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HomeMy WebLinkAbout220 Harmony Ln - 239128102006 - 1361-94ISINDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631 Telephone: 328-8755 YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1 3 6 1 Please call for final inspection before covering any portion of installed system. OWNER: Raul Gawrvs PHONE: 927-4411 MAILINGADDRESS: P.O. BOX 825 Clay: Basalt slate: C0 zip: 81621 APPLICANT: Sable PHONE: SYSTEM LOCATION:_ 0220 Harmony Ln TAX PARCEL NUMBER: 2391-281-02-006 LICENSED INSTALLER: 111 DxgXXjxv Ed Draeger LICENSE NO: XRXRX 29-94 DESIGN ENGINEER OF SYSTEM: INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 11 2 5 (15 (1 GALLON SEPTIC TANK ABSORPTION AREA REQUIREMENTS: SQUARE FEET OF SEEPAGE BED A 8 6 SQUARE FEET OF TRENCH BOTTOM. SPECIAL REQUIREMENTS: use at least 340 lineal feet of $B2 or 27 infiltrator. Be sure to install - e to do a final inspection Tnstall leach fi ld at level of cobble clay ..type soil aft. not i ENVIRONMENTAL HEALTH APPROVAL: DATE CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL 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: 986 SQUARE FEET. INSTALLED SEPTIC TANK: 1250 GALLON 280 DEGREES 43 FEET FROM West facing side of house SEPTIC TANK ACCESS TO WITHIN 8" OF FINAL GRADE AND PROPER MATERIAL AND ASSEMBLY �_ 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: 27 infiltrator units installed ENVIRONMENTAL HEALTH DATE: ENVIRONMENTAL HEALTH APPROVAL: (RE -INSPECTION IF NECESSARY) RtTAIN WITH RECEIPT RECORDS APPLICANT / AGENT: OWNER: PERMIT FEE PERCOLATION TEST FEE RECEIPT # CHECK # 4 IAcomplete Applications Will NOT Be Accepted _,/(Site Plan MUST be attached) A ISDS Permit # Building Permit # APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE — EAGLE COUNTY P. O. BOX 179 EAGLE, CO 81631 328-8755/927-3823 (Basalt) ************************************************************************** * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 * * * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" ************************************************************************** PROPERTY OWNER: 1)hC 1 ( T V �J MAILING ADDRESS: t&X �Z� a) �j (�J(JI PHONE: I I — APPLICANT/CONTACT PERSON: JIT-- PHONE: LICENSED SYSTEMS CONTRACTOR: Wffn PHONE: COMPANY/DBA: ADDRESS: PERMIT APPLICATION IS FOR: ( NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SrrErrWA��GE DISPOSAL SYSTEM: �� `� �, lffMA,ffi 1��, Legal Description: �t,l Tax Parcel Number: Lot Size: iq- Physical Address: BUILDING TYPE: (Check applicable category) Residential/Single Family Number of Bedrooms_ ( ) Residential/Multi-Family* Number of Bedrooms ( ) Commercial/Industrial* Type TYPE OF WATER SUPPLY: (Check applicable category) ( Well ( ) Spring ( ) Surface ( ) Public Name of Supplier: *These system re ui design by a Registered Professional Engineer SIGNATURE Date: ************* * ****** ************************************* ** ********** AMOUNT PAID: r50RECEIPT DATE: �% q G CHECK #: CASHIER: COMMUNITY DEVLOPMENT DEPARTMENT (303) 328-8730 EAGLE COUNTY, COLORADO July 5, 1994 500 BROADWAY P.O. BOX 179 EAGLE, COLORADO 81631 FAX: (303) 328-7185 Raul Gawrys P.O. Box 825 Basalt, CO 81621 RE: Final of ISDS Permit No. 1361-94 Parcel #2111-064-07-007 Property located.at: 0200 Harmony Ln Dear Mr. Gawyrs 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 dwelling 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, i Sh�an onrto Environmental Health Specialist ENCL: Information Brochure Final ISDS Permit cc: files COMMUNITY DEVLOPMENT DEPARTMENT (303) 328-8730 DATE: TO: FROM: RE: 500 BROADWAY P.O. BOX 179 EAGLE, COLORADO 81631 FAX: (303) 328-7185 EAGLE COUNTY, COLORADO June 14,.1994 Ed Draeger Environmental Health Division Issuance of Individual Sewage Disposal System Permit.No. 1361, Tax Parcel # 2391-281-02-006 Property Located at: 0220 Harmony Lane Enclosed is your ISDS Permit No. 1361 is valid for 120 days. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications invalidates the permit unless otherwise approved. Please call our office well in advance for the final inspection. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County does not perform final inspections on engineer designed systems. Permit specifications are minimum requirements only, and should be brought to the property owner's attention. This permit does not indicate conformance with other Eagle County requirements. If you have any questions, please feel free to contact Shannon Garton or Laura Fawcett at 328-8755. cc: .files July 1, 1994 Eagle County Environmental Health Department P: O. Box 179 Eagle, CO 81631 Attn: Ray Merry RE: 0220 Harmony Road, Gawrys Residence, ISDS HCE File # 94004.12 Dear Ray: On June 29, 1993, HCE personnel observed the visible construction of the individual sewage disposal system located at 0220 Harmony Road, in Eagle County, Colorado. The top of the septic tank which was of precast concrete, was visible. The absorption trenches were constructed and covered with soil, but the infiltrator units at the ends of the trenches were visible. As you know, the initial design was an Infiltrator bed, then the design was changed to trenches per your suggestion. The trenches were located easterly of the slow perc hole as requested. Also, the contractor stated that the depth of the trenches was based on the depth to reach the white soil, per the recommendation of the soils report. In summary, we believe that the construction conforms with the intent of the design, and recommend its acceptance. If you have any further questions please contact us. Sincerely, HIGH COUNTRY ENGINEERING, INC. t Ti othyP. Beck, P.E. Pri cipal Engineer TPB: mkc cc: Raul Gawrys 923 Cooper Avenue • Glenwood Springs, CO 81601 Telephone:303-945-8676 • FAX:303-945-2555 HEPWORTH-PAWLAK GEOTECHNICAL, INC. r �(� .i 5020 Road 154 Glenwood Springs, CO 81601 March 28, 1994 �Fax 303 945-8454 Phone 303 945-7988 Raul Gawrys �^ P.O. Box 825 /?�1 Basalt, Colorado 81621 Job No. 194 137 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Lot 5, Harmony View, 0220 Harmony Road. Dear Raul: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study for design of foundations and percolation testing at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated February 28, 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 a two story wood frame structure with a slab -on -grade floor located on the site as shown on Fig. 1. Radiant heat is proposed in the ground floor. Cut depths are expected to range between about 2 to 4 feet. The residence area will be graded flat by shallow cutting and filling. 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 consists of a fallow hay field with a strong slope down to the west. There was minor snow cover at the time of our field work. A gravel drive borders the east side of the lot. There is no residential building close to the site. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating three exploratory pits at the approximate locations shown on Fig. 1. The logs of the pits are presented on Figs. 2 and 3. The subsoils encountered, below about 8 to 10 inches of topsoil, consist of very stiff plastic clay overlying gravel, cobble and boulder basalt rock in a highly calcareous clay matrix below 2 1/2 to 3 1/2 feet. Results of swell -consolidation testing performed on a relatively undisturbed sample of Raul Gawrys March 28, 1994 Page 2 the upper clay, presented on Fig. 4, indicate low compressibility under existing moisture conditions and light loading and a minor expansion potential when wetted. The underlying calcareous clay and rock subsoils are not expected to significantly settle or heave when wetted under light loading. 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 beating pressure of 2,000 psf for support of the proposed residence. Settlement/heave is expected to range up to about l .inch and occur mainly from wetting of the bearing soils. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. 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 natural soils. Voids created by boulder removal should be backfilled with concrete or compacted road base. 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 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 (excluding oversized rock) as backfill. Floor Slabs: The natural on -site soils, exclusive of topsoil, are. suitable to support lightly loaded slab -on -grade construction. The upper clays have expansion potential and there is a risk of some slab movement if the subgrade were to 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 H-P GEOTECH Raul Gawrys March 28, 1994 Page 3 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 gravel layer 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 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 should consist of imported granular soils such as road base devoid of vegetation, topsoil and oversized rock. The on -site clay will be expansive when compacted and should not be used as subfloor fill. 