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Home My WebLink About0395741 GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 Phone (303) 945-8212 INDIUAL SEWA\E DISPOSAL PERMIT PROPERTY Owner's Name fi u Elbe)] / Pre vl-h'ce t fldP/ent Address -I / 0 E1 ibe) Pd• e/ ebei O 81 P one 6 S - _2917 System Location &gds Seri„3 Par K age CaZ�T r 10oAd0./e 1c gl6a_3 Legal Description of Assessors Parcel No. 3=17- /b? - 0o -0? cf J 1 / ` ic,V / • Permit N r 395/ Assessor's Parcel No. ?391- lc6,z-oo-ay.y This does not constitute a building or use permit. SYSTEM DESIGN /Soo ex --e n Septic Tank Capacity (gallon) Other [� Percolation Rate (Minutes/inch) Number of Bedrooms (or other) .J V p' Required Absorption 7 lea - See Attached --169 f� L FG,.„ Cji—sees 33,txsTk-l�teL 3 $ Special Setback Reg4Prements: Date tar15`at Inspector t FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Instyallation System Installer gee/Jet Septic Tank Capacity / J VO Septic Tank Manufacturer or Trade Name /-761 Septic Tank Access within 8" of surface %Ll.� t Absorption Area 7' 4 nC- J/� '"' Absorption Area Type and/or Manufacturer or Trade Name all 4. i A Adequate compliance with County and State regulations/requirements Other o �/ Date h- 73 -,e)ct 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 I, Petty Offense ($500.00 fine — 6 months in jail or both). White - APPLICANT Yellow - DEPARTMENT 1 INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION OWNER PRFNircr 4' 8L3g ADDRESS `? !0 E I Te 6e/ ,2fl C4 8440f a i PHONE 9,0 96 717 CONTRACTOR tn-A11-er ADDRESS PHONE 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 CA*I&oNbRke Size of Lot l0 htr&S�, Q 'I Legal Description or Address PPMCEL # a, 3? / -l6 2 -00 - 4' - it r Pack k `+ `'t�� WASTES TYPE: 0() DWELLING ( ) TRANSIEN USE C 'cleft ( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES ( ) OTHER—DESCRIBE BUILDING OR SERVICE TYPE: Up wt e s Tic Number of Bedrooms 1 S Number of Persons ( ) Garbage Grinder 90 Automatic Washer (0 Dishwasher SOURCE AND TYPE OF WATER SUPPLY: (X) WELL If supplied by Community Water, give name of supplier: DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: k ( ) SPRING Was an effort made to connect to the Community System? A- N% ( ) STREAM OR CREEK 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 (septic tank & disposal field) 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 500 'Cr 74— Percent Ground Slope t TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: ()0 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: (X) 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? NO 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. /P'Arr 't — Signed Date Or PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! ti 1' • r 0-P) 0 w w f 0 C m r 0 0 '3 C. • n g n_ W Vn 0 0 fL� go' cn 13) O w y. rn p 2= y G m n. • y 0. • m OQ gr a O1 Q H y O v a 1 '0 g o CD a �. °w (t m yr., 00 iD J b astlb tc;) tec rot- o - oO oe 0 1 W A" • 1 i T rr 0 • 'r 121 4 IIa w„ 1 0 FIELD -CO Z...EAGLE C9 • 1 1 Yo 1 td A 0 r • i 'CI 01 .c 4 Clft ' C - i 40 .•/.416 _?' • • • 01/4 ‘\ } '```` Imo— �- i. I. . -,1 m 4, , , > �,_�,� ' I, -1 �� 1-� \ r i �;� - II.'%� 2 I 1 I ' G?4 1 / r —' be A. v I/I Par• • ` HEPWORTH-PAWLAK GEOTECHNICAL October 27, 2003 Prentice Hubbell 910 El Jebel Road El Jebel, Colorado 81628 Hepworth -Pass lal. Geotechnical, Inc. 5020 County Road 154 Glenwood Spungs, Colorado 81601 Phone- 970-945-7988 Fax. 970-945-8454 email hpgeo@@lhpgeorech.com Job No. 103 660 Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 1, Sarah L. McNulty Property, East of Panorama Ranch, Missouri Heights, Garfield County, Colorado Dear Mr. Hubbell: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study for design of foundations at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated October 13, 2003. 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 wood frame building with a walkout basement level located in the area of the exploratory pits shown on Figure 1. Ground floor will be slab -on -ground. Cut depths are expected to range between about 3 to 8 feet. Foundation loadings are assumed to be relatively light and typical of the proposed type of construction. 