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Home My WebLink AboutApplication- PermitGARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit N2 3483 A is Parcel No. 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 Phone (303) 945-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT This does not constitute a building or use permit. PROPERTY y�� '�^(/�j �7 Owner's Name ICK t t l t LLETZ Present Present Address^p�,l�ni,, CJ✓ I 11) ( �i—� Phone9 3 '! ¥t System Location Ot t ` ARrys nay / 410Ff/, CA Q71.> /T�.—E- n _{/./�� (I ' - 1�1c, Legal Description of Assessor's Parcel No �AN JD�LI.SP 1 (� ft oe . i a.AJ 0✓ -4a it SYSTEM DESIGN Septic Tank Capacity (gallon) Other Percolation Rate (minutes/inch) Number of Bedrooms (or other) Required Absorption Area - See Attached Special Setback Requirements: �y Date Inspector FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation System Installer Septic Tank Capacity Septic Tank Manufacturer or Trade Name Septic Tank Access within 8" of surface Absorption Area Absorption Area Type and/or Manufacturer or Trade Name Adequate compliance with County and State regulations/requirements Other Date Inspector 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 1, Petty Offense ($500.00 fine -6 months In Jail or both). White - APPLICANT Yellow - DEPARTMENT GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit N2 3 21 6 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 Phone (303) 945-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT PROPERTY //� Owner's Name 1-12-M CDr/ System Location Legal Description of Assessor's Parcel No SYSTEM DESIGN Assessor's Parcel No. This does not constitute a building or use permit. Mott 131Z'Qcssp 3 Present Address �'"- Phone (-r7'o� 953 -kn 1 \CdieCJ Septic Tank Capacity (gallon) Percolation Rate (minutes/inch) 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 `e ) CC(Qt1 o, Other Number of Bedrooms (or other) ' C PC met) S`-tS r C "-ft ) System Installer Septic Tank Capacity oZ bs'Q.W044.a 000 = 6 4& Septic Tank Manufacturer or Trade Name Septic Tank Access within 8" of surface Absorption Area Absorption Area Type and/or Manufacturer or Trade Name i 14 F ( L 7 ILA -f^ Or\ 5 Adequate compliance with County and State regulations/requirements Other d Date —�-"C 9 4140 Inspector �- lti M 0 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 ($500.00 fine — 6 months In jail or both). White - APPLICANT Yellow - DEPARTMENT OWNER INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION 4,21241 Al ADDRESS ,D• Q1c- 2&'4g e>4azn2ctir C • IL, -2I CONTRACTOR alni1lL PHONE 4193 —7 Li/D ADDRESS R`O• ex)x-2z 4& (2)a1 Cc. to 24 PHONE %3- "I0-0 PERMIT REQUEST FOR (15 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 i Welt( Size of Lot cal -410-6 Legal Description or Address WASTES TYPE: (4 DWELLING ( ) TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES ( ) OTHER - DESCRIBE BUILDING OR SERVICE TYPE: Number of Bedrooms ? haro•►r•,B Number of Persons (0 Garbage Grinder (✓ Automatic Washer (V5 Dishwasher SOURCE 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: /J'A Was an effort made to connect to the Community System? A A site plan is required to be submitted that indicates the followin¢ 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. GROUND CONDITIONS: Depth to first Ground Water Table Percent Ground Slope 2 TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: SEPTIC TANK VAULT PRIVY PIT PRIVY CHEMICAL TOILET AERATION PLANT ( ) VAULT COMPOSTING TOILET . ( ) RECYCLING, POTABLE USE INCINERATION TOILET ( ) RECYCLING, OTHER USE 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? PERCOLATION TEST RESULTS: (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 of RPE 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. Date PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! 3 • • Ge Pfiech July 8, 1999 TRM Corporation of Colorado Attention: Rick Miller P.O. Drawer 700 Jensen Beach, Florida 34958 Hepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax: 970-945-8454 hpgeo@hpgeotech.com Job No. 199 451 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence and Barn, Lot A, Glen Subdivision Exemption, Garfield County, Colorado. Dear Mr. Miller: 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 May 25, 1999. