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HomeMy WebLinkAbout02742 4 •e • �\ GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit 2 1 4L t 109 8th Street Suite 303 Assessor's Parcel No. Glenwood Springs, Colorado 81801 Phone (303) 945 -8212 This does not constitute INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit. PROPERTY • Mike Bodgogi c/o Giard Homes, Inc. 625 -2347 Owner's Name Present Address Phone — System Location 0998 Huebinger Drive, Westbank Mesa, Lot 37, Glenwood Springs Legal Description of Assessor's Parcel No. SYSTEM DESIGN 060 Septic Tank Capacity (gallon) Other 1 pp ' Y l 3 /i 4te"t /0 M ) Percolation Rate (minutes/inch) Number Bec�ooms (or other) 5'9g JP _of Ac 1-1 &Secs Required Absorption Area - See Attached l q 'T' 7-, , �, r )-t A t(T° k? ere / 9 ri S 3 At Q �• o : arits cry /9 r tnc�� Special Setback Requirements: 3 b 9 .2 Q 2 f 7r L9A6 _ ( � p os L /S 1Wsmi. Date • ? " 9' 7 Inspector - u-m�t � AR e l'� .tr�L. -�t \ ci ice , FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation System Installer PAVE- , v I / _ D ( 00 0 Septic Tank Capacity Septic Tank Manufacturer or Trade Name G •• 3 f fry Septic Tank Access within 8" of surface '1 Absorption Area 1 S V (ve2' r d, SO Absorption Area Type and/or Manufacturer or Trade Name eft PiC. 1!-A Tod Adequate compliance with County and State regulations)requirements Other A / Date I Inspector H �--� '1V / ' RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE *CONDITIONS: — Jr 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 — 8 months In )ail or both). _ ' White - APPLICANT Yellow - DEPARTMENT INDIVIDIJAL SEWAGE DISPOSAL SYSTEM APPLICATION OWNER .. Mt geS._. .arne -AI ADDRESS 4 1` l /1F8 /N4aP- PHONE CONTRACTOR G /A-RD A- 49/V/OS, ,/)/c ADDRESS 79Z WI U&IIW ) ) ptar 9I1,43 PHONE /026 zz `7 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 `tanncto 6T / Size of Lot Legal Description or Address oleys 1411 I 44 i Al A b. pie- WASTES TYPE: (>4 DWELLING ( ) TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL ( ) NON - DOMESTIC WASTES ( ) OTHER - DESCRIBE BUILDING OR SERVICE TYPE: - y I jPT177H-C— Number of Bedrooms 3 Number of Persons , ( ) Garbage Grinder SCI Automatic Washer (Dishwasher SOIJRCE AND TYPE OF WATER SIJPPLY: ( ) WELL ( ) SPRING ( ) STREAM OR CREEK If supplied by Community Water, give name of supplier: 44 A/.1,t DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: 3 /it l Was an effort (nade to connect to the Community System? 1J�7 • 1 . I .1_ •t Dui •I ,: ' i1 ' I•fl11sin' _ M!' ,n Leach Field to Well: 100 feet Septic Tank to Well: 50 feet Leach Field to rigation Ditches, Stream or Water Course: 50 feet Septic System to \Property Lines: 10 feet YOUR INDIVID JAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSIJED WITHOUT A SI E PLAN. GROI JND CON ITIONS: Depth to first Ground Water Table Percent Ground Slope 2 TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: ( t4' SEPTIC TANK ( ) AERATION PLANT ( ) VAULT ( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE ( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE ( ) CHEMICAL TOILET ( ) OTHER - DESCRIBE FINAL ISPOSAL BY: ( frr 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? pFRCOJ.ATION TEST REST TITS (To be completed by Registered Professional Engineer, if the Engineer does the Percolation Test) Minutes q per inch in hole No. 1 Minutes to per inch in hole NO. 3 Minutes /0 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. Signed . Date PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! 