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Home My WebLink About177 Stephens Dr - 211305206005Environmental Health Department P.O. Box 179 500 Broadway Eagle, CO 81631-0179 Phone: (970)328-8755 Fax: (970)328-8788 EAGLE COUNTY 177 STEPHENS DRIVE , CO Manuel Nieto owner Address CO Contractor(s) License Number Phone Primary Contractor JC Construction & Excavation (970)328-0394 Yes LKP ENGINEERING (970)926-9088 No Parcel No. 211305206005 Phone: (323)363-3489 Cell: Inspections: For Inspections call (970) 328-8755 Inspection IVR Permitted Construction / Details: System consists of a 1500 gallon tank & 1500 feet of absorption credit via 75 Q4 Infiltrators as specified on the engineer design stamped & dated 3-28-08. Special condition: Require the engineer to verify percolation rate prior to installation CONDITIONS: Office Copy 1. THIS PERMIT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT 2. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN CR.S. 25-10-101, et seq., AS AMENDED 3. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMITAND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT 4. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED Terri Vroman June 17, 2008 Issued y: Environmental eat Department, Eagle County, CO Date Department of Environmental Health Eagle (970) 328-8755 Fax: (970) 328-8788 El Jebel (970) 704-2700 TOLL FREE: 800-225-6136 EAGLE COUNTY P.O. Box 179 500 Broadway Eagle, CO 81631 www.eaglecounty.us w W W, APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ISDS Permit # 5k I G -�� -; 7- Building Permit # INCOMPLETE APPLICATIONS WILL NOT BE ACCEPTED (SITE PLAN MUST BE INCLUDED) FEE SCHEDULE APPLICATION FEE $373.00 This fee includes the ISDS Permit, Site Evaluation (Percolation Test, or Soil Profile Observation) and Final Inspection. Additional fees may be charged if a re -inspection is necessary, or a pre -construct site visit or consultation is needed. The re -inspection fee is $55.00. Make all remittance payable to: Eagle County Treasurer. Property Owner: Qanu) Phone:(3 3 �� Mailing Address: �. (86-os 4van Cc g 1 G S Chr i 5 Applicant/Contact Person: Chris of �, o®se se, Phone: q _a Licensed Systems Contractor: License # Company/DBA: Phone: Mailing Address: Permit Application is for: XNew Installation r Alteration r Repair Location of Proposed Individual Sewage Disposal System: , LD4 •4WQ P->oe y's Legal Description: Tax Parcel Number:�1; (� , Lot Size: Assessor's Link: www.eacjlecounty.us/pat[eZ Physical Address: +_+ S+eph 05' Drive, le 6gorl� Building Type: ( Residential/Single Family Number of Bedrooms: v r- Residential/Multi Family Number of Bedrooms: r Commercial/Industrial* Type of Use: *These systems require design by a Registered Professional Engineer Type of Water Supply: (- Private Well If Public Name of Supplier : Applicant Signature : Office Use Only r Spring r Surface Amount Paid: 3`�� Receipt#: � Check#: z� Public Date: ji ��, DEPARTMENT OF ENVIRONMENTAL HEALTH (970) 328-8755 FAX: (970) 328-8788 TOLL FREE: 800-225-6I36 www.eagle-county.com EAGLE COUNTY June 17, 2008 JC Construction & Excavation PO Box 4558 Avon, CO 81620 RAYMOND P. MERRY, REHS Director RE: Issuance of Individual Sewage Disposal System (ISDS) Permit #2663-07, Tax Parcel #211305206005 Property Location: 177 Stephens Drive Dear Hector, Please find enclosed ISDS permit, 2663-07 to conduct the construction exactly as indicated on the engineer design signed, stamped, & dated 3-28-08 as well as pay close attention to any special conditions of the permit . It remains valid for 120 days or for the duration of a current building permit. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications must be pre -approved by this department. If you are receiving this permit and have not been contracted to perform the installation, please contact us immediately. Also enclosed is a final inspection completeness check list to assist you in making sure all of the detailed points of an inspection have been properly addressed before calling for your final inspection. It is important to pay close attention to the special conditions which may have been included to address site specific issues. All components of the system must be exposed for our inspection. Projects that require multiple inspections will be assessed a re -inspection fee of $55.00 payable before or at the time of inspection. It is extremely important to remember to rake all infiltrative surfaces and avoid installing systems in wet or frozen ground. In addition to avoiding installations during unfavorable site conditions, please be advised of our annual time frame for ISDS installations, unless otherwise specifically approved by this department. Permits issued on or before November 15 must