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 at the time of our investigation and the property is located between the Spring Park Meadows and Panorama Ranch subdivisions. The building area had been cleared of vegetation and some topsoil. A rough graded driveway accesses the building area. The ground surface in the building area is relatively flat with a moderate to strong slope down to the south. Grades steepen to the south of the building area. Vegetation consists of grass and weeds with sage brush and scrub oak outside of recently graded areas. Subsidence Potential: Bedrock of the Pennsylvanian age Eagle Valley Evaporite underlies the property. These rocks are a sequence of gypsiferous shale, fine-grained Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthorne 970-468-1989 -2 - sandstone and siltstone with some massive beds of gypsum and limestone. There is a possibility that massive gypsum deposits associated with the Eagle Valley Evaporite underlie portions of the lot. Dissolution of the gypsum under certain conditions can cause sinkholes to develop and can produce areas of localized subsidence. Sinkholes were not observed in the immediate area of the subject lot. No evidence of cavities was encountered in the subsurface materials; however, the exploratory pits were relatively shallow, for foundation design only. Based on our present knowledge of the subsurface conditions at the site, it cannot be said for certain that sinkholes will not develop. The risk of future ground subsidence on Lot 1 throughout the service life of the proposed residence, in our opinion, is low and similar to other lots in Missouri Heights; however, the owner should be made aware of the potential for sinkhole development. If further investigation of possible cavities in the bedrock below the site is desired, we should be contacted. Subsurface Conditions: The subsurface conditions at the site were evaluated by observing 3 exploratory pits at the approximate locations shown on Figure 1. The logs of the pits are presented on Figure 2. The subsoils encountered, below about 1 foot of topsoil, consist of between 31/2 and 61 feet of stiff sandy clay overlying relatively dense silty sandy gravel with cobbles. Results of swell -consolidation testing performed on relatively undisturbed samples of the sandy clay, presented on Figure 3, indicate low compressibility under existing moisture conditions and light loading and a minor expansion potential when wetted. Results of a gradation analysis performed on a sample of silty sandy gravel with cobbles (minus 5 inch fraction) obtained from the site are presented on Figure 4. 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 2,000 psf for support of the proposed residence. There could be differential settlement/heave between footings bearing on the sandy clay and footings bearing on the gravel. Bearing levels should be kept at least 3 feet below the original ground surface and the settlement/heave potential of the subgrade should be evaluated at the time of construction. 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 Job /1103 660 -3 - 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 upper clay soils possess a low expansion potential and slab distress could occur if the subgrade soils become wet. 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 more granular soils devoid of vegetation, topsoil and oversized rock. Underdrain System: Although free water was not observed in the backhoe pits, 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, 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 Job #103 660 -4 - 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 residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. Drying could increase the expansion potential of the soils. 