Loading...
HomeMy WebLinkAbout208 Grange Ln - 239115101008 - 1490-95ISINDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631 fD Telephone:328-8755 W J YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1490 Please call for final inspection before covering any portion of installed system. OWNER: Cathleen Krahe PHONE: (970) 544-0531 MAILINGADDRESS: 1095 Cemetery Lane CIry: Aspen s1ade: Co ZIp81611 APPLICANT, Scott BO ue, BO ue' s Construction Inc. PHONE: (970) 963-1202 Homestead Acres lOc 5 Lot#8 SYSTEM LOCATION: TAX PARCEL NUMBER: _2 � 1-1 -O 1 -OO8 a er s Companyi Ed waiters LICENSED INSTALLER: R�n�i�c ('.+++ctr�irtinr+ si ��Tco60}RnQtIP LICENSE NO. 74S=:9:5= 05-95 DESIGN ENGINEER OF SYSTEM: INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1000 GALLON SEPTIC TANK * Install On the more permeable strata and regrade to 7allow aXimum of three (3) feet depth to trench bottoms. — 00 Y10 ew -, ;4CL ABSORPTION AREA REQUIREMENTS: d ejore-ss "C" 0-" l iy f Ct �a�J�. SQUARE FEET OF SEEPAGE BED 563 SQUARE FEET OF TRENCH BOTTOM. Lk-t- I S OV4 SPECIAL REQUIREMENTS: Install as requested by General Contractor, 16 infiltrator units in serial distribution Rake trench ; w 11 , and install inspection nortalls at the end of each trench Call the ENVIRONMENTAL HEALTH APPROVAL: DATE: August 22, 1995 CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF �UNTYAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25- 10- 104. 1973, AS AMENDED. 2. 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 PERMIT AND CAUSE FOR BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. FINAL APPROVAL OF SYSTEM: (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION OR DISPERSAL AREA: 576 SQUARE FEET. via 16 infiltrator units. INSTALLED SEPTIC TANK: 1000 GALLON 2 7' N DEGREES 19 FEET FROM house SEPTIC TANK ACCESS TO WITHIN 8" OF FINAL GRADE AND PROPER MATERIAL AND ASSEMBLY X YES NO COMPLIANCE WITH COUNTY / STATE REQUIREMENTS: X YES NO ANY ITEM CHECKED NO REQUIRES CORRECTION BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS CORRECTED. COMMENTS: Final pictures received from contractor 11-02-95. ENVIRONMENTAL HEALTH APPROVAL: DATE: ENVIRONMENTAL HEALTH APPROVAL: DATE: (RE -INSPECTION IF NECESSARY) RETAIN WITH RECEIPT RECORDS APPLICANT / AGENT: PERMIT FEE PERCOLATION TEST FEE OWNER: RECEIPT # CHECK# arrd UI- F-3L` i1J s Yl1•lea 71_UUJJUULIL fJ1tYC1U�/7lC JJLI IJUctciU0t:T1`tU , M l! 1'Y (Site Plan MUST be attached) APPLICATION FOR INDIVIDUAL FaxiE- ENVIRONMENTAL HEALTH. P. Cr. BOX 179 EAGLE, CO 81631 328--8755/927--3823 (El Jebel) �ERMIT APPT, FEE $15i1. Q PERCOLATION TEST FEE $200.00 � * MAF.E ALL REMITTANCE PAYABLE TO; "EAGLE COUNTY TR]EASURERD1 PROPERTY OWNER: Cathleen Krahe PHONE, 970 544-0531 MAILING ADDRESS: 1095 B Cemetery Lane seen, Co 81611 APPLICANT/ CONTACT PERSON- Bogue Construction Inc. (Scott Bogue) 970 9 MAILING ADDRESS: P.O. Box 61 asa , PHONE: ti 63-1202 ZCENSM ISDS }C0NM-!AZ:T61<= __q rr- Ct7MP7 NY J DBA : Bocrue Construction Inc ADDRESS LLe- PRoNE: 1970 } 963-1202 P.O. Box 618 Basalt, CO 81621 PERMIT APPLICATI021 TS FOR: (X) New Ins"a.11ation ( ) Alteration Repair 3t:b.eYe:k�k:�rYeat)t:4:k:451r�e3c�tvtsie:k�t�:ts7e�*y�sta��t�t�3sae�ir�t�ririe-F'ir'k*�kYr:��yc,}ia�:k��le�7k:lr'k:4$�y'�r:i:+tr��-�ge�k��ak:{;z LOCATION OF PR0POSED !NDIVIDUAL SEWAGE DISPOSAL SYSTEM: Building Permit ��� �� _(it known) R-025208 Legal Descriptian: Subdivision: Homestead Acres F; ling: -Block; 065LoL So. 8 Tax Pa.rca 3 Number: 2 3 9 1- 1 5 1- 0 1- 0 0 8 Lot Size. Street Address: 0208 Grange Lane ��ir�:Ir:�st�iaY4*�����77:k�Fata4�s�fe#�a�r��r�r��c�c�Ytie��iek�c*akaF+�yt�defeyF#�s��:��t�r�lr��i�e�c��si:��k�;aryp�ye.