be installed prior to December 1. Spring field activities typically resume around mid March. Avoiding the winter months promotes better site evaluations, designs and installations resulting in the best private wastewater system for our customers. If unfavorable conditions prevail between the installation and the final inspection (such as snow) special precautions must be taken to protect the drain field area from the elements. Please keep this office informed regarding the progress of your installation so we can provide responsive customer service when scheduling your final inspection. The Temporary Occupancy Permit (TCO) associated with the building permit cannot be issued without the septic system being finally inspected. Systems designed by a registered professional engineer must be inspected and certified by the design engineer as well as Eagle County Environmental Health. If you have any questions, please feel free to contact us at (970) 328-8755. Sincerely, Terri Vroman, Administrative Technician IV cc: electronic permit folder electronic chronological file hard copy permit file LKP Engineering Enclosures: ISDS Permit # 2663-07 Final Inspection Completeness Checklist Engineer design 0 w �nvtikJ F J G_ OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179 c HEPWORTH-PAWLAK GEOTECHNICAL July 17, 2007 Hepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenv.00d Sprin Colorado 81601 Phone:970-!45-7988 Fax: 9 70-945-8454 email: hpaeoGhpgeotech.com Jose DeJesus Rojas P. O. Box 8605 Avon, Colorado 81620 Job No. 107 0406 Subject: Subsoil Study for Foundation Design, Proposed Nieto Residence, Lot 2, Two Rivers Estates, 177 Stephens Drive, Eagle County, Colorado Dear Mr. Rojas: 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 May 23, 2007. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. We previously performed a preliminary subsoil study for the subdivision development, submitting our findings in a report dated February 20, 1998, Job No. 197 264. Proposed Construction: The residence will be a 1 and 2 story wood frame structure over a walkout basement level located in the building envelop of the lot shown or, Figure 1. Ground floors will 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. 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 lot is vacant and located on generally southerly sloping hilly terrain above Stephens Drive. The ground surface is moderately steep with grades estimated at about 20 to 30% in the assumed building area. There is a shallow dry Parker 303-841-7119 0 Colorado Springs 719-633-5562 0 Silverthorne 970-468-1989 -2- drainage through the western part of the lot and a deep gully along the east side of the lot. Vegetation consists of sage brush and juniper trees with grass and weeds. Subsidence Potential: Two Rivers Estates is underlain by Pennsylvania Age Eagle Valley Evaporite bedrock. The evaporite contains gypsum deposits. Dissolution of the gypsum under certain conditions can cause sinkholes to develop and can produce areas of localized subsidence. During previous work in the area, sinkholes were observed in other nearby areas of the Eagle River valley. Sinkholes were not observed in the immediate area of the subject lot. Our exploratory pits were relatively shallow and for foundation design only. Based on our present knowledge of the site, it cannot be said for certain that sinkholes will not develop. In our opinion, the risk of ground subsidence at Lot 2 is low and similar to other lots in the area but the owner should be aware of the potential for sinkhole development. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two 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 '/2 foot of topsoil, consisted of stiff, very silty and occasionally clayey sand with shale fragments that extended to the pit depths of 6 and 8 feet. Results of swell -consolidation testing performed on relatively undisturbed samples ofvery silty sand soils presented on Figures 3 and 4, indicate low compressibility under existing moisture conditions and light loading and a moderate to high collapse potential (settlement under a constant 1,000 psf surcharge) when wetted. The samples showed moderate to high compressibility when loaded after wetting. 