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Evaluation of potential geologic hazard impacts on the site are beyond the scope of this study. Proposed Construction: The proposed residence will be a two story wood frame structure above a crawlspace area and located on the site as shown on Fig. 1. The garage will have a slab -on -grade floor. The proposed barn will be two story wood frame construction over a thickened edge slab. Cut depths are expected to range between about 1.5 to 4 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 north of the barn site. 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 west of County Line Road. An existing gravel driveway terminates near the building site. The ground surface in the building area slopes slightly to moderately down to the west. The lot is heavily vegetated with pinyon and juniper trees, sage brush and weeds. The building site is bounded on the south by a ridge with a very steep slope down to the south. Numerous basalt cobbles TRM Corporation of Colorado July 8, 1999 Page 2 and boulders are exposed on the ground surface in the building areas. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating three exploratory pits in the building areas 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 foot of topsoil, consist of basalt gravel, cobbles and boulders in a sandy silty clay matrix. Sandy clay with gravel was encountered in Pit 1 to a depth of 5.5 feet. Results of a swell -consolidation test performed on a relatively undisturbed sample of the sandy clay, presented on Fig. 3, indicate relatively low compressibility under existing moisture conditions and light loading and after wetting and additional loading. 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 2,500 psf for support of the proposed residence and barn. The matrix soils could tend to compress after wetting and result in some post -construction foundation settlement. The proposed buildings are located approximately 25 feet or more back from the ridge line. We should be notified if the buildings are located closer to the edge of the ridge for potential slope stability evaluation. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and disturbed soils resulting from boulder removal at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural soils or backfilled with concrete. Exterior footings should be provided with adequate cover above their beating elevations for frost protection. Placement of footings at least 42 inches below the exterior grade is typically used in this area. Where thickened edge slab foundations are used, insulation may be used to reduce the frost depth soil cover. 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. H -P GEOTECH TRM Corporation of Colorado July 8, 1999 Page 3 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 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 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 crawlspace 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. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the buildings have been completed: H -P GEOTECH r TRM Corporation of Colorado July 8, 1999 Page 4 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. 3) The ground surface surrounding the exterior of the buildings 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 could be needed uphill to direct surface runoff around the buildings . 