��-kar BHIL•DING T71"PE: (Check app .JLcahle catagory) (X) ROSidential/Single Family NUMber Of Bedrooms i Residential Number of BedZOOMS ( ) Commercia1jIndustr;a1* 'fie TYPE OF WATER SUPPLY: tCheck .applicable eategor`i') ( Xi well ( ).Spring ( ) Surface ( ) Public Name of Suppliar: *These .systems re ire de a Registered Professional. Engineer, SIGNATURE: Date: A - � TO BE COMPLETED BY THE BOUNTY 13iMQi7NT PAID: _. ��i ©� RECEIPT �: � C'U a `-� i7ATE: -46 0202 �f3� CHECK �: S Y CASHIER_ O Community Development Department (970)328-8730 Fax: (970) 328-7185 TDD: (970) 328-8797 EAGLE COUNTY, COLORADO November 2, 1995 Cathleen Krahe 1095 Cemetary Lane Aspen, CO 81611 Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 RE: Final of ISDS Permit No. 1490-95 Parcel #2391-151-01-008. Property located at: Homestead Acres, Block 065, Lot#8. Dear Ms. Krahe, This letter is to inform you that the above referenced ISDS Permit has been inspected and finalized. Enclosed is a copy to retain for your records. This permit does not indicate compliance with any other Eagle County requirements. Also enclosed is a brochure regarding the care of your septic system. Be aware that later changes to your building may require appropriate alterations of your septic system. If you have any questions.regarding this permit, please contact the Eagle County Environmental Health Division at 328-8755. Sincerely, Janet Kohl Environmental Health Department ENCL: Information Brochure Final ISDS Permit cc: files 1 - 1 1-11 FYI\VI U. I L41 1 Om -'J AA, 4,t I-HL7C UL HEPWORTH-PAWLAx GUOTECMUCAL, INC. July 15, 1994 Cathleen Krahe 5= Rwd 154 Glenwood 5peimp, CO 81601 Fax 303 945-I M Phone 303 943-79W 1095B Cemetery Lane Aspen, CO 81611 Job No. 194 319 Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 8, Homestead Acres, Grange Lane, Eagle County, Colorado. Bear Ms. Krahe: As requested, Hepworth-Pawiak Gootechnical, Inc. performed a subsoil study for of foundation and septic leach field designs at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated June 22, 1994. 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 one or two stories of wood frame construction and about 1500 square feet in plan size. Ground floor will be above crawl space and slab -on -grade. Cut depths are expected to range between about 2 to 4 feet. Foundation loadings for this type of construction are assumed to be relatively light, When building conditions and location have been determined, we should be notified to reevaluate the recommendations presented in this report. Site Conditions: The site consists of undeveloped rolling terrain covered with grass, weeds, sage brush anti scrub oak patches. The overall slope is slight to moderate.down to the east. Elevation difference across the general building areas is on the order of a few feet. Subsurface Conditions: The subsurface conditions.at the site were evaluated by excavating 2 exploratory pits in the building area and one profile pit in the septic disposal area at the approximate locations shown on Fig. 1. The building and septic areas were identified at the site by the architect, Ed Troyer. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about 1/2 foot of topsoil, consist of very stiff and blocky clay overlying calcareous silt and gravel encountered at 6.5 and 4.5 Feet in Pit 2 and the Profile Pit, respectively. Results of swell -consolidation testing performed on relatively undisturbed samples taken fmm the pits are presented on Pigs. 3 and 4. The blocky clay samples showed. a low to high exparnsion potential when wetted under relatively light loading. The calcareous silt matrixof the underlying soils showed a collapse potential when wetted and high compressibility under additional loading. No free water was observed in the pits at the time of excavation and the soils were slightly moist. U0I 10! 1 J7J 10. 1:J I KUYLK ANUHI I EC I PAGE 02 Cathleen Krahe July 15, 1994 Page 2 Foundation Recommendations; The high expansiou potential of the blocky clay encountered in Pit 1 could result in Iong terra building movements. The blocky clay soils encountered down to between 6 1/2 and 7 1/2 feet deep should be completely removed from the building area. This may require a basement level or moving the building site to a shallower clay depth area. We recommend spread footings placed on the underlying natural calcareous soil designed for an allowable soil bearing pressure of 1500 psf for support of the proposed residence. We expect settlements could be in the range of 1 inch. 