTES ( ) OTHER - DESCRIBE BUILDING OR SERVICE TYPE: Innyvte- Number of Bedrooms 3 Number of Persons 3 ( ) Garbage Grinder ( Automatic Washer (k) Dishwasher SO1 JRCE AND TYPE OF WATER SI JPPI,Y: ( X0 WELL ( ) SPRING ( ) STREAM OR CREEK If supplied by Community Water, give name of supplier: DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: MA Was an effort made to connect to the Community System? 4/'it A site plan is required to be submitted that indicates the following MINIMUM distances: Leach Field to Well: 100 feet Septic Tank to Well: 50 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 WITHOUT A SITE PLAN, (iROI ND CONDITIONS; Depth to first Ground Water Table sce Mt - ached 1 PavJ1p.k Rt pei i Percent Ground Slope 2 TYPE'OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: • (X) 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: ( ) ABSORPTION TRENCH, BED OR PIT ( ) EVAPOTRANSPIRATION ( ) UNDERGROUND DISPERSAL ( ) SAND FILTER ( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER • POND ( ) OTHER - DESCRIBE WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? PERCOT.ATION TEST RESIT!! .TS. (To be completed by Registered Professional Engineer, if the Engineer does the Percolation Test) Minutes per inch in hole No. 1 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 of RPE 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 application and in legal action for perjury as provided by law. Signed / iVbI- ' S Date 11 PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! 3 \ (/ , _ $ » 0 0 I n \ 0 \ r i & 7 / o • _ [ , 2 2 o = 0 a k f . to y - . \ \/ n E a ;r k r ( # ; 7 a / \ Z 0 Z 557 LA) / ) � � 0 72 }\ CID §' . C \ CD � \) \ \/§ CL 2 ).� 2 ¥ / o cr - 20 0 Ro c [ % B ƒ • I-IEPWORTH- PAWLAK GEOTECHNICAL, INC. 5020 Road 154 • Glenwood Springs, CO 81601 Fax 970 945 -8454 March 30, 1998 Phone 970 945 -7988 Creative Carpentry & Design Attn: Robert Ginn 0070 County Road 332 Rifle, Colorado 81650 Job No. 198 208 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Lot 61A, Antlers Orchard Development, Garfield County, Colorado Dear Mr. Ginn: 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 you dated March 18, 1998. 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 one story wood frame structure over a walkout basement level located on the site as shown on Fig. 1. Basement and garage 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 about 50 feet downhill to the west of the residence. A pole barn is proposed to the northeast 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 an irrigated field and was vacant at the time of our field work. The ground surface on the lot is gently rolling with slight to moderate slopes down to the west and southwest. There is about 6 to 8 feet of elevation difference in the proposed building area. The lot is vegetated with grass and weeds. 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 • Creative Carpentry & Design March 30, 1998 Page 2 presented on Fig. 2. The subsoils encountered, below about lh to 1 foot of topsoil, consist of slight clayey to clayey sandy silt. Results of' swell - consolidation testing performed on a relatively undisturbed sample of the silt, presented on Fig. 3, indicate low compressibility under existing moisture conditions and light loading and a minor collapse potential (settlement under constant load) when wetted. The sample showed moderate compressibility upon additional loading after wetting. The laboratory testing is summarized on Table I. 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. The amount of settlement would depend on the depth of compressible soils and extent of subsurface wetting. Footings should be a minimum width of 16 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. The exposed subgrade in footing and slab areas should be moistened and compacted prior to placing concrete. 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 45 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 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 H -P GEOTECH • Creative Carpentry & Design March 30, 1998 Page 3 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 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 H - GEOTECH • Creative Carpentry & Design March 30, 1998 Page 4 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 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. 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. Percolation Testing: Percolation tests were conducted on March 24, 1998 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 1 foot of topsoil overlying slightly clayey sandy silt. The percolation test results are presented in Table II. The percolation test results indicate an infiltration rate between 9 and 13 minutes per inch F i a + y ry 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 H -P GEOTECH Creative Carpentry & Design March 30, 1998 Page 5 recommendations may be made. 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. , 9 .... EG /S 4 i t Jordy Z. Ada son J / P. E ; 1 • • 29707 �, II I �i / 1,..., '� • � � / q$f . if Reviewed : y: F' • • 1¢h // ,, �k ss 1- EN s /ONA Steven L. Pawlak, P.E. JZA /ksm attachments H -P GEOTECH APPROXIMATE SCALE • 1" =100' LOT BOUNDARIES P 3 P LOT 61A o P 1 ■ PROFILE PIT ' 1 PIT 2 ■ PROPOSED RESIDENCE • PIT 1 PROPOSED BARN LOT 52A \ LOT 62A ■ 198 208 HEPWORTH - PAWLAK LOCATION OF EXPLORATORY PITS Fig. 1 GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES • PIT 1 PIT 2 PROFILE PIT • — 0 .A.....• 0 _ / LA- Lit o 0 wc=e.8 5 _ I t , g , — 200 =76 n v o —ill — o AO WC =17.8 — DD -90 10 10 LEGEND: ri TOPSOIL; slightly sandy clayey silt, organics, roots, firm, slightly moist, brown. SILT b rown (ML); sandy, slightly clayey to clayey, medium dense, slightly moist to moist, I , s lightl y ca 2" Diameter hand driven liner sample. NOTES: 1. Exploratory pits were excavated on March 23, 1998 with a John Deere JD-310A backhoe. 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 are drawn 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 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 ( R ) DD = Dry Density ( pcf ) —200 = Percent passing No. 200 sieve 198 208 HEPWORTH — PAWLAK LOGS OF EXPLORATORY PITS I Fig. 2 GEOTECHNICAL, INC. Moisture Content = 17.8 percent Dry Density Weight = 90 pcf Sample of: Sandy Clayey Silt From: Pit 1 at 7.5 Feet 0 tot upon Compression 2 wetting a v 3 4 0.1 1.0 10 100 APPLIED PRESSURE — ksf 198 208 HEPWORTH — PAWLAK SWELL— CONSOLIDATION TEST RESULTS Fig. 3 GEOTECHNICAL, INC. . . { . . z �[ q ) § || > / C..5 ° >- / / / e§ k 0 | § -J ▪ D @ CO _ k §§« -A,.... G � o & E ) ■@ § §p _& . . . l � °0 - m § } f z $ o _ » e = |z o < ■ 0.. j ) 1 )1 §EWIE \ P1| / / || . § |! { '4' �, N HEPWORTH- PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS JOB NO. 198 208 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. /INCH) P -1 471/4 10 6% 5'% 11/4 5'/ 4'/ 1 4'b 3'/ 1 water added 9'A 8% 1 8/ 7' 1 7% 6% ' . 6% 5% 1 5''4 4% 3 11 P -2 52% 10 73/4 7 '4 7 6'/ ' 6'% 5'% ' 5'% 4'% 1 water added 8'% 7'% ' 7'% 6'4 ' 6'A 6 % 6 51/4 '4 13 P -3 62% 10 6% 5% 1% 5% 4 1'/ water added 10'/. 9 11/4 9 7% 1Y 7% 6'% 11/4 6% 5% 1 5% 4' 1'/ 4% 3 1 9 NOTE: Percolation test holes were hand dug in the bottom of shallow backhoe pits on March 23, 1998. The holes were protected from freezing overnight with rigid foam insulation. Percolation test were conducted on March 24, 1998. The percolation rates are based on the last 4 readings of the test.