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, spread footings placed on the undisturbed natural soil designed for an allowable bearing pressure of 1,000 psf can be used for support of the proposed residence with a risk of settlement. The soils tend to compress after wetting under load and there could be post -construction foundation settlement on the order of 1 to 2 inches or more depending on the depth and extent of the Job No. 107 0406 G(�S'tec!'h -3- wetting. Precautions, such as positive surface drainage away from foundation wails and adequate compaction of foundation wall backfill, should be taken to help prevent wetting of the bearing soils. Extending the bearing level down to formation rock such as with drilled piers or piles could be used to reduce the settlement risk. Footings should be a minimum width of 20 inches for continuous walls and 2 feet for columns. All topsoil and loose or disturbed soils encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed firm natural soils. The footing subgrade should then be moistened and compacted. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 42 inches below the exterior grade should be adequate for this area of Eagle County. Continuous foundation walls should be heavily reinforced top and bottom to span local anomalies and better withstand the effects of some differential settlement such as by assuming an unsupported length of at least 15 feet. Foundation walls acting as retaining structures should also 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, excluding topsoil and oversized rocks, as backf Il. Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. There could be some slab settlement if the subgrade becomes wetted as discussed above. 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. Job No. 107 0406 �9tech M All fill materials for support of boor 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 topsoil and oversized rocks. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in the area and where clayey soils are present that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can also 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 1'/2 feet deep. An impervious membrane such as 30 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: Positive surface drainage is an important aspect of the project to prevent wetting of the bearing soils. 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. Job No. 107 0406 -5- 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, such as sod, and sprinkler heads should be located at least 10 feet from the building. Consideration should be given to the use of xeriscape to limit potential wetting of soils below the foundation caused by irrigation. 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 I and to the depths shown on Figure 2, the proposed type of construction, and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. 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 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 Job No. 107 0406 Ce'!Stech M 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 - David A. Young, P.E. Reviewed by: Z! �Z' -, � -'; te - 1, 06, " � Steven L. Pa lak, P.E. DAY/vad ICAL, INC. attachments Figure 1, Location of Exploratory Pits Figure 2, Logs of Exploratory Pits Figures 3 and 4, Swell -Consolidation Test Results Job No. 107 0406 C-�ec�teCh PIT 1 PIT 2 0 r—a 0 5 WC=5.7 DD=89 WC=6.1 5 QQ DD=95 -- 1 10 10 LEGEND: NTOPSOIL; organic sandy clayey silt, slightly moist, brown. SAND (SM-ML); very silty, occasionally clayey, scattered shale fragments, stiff, slightly moist, light brown. 2" Diameter hand driven liner sample. Disturbed bulk sample. _ J NOTES: 1. Exploratory pits were excavated on May 25, 2007 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 not measured and 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. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DD = Dry Density (pcf) I 1070406 � I Geed LOGS OF EXPLORATORY PITS Figure 2 HEPWORTH-PAWLAK GEoTECHmCAL a� a� LL t Q a) 0 I ' ' F_ Moisture Content = 5.7 percent Dry Density = 89 pcf Sample of: Very Silty Clayey Sand From: Pit 1 at 4 Feet 0 1 Compression upon 2 wetting 0-0 0 N U 3 a� Q E 0 U 4 J I 0.1 1.0 10 100 APPLIED PRESSURE - ksf 1070406 He )H [h SWELL -CONSOLIDATION TEST RESULTS Figure 3 worth—Powlok GeotEchnical A ' Moisture Content = 6.1 percent Dry Density = 95 pcf Sample of: Very Silty Sand From: Pit 2 at 4Y2 Feet 0 2 4 6 c Compres 3ion .0 upon 8 wetting a ;_ 0 U 10 12 14 16 18 0.1 1.0 10 100 APPLIED PRESSURE - ksf 1070406 GgRedh SWELL-CONSOLEUATION TEST RESULTS Figure 4 HEPWORTH-PAWLAK GEOTECHNicAL PROJECT 177 s hens i R-1 ve- PROJECT Project description P / v Le _ q Bozo w'c ad ,� 'ue &4,L . 5T date task/action follow-up start date completion date � oo aJ,e � 9 � ©� Ss hz ,�. /�� Y •L"�/j� l .. / �3 � eA t �Y{.+ / I _."k 1 ' � I / VL1 •4 v✓.'.-!/' S o� Ts O AL / SG�G> f� I` S O f� 04- ix� fa✓ e�� 1 l 7 i %l/�` O F--� �i(.� (%2� � )� ��'1=G��{/1/l-f.Q/�i . `•i"� ��' .�' CF �.F;/iv� .. X O��' O.lrri �.' � - ` �E-UA�� / eil M o %E. PROJECT CONTACTS name phone/fax e-mail t4 A-v_on S�rmao - ft eAn� Je_ 970-V01- 33IV documents enclosed notes • CM co 6Cn CL co NI cc CD L cC ON M CD zw CD iCz Q am �(�CD