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 compacted or removed and the footing bearing level extended down to the undisturbed natural soils. Exterior footings should be provided with adequate cover above their bearing elevations for Bost protection. Placement of footings at least 42 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 upper clay soils could heave when wetted and are not suitable to support slab -on -grade construction. The clays should be removed to expose the calcareous soils and/or a structural floor above crawl space should be used, The expansion potential of the subgrade should be evaluated at the time of construction. To reduce the effects of minor 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 non -expansive and compacted to at least 95 % of maxiusum standard Proctor density at a moisture content near optimum. Required fill can consist of the on -site calcareous soils or imported granular soils excluding oversized rock. Underdrein 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 H-P GEQTECH 001101la7a 10.la JUJ, J403dbZ IRUY'ER - ARCHITECT PAGE 03 Cathleen Krahe July 15, 1994 Page 3 runoff can create a perched condition. We recommnd below grade construction, such as retaining walls and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. A shallow crawl space should not need a foundation drain provided positive surface drainage is maintained away from the building. 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 I foot below lowest adjacent finish grade and sloped at a mis ' num i % toa suitable gravity outlet. Free -draining granular material used in the underdra.in 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 1/2 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 u.nderslab 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 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 should be located at least 5 feet from the building and beyond backr9l limits, Pereolstion Testing: A profile pit was dug and 3 percolation tests were conducted in the designated septic disposal area for evaluation of an infiltration system. The subsoil log is shown on Fig 2 and the test results are presented in Table A. Based on our findings the tested area is suitable for an-infiltraticn dist�osaLy;stem that is based below the blocky clay and into the calcareous subsoils. H-P GEOTECH .. a.. - -.. .. V. 1J JVJJ4JJVVL lr-,UTCfM — HM rlllGl.l t-Atat U4 Cathleen Krahe July 15, 1994 Page 4 Limitations: This report has been prepared in accordance with generally accepted geotechtucal 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 constuction 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 recornnnendatiom 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 hearing strata and testing of structural fill by a representative of the soil engineer. If you have any questions or if we may be of Amber assistance, please call our office. Sincerely, HEPWORTH - PAWLAK FINICAL, INC. "�1�r6'•P:;;y� �STr •.�'f�, 1 Z2 Steven L. Pawlak, E /°° 1 Rev. by. DEH �rqj� aF CD4d�� SLP/rr Attachments cc: Ed Troyer, Architect H-P GEOTECH -d � Wr � »:, 10. LU OVID:�40000Z I KUYtK - AHCHITECT PAGE 05 Approximate Scale IN = 100' Lot 9 Pit 1 i Pit 2 �W ' Profile,., M' ' Pit a P-2 Lot r' I i mr-1ot � Boundaries 194319 HEPWORTH-PAWLAK ° Location of Exploratory Pits l--- - ---.] i GEOTECHNICAL, INC. I and Percolation Test Hales g' I -fiUT GfC - HMUMI I GlJ I Pit ! Pit 2 P,'of i I ePit fl fl wC = 15.4 Of 01 01 DD ; 111 Of 5 1DO WC = 13.9 �. - 11 a , 54-4 c of .1 WC = 23.6 . �0. • "OD=i3 LO 10 LEGEND: ® TOPSOIL; organic silty clay, dark brown. CLAY (CL); sandy, very stiff, blocky, slightly moi at, medium brown, Becoming calcareous at bottom of Pit 1. SILK" AND GRAVEL (MIL -GC); clayey, scattered cobbles, very stiff, slightly moist, moderately to highly calcareous, light brown to white. Disturbed bulk sample. 57 2" diameter hand driven liner sample. NOTES. 