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Home My WebLink AboutApplication- PermitGARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT 108 Eighth Street, Suite 201 Glenwood Springs, Coloradof 81601 Phone (970) 945-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT PROPERTY Owner's Name,c a10lw L O((J?��'felll t ppprrr .sent A dres _ System Location 0x37 t )_ n n w� (� � Legal Description of Assessor's Parcel No Ca I �� j DC' lF h7-0 / 0 Lf5F 1 0 SYSTEM DESIGN I h e IC.} S Septic Tank Capacity (gallon) Other Percolation Rate (minutes/inch) Number of Bedrooms (or other) 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 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 )"/v Inspector n v^-46 RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE Permit 4017 Assessor's Parcel No. This does not constitute a building or use permit. 303-797 hope tog *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). INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION OWNER: Rapids Development Corporation ADDRESS: 2102 West Arapahoe Drive. Littleton, CO 80120-3008 Telephone: 303.798.1640 CONTRACTOR: Rapids Development Corporation ADDRESS: 2102 West Arapahoe Drive, Littleton, CO 80120-3008 Telephone 303.798.1640 PERMIT REQUEST FOR: (XX) 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 or Town: One mile west of New Castle Size of Lot: 2.00 Acres Legal Description or Address: Lot 10. The Rapids on the Colorado Subdivision WASTE TYPE: (XX) DWELLING () TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL () NON-DOMESTIC () OTHER — DESCRIBE BUILDING OR SERVICE TYPE: Number of Bedrooms: Three Number of Persons: 2.5 Estimate (XX) Garbage Grinder (XX) Automatic Washer (XX) Dishwasher SOURCE AND TYPE OF WATER SUPPLY: () WELL ( ) SPRING () STREAM OR CREEK If supplied by Community Water, give name of supplier. Rapids Homeowners Association DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: Two Miles Was an effort made to connect to the Community System? No. A site plan is n3quired 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: No Ground Water Found Percent Ground Slope: Less than 1 Percent TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED. (XX) 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: (XX) ADSORPTION TRENCH, BED OR PIT () EVAPOTRANSPIRATION (XX) UNDERGROUND DISPERSAL () SAND FILTER () ABOVE GROUND DISPERSAL () WASTEWATER POND () OTHER — DESCRIBE WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATER OF THE STATE? NO. PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the Percolation Test) Minutes 8.7 per inch in hole No. 1 Minutes 6.7 per inch in hole No. 3 Minutes 8.9 per inch in hole No. 2 Minutes per inch in hole No. _ Name, address and telephone of RPE who made soil adsorption tests: Mountain Cross Engineering. Inc., by Chris Hale. PE. 826 % Grand Avenue. Glenwood Springs, CO 81601. Telephone 970.945.9544 Fax: 970.945.5558 Name, address and telephone of RPE responsible for design of the system: Mountain Cross Engineering. Inc.. by Chris Hale. PE. 826 IA Grand Avenue. Glenwood Springs. CO 81601, Telephone 970.945.9544 Fax: 970.945.5558 Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and additional test and reports as may be required by the local health department to be made and fumished 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 ffor 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 s?id application an in legal action for perjury as provided by law. Signed ene R. Hilton, Pre§ident, Rapids Development Corporation Date BGDie PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! r GeUtGCY1 HEPWORTH - PAWLAK GEOTECHNICAL March 31, 2003 Rapids Development Corporation Attn: Gene Hilton 2102 West Arapahoe Drive Littleton, Colorado 80120-3008 Hepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax: 970-945-8454 email: hpgeo@hpgeotech.com Job No. 103 198 Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 10, The Rapids on the Colorado, County Road 335, Garfield County, Colorado. Dear Mr. Hilton: 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 Rapids Development Corporation dated March 5, 2003. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Hepworth-Pawlak Geotechnical, Inc. previously conducted percolation testing for the subdivision development and presented our findings in reports dated May 12, 1995 and August 8, 1996, Job No. 195 217. Proposed Construction: The proposed residence will be a one or two story wood frame structure located in the area of the pits shown on Figure 1. Ground floor will he either structural over a crawlspace or slab -on -grade. Cut depths are expected to range between about 3 to 4 feet. Foundation loadings for this type of construction 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 field exploration. The ground surface in the building envelope has been graded relatively flat with a gentle slope down to the northwest. There is about 2 feet of elevation difference across the building envelope. A steep fill slope had been constructed on the north-northwest side of building envelope. The Colorado River is located about 125 feet to the north-northwest and about 10 feet lower in elevation. Vegetation consists of sparse grass and weeds. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits with a backhoe at the approximate locations shown on Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthome 970-468-1989 Rapids Development Corporation March 31, 2003 Page 2 -2- Figure 1. The logs of the pits are presented on Figure 2. The subsoils encountered, below about ! , to 11/2 feet of topsoil, consist of 3 feet of medium stiff silt and sand overlying relatively dense, slightly silty sandy gravel with cobbles and boulders to the pit depths of 4 to 4' feet. Results of swell -consolidation testing performed on a relatively undisturbed sample of very silty sand, presented on Figure 3, indicate low compressibility under existing moisture conditions and light loading and a low collapse potential (settlement under constant load) when wetted. The sample showed moderate compressibility upon increased loading after wetting. The laboratory test results are summarized in Table 1. No free water was observed in the pits at the time of excavation and the soils were slightly 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 soils designed for an allowable soil bearing pressure of 1,000 psf for support of the proposed residence. The upper fine grained soils tend to compress after wetting and there could be some post -construction settlement if the bearing soils become wetted. Footings bearing entirely on the underlying dense gravels can be designed for an allowable soil bearing pressure of 3,000 psf. Footings should be a minimum width of 18 inches for continuous walls and 2 feet for columns. The topsoil and loose 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. Voids created by the removal of large rocks should be backfilled with compacted sand and gravel or with 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 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 upper fine grained soils are compressible when wetted under load. 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 sand and gravel, such as 3/4 -inch road base, should be placed beneath slabs -on -grade for subgrade support. Job # 103 198 Rapids Development Corporation March 31, 2003 Page 3 -3- This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 12% 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. 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. 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 6 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 5 feet from foundation walls. 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. 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 Job # 103 198 Rapids Development Corporation March 31, 2003 Page 4 -4- 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. 0,,,„_e ._i2Q Trevor L. Knell Reviewed by: Steven L, P TLKIksw attachments Figure Y .cation of Exploratory Pits Figure 2 - Logs of Exploratory Pits Figure 3 - Swell -Consolidation Test Results Table 1 - Summary of Laboratory Test Results Job # 103 198 LOT 9 CDLa14RDO RIPER 1 —5490—. r 5495 -- LOT 10 i ----) i _ _ - JI ---55°°-/ r55oa— I PIT 1 1 1 ..--- 1 I 1 BUILDING 1 I 1 L. J ■ PIT 2 MIIIM RAPIDS VIEW ROAD • APPROXIMATE SCALE 1`=50' NOTE: CONTOUR UNES SHOWN ARE PRIOR TO SITE GRADING FOR SUBDIVISION DEVELOPMENT LOT 11 PROPERTY LINE 103 198 HEPWORTH—PAWLAK GEOTECHNICAL, INC. LOCATION OF EXPLORATORY PITS Figure 1 0 'C.. 0 O 0' 5 10 LEGEND: PIT 1 SI WC -7.3 00-92 �rnv -200-47 PIT2 0 WC -5.5 DD490 - -200-15 TOPSOIL; silt and sand, scattered rock, organics, moist, dark brown. 5 10 SILT AND SAND (ML—SM); with clay lenses/layers, stratified. medium stiff, slightly moist, light brown, trace calcareous. PISAND (SM); silty, medium dense. slightly moist, brown. GRAVEL, COBBLES AND BOULDERS (GP—GM); sandy, slightly silty, dense, slightly moist, Tight brown, subrounded to rounded rock. 2" Diameter hand driven liner sample. NOTES: 1. Exploratory pits were excavated on March 21, 2003 with a backhoe. 2. Locations of exploratory pits were measured approximately by taping from features shown 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 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 ) —200 = Percent passing No. 200 sieve Depth — Feet 103 198 HEPWORTH—PAWLAK GEOTECHNICAL, INC. LOGS OF EXPLORATORY PITS Figure 2 Compression % Ut A W N 0 Moisture Content = 5.5 percent Dry Density = 90 pcf —200 = 15 percent Sample of: Very Silty Sand From: Lot 10, Pit 2 at 3 Feet oNN, `� Compression upon wetting 0.1 1.0 0 100 APPLIED PRESSURE — ksf 103 198 HEPWORTH—PAWLAK GEOTECHNICAL, INC. SWELL CONSOLIDATION TEST RESULTS Figure 3 TECHNICAL, INC. JOB NO. 103 198 TEST RESULTS SUMMARY W S ,- 6 1- Y gG 0 I very silty sand II L co co y UNCONFINED COMPRESSIVE STRENGTH (PSFI ATTERBERG LIMITS Sx z X a O r r gX PERCENT PASSING N0.200 SIEVE 47 in Z O 6 1 4 K N 1x O NATURAL DRY DENSITY (Pen N 0 a) NATURAL MOISTURE CONTENT 7.3 l in Lei IISAMPLE LOCATION DEPTH Rea/ N M r a N CC Si ,w mWms 1Y m m m O — c U c c E mW.W C • rmE m o E m � ° O oweU c ; mai bog� m C ;Lam n m • c m,74 zzo >a_ , w`m.` O V 0 o " m�e WUma O O R % O • O o =o Q. U 0 ca .. O wt 0 av,O£ • fn N C. u 0 :a o cN Q.o 73 Ca CC 2 0) 0 r.42 0 Q- J MCU April 20, 2006 Mr. Andy Schwaller Garfield County Planning 108 8th Street, Suite 201 Glenwood Springs, CO 81601 MOUNTAIN CROSS ENGINEERING, INC. CIVIL AND ENVIRONMENTAL CONSULTING AND DESIGN RE: Review of Lot 10 ISDS, Rapids on the Colorado Subdivision Dear Andy: The purpose of this memo is to confirm that on Thursday, April 20, 2006, Mountain Cross Engineering, Inc. inspected the ISDS for Lot 10. In the professional opinion of Chris Hale, as a professional engineer licensed in the State of Colorado, #35964, and a representative of Mountain Cross Engineering, Inc, it appeared to be installed per the plans prepared by Mountain Cross Engineering, Inc. Feel free to call if any of the above needs clarification or if you have any questions or comments. Sincerely, Mountai . ross Engipebring, Inc. Hale, PE C: Mr. Gene Hilton 826 1/2 Grand Avenue • Glenwood Springs, CO 81601 P11: 970.945.5544 • FAX: 970.945.5558 • www.mountaincross-eng.com