3 ' 03/07/97 08:41 FAX 970 945 6585 CANYON HONDA Cdj 01 CANYON HONDA 401 WEST FIRST ST, GLENWOOD SPRINGS CO 81601 PHONE (970) 945 -6581 4---- F AX (970) 945 -6585 DATE: g--q7 FAX TO: 57 COMPANY: 99f- 7Tf FROM: /11'CNaaz 804,0 TITLE: Wes) MAMA McS4 to r *3 7 # OF PAGES (INCL. THIS COVER SHEET): 1/ MESSAGES /INSTRUCTIONS: 7' SrEUn _yea 061 ,4) 0014o TO 4e-7 rep This so, Ls/ Ant K. 7a - Sr pa DKdoa in 4er A seem s/'d7t ff dss164.4( omo 4gors.A[aa 1 04 ,44. Gall fife a r for 4,5'ti 44:06. .eyerz Mee iota, /21�LLla Saltier REQUEST AND ANSWER ?t NO 03/07/97 08:41 FAX 970 945 6585 CANYON HONDA e 02 HEPWORTH-PAWLAK GEOTECHNICAL, INC. 5020 Road 154 • Glenwood Springs, CO 81601 • Fax 970 945 -8454 December 6, 1996 Phone 970 945 -7988 Mike Bodrogi 172 Orchard Lane Glenwood Springs, Colorado 81601 Job No. 196 584 Subject: Subsoil Study for Foundation Design and Percolation Testing, Proposed Residence, Lot 37, Westbank Mesa, Garfield County, Colorado Dear Mr. Bodrogi: As requested, Hepworth - Pawlak Geotechnical, Inc. performed a subsoil study and percolation testing for foundation and septic disposal system designs at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated November 13, 1996. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Assessment of potential geologic hazard impacts on the site are beyond the scope of this study. Proposed Construction: The proposed residence will be a single story split level structure over a crawlspace located on the site as shown on Fig. 1. The foundation will be stepped to limit cuts into the hillside. Garage floor will be slab -on- grade. Cut depths are expected to be up to about 10 feet. Foundation loadings for this type of construction are assumed to be relatively light. If building conditions or foundation loadings are significantly different from those described above, we should be notified to reevaluate the recommendations presented in this report. Site Conditions: The site was vacant and covered with about 6 inches of' snow at the time of our initial field work on November 18, 1996. A trackhoe had to be used to complete the field work due to access problems caused by the snow. The ground surface in the building area is strongly sloping down to the northeast at a grade of about 30% with about 15 to 20 feet of elevation difference. A natural drainage about 8 feet deep is located to the southeast of the proposed residence. The road cut for Huebinger Drive located along the northeastern side of the lot is between 6 and 10 feet high. Vegetation consists of brush and scattered juniper trees across the site. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the proposed building area and a 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 lk to 1 feet of topsoil, consist of low density sand and clay with scattered gravel. Results of swell - consolidation testing performed on relatively undisturbed samples of the clay soils, presented on Figs. 3 and 4, indicate low compressibility under existing moisture conditions and light loading and a low to relatively high collapse potential (settlement under constant load) when wetted. The samples showed moderate to high 03/07/97 08:41 FAX 970 945 6585 CANYON HONDA 003 Mike Bodrogi December 6, 1996 Page 2 compressibility upon 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: The natural soils are relatively low density and moderately to highly compressible under light loading when wetted. Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, spread footings placed on the undisturbed natural soil can be used for support of the proposed residence with some risk of post - construction settlement and distress to the building. The magnitude of settlement will depend on the depth and extent of any wetting below the foundation and could be on the order of 1 to 2 inches. Spread footings should be designed for an allowable soil bearing pressure of 1,000 psf and have a minimum width of 20 inches for continuous walls and 2 feet for columns. Loose and disturbed soils encountered at the foundation bearing level should be removed and the exposed subgrade moistened and compacted. 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 heavily reinforced top and bottom to limit the effects of potential differential settlement and to span local anomalies such as by assuming an unsupported length of at least 14 feet. The foundation should be constructed in a "box -like" configuration rather than with isolated pads to further help limit the effects of differential settlement. 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. The low density soils encountered tend to collapse when wetted, which could result in slab distress. 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 . ; the designer based on experience and the intended slab use. A minimum 4 inch sayer of free - draining gravel should be placed beneath 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 may 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 H-P GEOTECH ,03!07!07 08:41. FAX 070 045 6595 CANYON HONDA 104 • Mike Bodrogi December 6, 1996 Page 3 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. 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. 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 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 help limit the risk of' wetting the bearing soils. Percolation Testing: The results of percolation tests conducted at the site are presented in Table II. The test locations are shown on Fig. 1 and the log of the profile pit is shown on Fig. 2. A percolation rate of about 9 to 10 minutes per inch was measured. Based on our findings and according to the soils encountered, the tested area should be suitable for a conventional infiltration septic disposal system. The measured percolation rate appears higher than typically found in fine- grained soils and a slower rate should probably be used for design. The design should consider the steeply sloping terrain. H -P GEOTECH ,03/07/97 08:41 FAX 970 945 6585 CANYON HONDA 005 • Mike Bodrogi December 6, 1996 Page 4 Limitations: This report has been prepared in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no other 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 fmdings 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. The site is underlain by the Eagle Valley Evaporite which is prone to developing voids and sinkholes. Evaluation of the potential for future subsidence due to dissolution of the bedrock is beyond the scope of this study. 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 call our office. Sincerely, ORTH - PAWLAK GEOTEC Rt t INC. G��C U -C . r� "I'�Jq,r."• a. Jordy . A a on, Jr. , P. E .. Re ewe ` h ' -'. d By: sa 7 {', n,; /y /y y i ,c, IC3Nr%■^•■... rd Steven L. Pawlak, P.E. JZA /kmk attachments cc: Giard Homes, Inc. - Attn: Jeff Giard H -P GEOTECH • 03/07/97 08:41 FAX 970 945 6585 CANYON HONDA E 06 • BUILDING 1 -------- ENVELOPE I ( P / PROFILE • \ \ �G \ PIT P I \ � I \ P3O I I I • PIT 2 1 P ROPOSED W 1 I RESIDENC �� I ` ° I 1 )PITT J � / -\ co j—A ` _ �, J I / H LOT 37 \ L)t / / I bop Or L.. --7 '---- \ 1 1 \ Or b9 / // LOT APPROXIMATE SCALE BO NDARIES I" = 60 HEPWORTH - PAWL AK LOCATION OF EXPLORATORY PITS 196 584 I GEOTECHNICAL, INC. I AND PERCOLATION TEST HOLES I Fig. 1 03/07/97 08:41 FAX 970 945 6585 CANYON HONDA 0107 • PIT 1 PIT 2 PROFILE PIT ' Elev. = 6280' Elev. = 6270' Elev. = 6277' — 0 0 — N — 7 — O we - 4.1 / .;�;: — — :1 we - e.s ° / 5 5 200 – � Jo WC -6.5 � ...yr ' — o we - 10.1 200 92 = pi a E. . — DD - 95 p / x _ 10 0 10- - o WC -6.9 — .