1. Exploratory pits were dug on June 23, 1994 with a backhoe. 2. Locations of exoicratory pits were measured approximateiy by pacing from features snown on the site plan provided. 3. Elevations of explaratary 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 d891`e6 implied by the method used. \5. No free water was encountered in the pits at the time of excavation, Fluctuations in water level �J may occur with time. 6. Laboratory Testing Results, WC Water Content (%) DD = Dry Density (pcf) Ll944 3rt8 ,NEPWORTM-PAWLAK LOGS OF EXPLORATORY PITS Fig, 2 EOTECMNICAL, INC. I t CJ 0110/ 17'70 lb: 10 juj. J4=bby IRUYER - ARCHITECT PAGE 07 G1 2 3 0 a Q k 2 3 4 Mimi 15.4 Dry unit www" Oct milli�mimmm �nma■���i�uoie Now &M .r r � { I � i j � .��ea+�ture �ontant ■ 13.9 vare�ne ry unit we+c,-c = 110c; Sarnoo ot, clay Pit t@4 Expa �sion Uponr Wetting k I J_ I FIM_ 1 11 u.1 i.v iv IOU APPLIED PRESSURE -Y- ks# 194 319 HW"RTH-P��A��WLA4 $WELL -CONSOLIDATION TEST RF.SUL'�' 3 G MCAL, Um - - -1 - 11 I KUYtK ANUMI I LL;I HAUE db HM Ll I I I Z r m U) i LLI LLI Y —0 Q m cr 0 Q2 4- 1 0 cc i 1 UUf 1Uf 1J7:D 10.1"J JUJJ4:J:JOUL IKUYtK - i4mu-Ill.tul �IAUL lu HEPWORTH-PAWLAK GEOTEOHNICAL, INC. TABLE li SHEET 1 OF 1 PERCOLATION TEST RESULTS JOB NO. 194 319 HOLE NO, HOLE DEPTH (INCHES)' LENGTH OF INTERVAL (MIN) wATER DEPTH AT START OF INTERVAL (INCHEST WATER 011"H AT END OF INTERVAL 1INCHES) DROP IN WATER LEVEL (RCHES) AVERAGE PERCOLATION RATE (MINJINCH) P-1 so is refill refill refill refill refill B 5 1/4 2 314 10 $ ® 2 8 8 114 1 314 7 314 a 1 314 8 sill 1 112 S 8 .112 1 1 /3 P-2 58 30 7 6114 314 120 a 114 s 114 8 8 314 114 P-3 54 15 refill refill refit refill refill 8 8 2 16 8 314 7 114 1 112 8 314 7 114 1 1 /2 9 114 7 314 112 9 114 7 314 1 112 1 8 214 7 314 1 1 Note; Holes were dug by hand in bottom of the beckhoe pits and Soaked on June 22 and the testing performed on June 24, 1994. A large rock was encountered at the bottom of P-2 which apparently restricted water flow rom e hole. IF ISDS Final Inspection Completeness Form Tank is� gal. Tank Material ✓ Tank is locatedft. and egrees from (permanent landmark) Tank is located ft. and degrees from ' / (permanent landmark) Tank set level. V Tank lids within 811 of finished grade. __�_/Size of field ?(� ft2 units lineal ft. / Technology c AyR A A cam, Cleanout is installed in between tank and house(+ 1/100ft). There is a "T".that goes down 14 inches in the inlet and outlet.of the tank. Inlet and outlet is sealed with tar tape, rubber gasket etc. Tank has two compartments with the larger compartment closest to the house. _Z asure distance and relative direction to field. Depth of field ft. ---6zSoil interface raked. - Inspection portals at the end of each trench. Proper distance to setbacks. Other Inspection meets requirements. Copy form to installer's file if recommendations for improvement were suggested. ACTION TAKEN: Setbacks Well Potable House Property Lake Dry Tank Drain Water Lines line Stream Gulch Field 100 25 20 10 50 25 10 10 Tank 50 10 5 10 50 10 * 10 0 ■■ ■ommos,omos" ■mmumo mmamom mosommummumum ■oimmommommo■ mommommossomm ■omommumommom Eno ■ME SEE ORRIMIN saw e�o 00111RMI ■WN ,9 0 8 I Edward R. Trover Architect 303 945. 5862 P O ©os 734 • 1102 1'Ja17 • Glenwood Springs, CC) 81602 Ki-ahe Residence Lot 8, Homestead Acres • Grange Lane Eakie Count}, Colorado JOB NAP 1490-95 Tax Parcel#2391-151-01-008 R-025208,Block#065 Lot#8 Krahe Homestead Acres 'one t nnnTtrwt i ' JOB NO. . DATE STARTED DATE COMPLE7ED AM DATE _ • 11'A f I� 011011 —/� I ir 4 i I 3M 05 TOTAL -SELLING PRICE INSl I /l ../I �/TOTAL MATERIAL BOR � • �o�i.�.� �1•ri ti ®tr •n iJ r • � L INSURANCE EN0,01 111 MISC. COSTS / ONE SIN■ / / i - / 2 TOTAL JOB COS GROSS PROFIT �■LESS OVERHEAD COSTS OF JOB FOLDER Product 278 �®/ NEW ENGLAND BUSINESS SERVICE, INC.; GROTON, MA 01471 JOB FOLDER Printed in U.SA d Mqwk-,�, Aw,w. A foVWlk40 p� W- 5�, --,24 ��,_ �qoo o- V- � e�, 4clo4 S aw.r• �r - - M�l -TT Ah. I � � 4 �n 1A Jr� N JUL 0 6 .OlMrOlUNi 'Y DIEVE PMEIZ i R W .-a Q m- U U] U n- �J O- u, O m rl >-I m O' Z N--- I N---