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 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) Sprinkler heads and landscaping which requires regular heavy irrigation (such as sod) should be located at least 5 feet from the building. 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 express 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 Figure 1 and to the depths shown on Figure 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. Job #103 660 -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. Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. olnryei Lf2e Trevor L. Knell Reviewed by: Daniel E. Hardin, P. TLK/ksw °sSlp or - attachments Figure 1 - Location of Exploratory Pits Figure 2 - Logs of Exploratory Pits Figure 3 - Swell -Consolidation Test Results Figure 4 - Gradation Test Results Table 1 - Summary of Laboratory Test Results Job #103 660 HG tiaech LOT 1 PROPERTY BOUNDARY APPROXIMATE SCALE: 10=100' PIT 2 ■ PIT 3 • PIT 1 ■ PROPOSED BUILDING AREA LOT 2, HP GEOTECH JOB NO. 103 685 103 660 HEPWORTH—PAWLAK GEOTECHNICAL, INC. LOCATION OF EXPLORATORY PITS Figure 1 0 5 — 10 LEGEND: PIT 1 ELEV.=105'± P� : 1 +4=60 1 -200=19 PIT 2 ELEV.=102'± WC=11.0 DD=92 TOPSOIL; sandy silty clay, organics, firm, brown/dark brown. PIT 3 ELEV.=100'± 0 WC -10.6 DD=95 5 10 CLAY (CL); sandy, silty, with occasional gravel sized rock fragments, stiff, slightly moist to moist, brown, porous, calcareous with depth, blocky in upper 2 feet. GRAVEL (GM); sandy, silty, with cobbles, medium dense to dense, slightly moist, light brown, calcareous, round and subround rocks. 2" Diameter hand driven liner sample. Disturbed bulk sample. NOTES: 1. Exploratory pits were excavated with a backhoe prior to our arrival at the site on October 14, 2003. 2. Locations of exploratory pits were determined in the field by the client and field located by pacing from staked property corners. 3. Elevations of exploratory pits were estimated by bond level based on Pit 3 at 100 feet elevation. The 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 ( % ) DO = Dry Density ( pcf ) +4 = Percent retained on No. 4 sieve. —200 = Percent passing No. 200 sieve. Depth — Feet 103 660 HEPWORTH—PAWLAK GEOTECHNICAL, INC. LOGS OF EXPLORATORY PITS Figure 2 Compression — Expansion Compression — Expansion % 1 0 1 2 3 4 5 1 0 1 2 0.1 .0 10 APPLIED PRESSURE — ksf 100 Moisture Content = 11.0 percent Dry Density = 92 pcf Sample of: Sandy Clay From: Pit 2 at 6 Feet • • 0 • • Expansion upon wetting Expansion upon wetting • L 1 • 0.1 .0 10 APPLIED PRESSURE — ksf 100 0.1 .0 0 APPLIED PRESSURE — ksf 100 103 660 HEPWORTH—PAWLAK GEOTECHNICAL, INC. SWELL—CONSOLIDATION TEST RESULTS Figure 3 Moisture Content = 10.6 percent Dry Density = 95 pcf Sample of: Sandy Clay From: Pit 3 at 4 Feet • • • Expansion upon wetting • 0.1 .0 0 APPLIED PRESSURE — ksf 100 103 660 HEPWORTH—PAWLAK GEOTECHNICAL, INC. SWELL—CONSOLIDATION TEST RESULTS Figure 3 N ' AINE' HYDROMETER ANALYSIS 1NIE READINGS 24 NR. 7 NR 0 45 MN. 15 MIN. 61611. 191611. 4 MN. 1 /RN 10 20 30 40 50 60 70 eo 90 100 103 660 PGO POO SIEVE ANALYSIS U.S. STANDARD SORES 95O PO (16 16 CLEAR SOUARE OPENINGS 64 3/8' 3/4" 1 1/2' S 5'6' 6' 100 { 1 i 1. I i 1 1 .002 .005 .009 .019 .037 .074 .150 .300 .600 1.16 236 DIAMETER OF PARTICLES IN MILLIMETERS GUY 10 SLT SAND 4.75 NNE I SEEM [COARSE GRAVEL 60 % LIQUID LIMIT SAND 21 % 9.512.5 19.0 37.5 GRAVEL I COARSE SILT AND CLAY 19 % PLASTICITY INDEX 76.2 152 SAMPLE OF: Silty Sandy Gravel with FROM: Pit 1 at 7 through 9 Feet Cobbles HEPWORTH—PAWLAK GEOTECHNICAL, INC. GRADATION TEST RESULTS 127 203 00613LEs 90 80 70 60 50 40 30 20 10 0 I' RCENT Pa a r, Figure 4 0 co 0 o 0 z m 0 U z J Q U_ Z U w H O > w r o COLu ¢ Q < 0 J F m Q J x H Cc0 a w 2 TEST RESULTS SUMMARY OF 0 a O r N F silty sandy gravel with cobbles sandy clay II sandy clay II UNCONFINED COMPRESSIVE STRENGTH (PSF) ATTERBERG LIMITS u x P W -,SZ e_ d 0 F =fie PERCENT PASSING NO. 200 SIEVE z 0 4 0 0 0 a = N _ N GRAVEL (%) 0 0 NATURAL DRY DENSITY (PcI) N O 10 0) NATURAL MOISTURE CONTENT 1%) O •- (O O SAMPLE LOCATION x d . 2 0 - 7 to 9 co d- 5 N CO