-- DD – 92 -200 ■ 67 -^ LEGEND: TOPSOIL; clayey silty sand. organics. loose to medium dense, moist. dark reddish brown. CLAY AND SAND (CL -SC); silty, scattered gravel. occasional cobble, stiff, loose to medium dense, /:! slightly moist, light reddish brown, slightly porous and calcareous. angular siltstone/sandstone fragments. / CLAY (CL); silty. sandy, stiff. slightly moist, reddish brown, slightly to moderately porous, slightly to moderately calcareous. Disturbed bulk sample. I9 2 Diameter hand driven liner sample. .. J NOTES: 1. Exploratory pits were excavated on November 18 and 21,1996 with a backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory pits were obtained by interpolation between contours on the site plan provided. and checked by Instrument level. Logs of exploratory pits are 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) -200 a Percent passing No. 200 sieve. 196 684 HEPWORTH - PAWLAK LOGS OF EXPLORATORY PITS 1 Fig. 2 I GEOTECHNICAL, INC. I EX 1 , . $3/07/97 08:41 FAX 970 945 6585 CANYON HONDA a 08 Moisture Content .. 10.1 percent Dry Unit Weight = 95 pcf Sample of: Sandy Silty Clay From: Pit 1 at 7 feet 0 1111111 �1 111111 � _ 11111 ne•T ommi mmu Cupon ompression 1 Ilii c g 2 E 3 1 1 1 1111 8 11 11111 4 5 11111 1111111 11 1111111 1111111 11 11111 1111111 1 1111111 1111111 1111111 01 1.0 10 100 APPLIED PRESSURE - ksf 196584 I H CA INC. I SWELL - CONSOLIDATION TEST RESULTS I Fig. 3 — G • 03/07/97 08:41 FAX 970 945 6585 CANYON HONDA x(1109 Moisture Content = 4.1 percent Dry Unit Weight = 91 pcf Sample of: Sandy Silty Clay From: Pit 2 at 2 feet 0 1 2 Compression upon 3 we •t. ae 4 0 a 5 E V 0 U 6 7 9 9 10 O 11 12 13 14 d 0.1 1.0 10 100 APPLIED PRESSURE - ksf 196 684 HEPWORTH - PAWLAK SWELL - CONSOLIDATION TEST RESULTS J Fig. 4 I GEOTECHNICAL, INC. I • 03/07/97 08:41 FAX 970 945 6585 CANYON HONDA U10 • .d. CO f0 0) > m N > N Z co U V 10 U U > U > Y Y O C N N C N > >- m > g c c 0 N 0 to 0 0 0 • 2 z N J 55 J D Q V cr 1 co W H _ W — O `�` J Q m bd Q EX ~ m F ^ u "t (.0 co act u. s 0 cc O. n w a 0) 0) 0) 0) a 1 Cr) c o O In '7 co r1 11 1 *0 nr " `° 9 v i E N 1 . . • .03/07/97 08:41. FAX 970 945 6585 CANYON HONDA Iii • HEPWORTH- PAWLAK GEOTECHNICAL, INC. TABLE 11 PERCOLATION TEST RESULTS JOB NO. 196 584 HOLE NO. HOLE DEPTH LENGTH OF WATER DEPTH WATER DEPTH DROP IN AVERAGE (INCHES) INTERVAL AT START OF AT END OF WATER PERCOLATION (MINI INTERVAL INTERVAL LEVEL RATE (INCHES) (INCHES) (INCHES) (MIN./INCH) 1 471/2 16 8 71/4 1 3/4 7 1/4 6 3/4 1 1/2 refilled 11 1/2 9 3/4 1 3/4 9 3/4 8 1 3/4 8 6 1/2 1 1/2 refilled 11 1/2 9 3/4 1 3/4 9 3/4 8 1 3/4 8 6 1/4 1 3/4 8 2 511/2 15 91/2 8 11/2 9 61/2 11/2 refilled 1 1 9 1/2 1 1 /2 9 1/2 8 1 1/2 S 6 1/2 1 1/2 refilled 11 91/2 11/2 9 1/2 8 1 1/2 8 61/2 1 1/2 10 3 501/2 15 101/2 9 11/2 9 7 1/2 1 1/2 refilled 12 1/2 11 1 1/2 11 91/2 11/2 9 1/2 8 1 1/2 refilled 11 91/2 11/2 9 1/2 8 1 1/2 8 61/2 11/2 10 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on November 21, 1996. Teat holes were covered to protect against freezing overnight. Percolation tests were conducted on November 22, 1996.