4) Roof downspouts and drains should discharge well beyond the limits of all backfill Percolation Testing: Percolation tests were conducted on June 19, 1999 to evaluate the feasibility of a 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 basalt gravel, cobbles and boulders in a sandy silty clay matrix. The percolation test results are presented in Table II. Based on the subsurface conditions encountered and the. percolation test results, the tested area should be suitable for an 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, the proposed type of construction and our experience in the area. Our findings include interpolation and extrapolation of the subsurface H -P GEOTECH TRM Corporation of Colorado July 8, 1999 Page 5 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, or the buildings locations are moved towards the ridge, we should be notified at once so re-evaluation of the 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. Louis E. Eller Reviewed By: Steven L. Pawlak, P.E LEE/sd/ksm attachments cc: Dave Panico HP GEOTECH QP 3 P 2 PROFILE PIT P 1 PIT 3 ■ 1 ti PROPOSED BARN TOP OF RIDGE PROPOSED RESIDENCE ▪ PIT 2 • PIT 1 _/ ▪ � � � APPROXIMATE SCALE 1" = 100' - 199 451 HEPWORTH - PAWLAK GEOTECHNICAL, INC. LOCATION OF EXPLORATORY PITS AND PERCOLATION TEST HOLES Fig. 1 Depth — Feet PIT 1 10 LEGEND: —7 NOTES: PIT J WC -7.7 NP PIT 3 PIT 4 0 5 atimmi .111 10 — Topsoil; sondy silt, organic, basalt cobbles and boulders, slightly moist, dark brown. Clay (CL); sandy, silty, medium stiff, moist, reddish brown, slightly porus and calcareous. 2" Diameter hand driven liner sample. Disturbed bulk sample. 1. Exploratory pits were excavated on June 18, 1999 with a backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features on the site plan provided. 3. Elevations of the 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 Togs 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 ( X ) DD = Dry Density ( pcf ) LL - Liquid Limit ( X ) PI = Plasticity Index ( X ) NP = Nonplastic Depth — Feet 199 451 HEPWORTH — PAWLAK GEOTECHNICAL, INC. LOGS OF EXPLORATORY PITS Fig. 2 Compression % N O Moisture Content = 17.6 percent Dry Density Weight = 82 pcf Sample of: Sandy Clay From: Pit 1 at 3 Feat — ,____m_______._....___...,..c No movement upon wetting ,- 0.1 1.0 10 100 APPLIED PRESSURE — ksf 199 451 HEPWORTH — PAWLAK GEOTECHNICAL, INC. SWELL—CONSOLIDATION TEST RESULTS Fig. 3 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE I PERCOLATION TEST RESULTS HOLE NO. • HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) P-1 33 15 81/4 51/2 23/4 11 5 1/2 3 3/4 1 3/4 3 3/4 2 1/4 1 1/2 6 1/2 4 3/4 1 3/4 4 3/4 3 1 3/4 6 41/4 2 41/4 31/4 1 3 1/4 1 1/2 1 3/4 P-2 29 15 8 61/2 11/2 30 6 1/2 5 3/4 3/4 5 3/4 5 3/4 5 4 1/2 1/2 4 1/2 4 1/2 4 3 114 3/4 3 1/4 3 1/4 3 2 1/2 1/2 P-3 35 15 10 3/4 8 3/4 2 24 8 3/4 7 3/4 1 7 3/4 7 3/4 7 6 1/4 3/4 6 1/4 5 1/2 3/4 6 1/2 4 3/4 3/4 4 3/4 4 1/4 1/2 4 31/4 3/4 Note: Percolation test holes were dug in the bottom of shallow backhoe plts end soaked on June 18, 1999. Percolation tests were conducted on June 19, 1999. lwlak Geotech TEL:9 O-- 34S-;.; 1S 1 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE I n f , PERCOLATION TEST RESULTS HOLE NO. 2 HOLE DEPTH (INCHES) 33 2-9 LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF r 1 s ES Lai A / WATER DEPTH AT END OF INTERVAL :14- 99 45 JOB NO. PROP IN WATER LEVEL TER c6r )14 - LEVEL 4 i 2111 r� �> ere AVERAGE PERCOLATION RATE • ))4 7,/� C ' z. 44 7 i- '7 ''1 jt J v DESIGN BY DAVID PANIC() INC 1533 JUNIPER Hwi. ROAD, ASPEN, COLORADO 81611 PHONE. 970-923-5394 FAX 970-923-1260 July 14, 1999 Garfield County Building and Sanitation Department 109 8° St., Suite 303 Glenwood Springs, Co. 81601 Re: Miller Bain/Caretaker permit application Dear Sir or Madam: Enclosed please find applications fora building permit -and a septic permit fora barn/caretaker's apartment to be built on Lot A, Glen Subdivision Exemption in Garfield County. The owner of the parcel is Mr. & Mrs. T. Rickert Miller-bvt-thepn perty isfield in the name of his company; IRM Corporation .of Colorado --1 am arming as his representative in this matter and am responsible/for the architectural design of this project. The building permit application Package includes: Building Permit application form. 2 sets of architectural plans, pages A-1 thru A-12. Survey from Lines in Space Inc. A check for $1015.46 for the plan check fee. The Sewage Disposal System application form attached to site plan. 2 copies of the soils report and perc test by HP Geotech If you have any questions regardingihis application please contact me at the number above as Mr. & Mrs. Miller are traveling and will be hard to contact. Sincerely, 7sim1/4 David E. K. Panico Miller Bam/Caretaker