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. The stiff clay soil and frozen ground during spring runoff can create a perched condition. We recommend below grade construction, such as retaining walls and crawl space 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 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: H-P GEOTECH Raul Gawrys March 28, 1994 Page 4 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 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. Percolation Testing: A profile pit (Pit 3) was excavated and three percolation tests were conducted to evaluate the feasibility of an infiltration septic disposal system at the site. The logs of the pits are presented in Fig. 3 and the percolation test results are presented in Table II. Based on our findings, the tested area is suitable for an infiltration septic disposal system. The percolation level should extend below the upper stiff clay soil and into the underlying calcareous rocky soil encountered at about 3 1/2 feet. Due to the clay content the leaching area should be oversized. 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 findings include interpolation and extrapolation of the H-P GEOTECH Raul Gawrys March 28, 1994 Page 5 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 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 soil engineer. If you have any questions or if we may be of further assistance, please call our office. Sincerely, HEPWORTH - PAWLAK ECHNICAL, INC. .L. P4 15222 Steven L. Pawlak, .0 1 3�Z�r/9� w 0 Reviewed B s�°0*/ONA���;e`e Daniel E. Hardin, P.E. SLP/ro Attachments cc: L.J. Lindaur H-P GEOTECH Access ai Utility Easement Approximate Scale 1 " = 100' `Je /I GtaJe � I I � / / ■ Pit 1 I I I Residence Garage ■ Pit 2 P-1 P-2 n ■ Pit 3 I P-3 A Building Envelope t5 Legend: ■ Exploratory Pit 8 Percolation Pit 194 137 I HEPWORTH-PAWLAK GEOTECHNICAL, Inc. Location of Exploratory Pits Fig. 1 HEPWORTH-PAWLAK GEOTECHNICAL, INC. LOG OF EXPLORATORY PITS Job No: 194 137 Datum: Ground Surface Pit 1 Prepared By: SLP, H-P Geotech, Inc. Date: 03/10/94 . Reviewed By: DEH, H-P Geotech, Inc. Date: 03/22/94 Type/Size of Hole: Backhoe Pit (426 Cat) Pit No: 1 Elevation: 100' Location: Residence, east upper Pit No: 2 Elevation: 92' Location: Residence, west lower Depth,Ft. Visual Description of Depth,Ft. Visual I Description of Class. Material Class. Material 0 - 0.7 OL Topsoil; organic clay, partly 0 - 0.8 OL Topsoil; organic clay, partly frozen. frozen. 0.7 - 2.5 CL Clay; sandy, blocky, very stiff, '0Y8 - 6.5 GC-CL Gravel and Cobbles with some slighlty moist, brown, slightly boulders; sandy clay matrix, calcareous. highly calcareous, medium dense, slightly moist, light brown. 2.5 - 5 GC Gravel, Cobbles and Boulders; s4p�y clay matrix, h calcareous medium dense, light —brown. Bottom of Pit at 5' on large boulders Bottom of Pit at 6 1/2' No Free Water No Free Water 2 CL Samples: Hand driven Liner 2 CL Samples: Hand driven Liner 3 1/2 CL Disturbed bulk matrix Fig. 2 HEPWORTH-PAWLAK GEOTECHNICAL, INC. LOG OF EXPLORATORY PITS Job No: 194 137 Datum: Ground Surface Pit 1 Prepared By: SLP, H-P Geotech, Inc. Date: 03/10/94 Reviewed By: DEH, H-P Geotech, Inc. Date: 03/22/94 Type/Size of Hole: Backhoe Pit (426 Cat) Pit No: 3 Elevation: 86' Location: Leach field area. Pit No: Percolation P-1, P-2, & P-3 Location: Leach field area. Depth,Ft. Visual Description of Depth,Ft. Visual Description of Class. Material Class. Material 0 - 0.8 OL Topsoil; organic clay, partly 0 - 0.8 OL Topsoil; organic clay, partly frozen. frozen. 0.8 - 3.5 CL Clay; sandy, blocky, very stiff, 0.8 - 3.5 CL Clay; sandy, blocky, very stiff, slighlty moist, brown, slightly slightly moist, brown, slighlty calcareous. calcareous. 3.5 - 8 GC-CL Gravel and Cobbles with some boulders; sandy clay matrix, highly calcareous, medium dense, slightly moist, light brown. Bottom of Pits at 44" to 46" (see Bottom of Pit at 8' Table II for test results) No Free Water 3 CL Samples: Disturbed bulk Fig. 3 IA LL 0 cc a x c a s O Y N o O U y cc O cn m f0 f0 O U U ca v U C C N m co U to VJ W O W > _ 2 y LU cc us °' cc s v0 2 O W � U U F X 0) go aQ Z V � a J C m W a t:_ � d M J J ? W N 7 W O y a d Z a 2 y 0 °a cc 0 J J ` '^ _ cc > CL D OW Q O W r6 r Z 1Y W O M N y F Z ... � ^ r 2 V r 0 o Y M N CV) Cal O J W d aof �— N M a HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 11 PERCOLATION TEST RESULTS JOB NO. 194137 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) P-1 44 15 water added water added water added 10 9 1 �30 10 1 /4 9 1 /2 314 10 1 /4 9 3/4 1/2 9 3/4 9 1/2 1/2 10 1 /4 9 3/4 1/2 9 3/4 9 1/4 1/2 P-2 46 15 water added water added water added 10 9 1 /4 3/4 mil_—o 30 10 9 1 /4 3/4 10 1 /4 9 3/4 112 9 3/4 9 1/4 1/2 10 1/4 9 3/4 1/2 9 3/4 9 1/4 1/2 P-3 44 30 10 9 7/8 1/8, 240 9 7/8 9 3/4 1/8 Note: Holes P-1 and P-2' were based in calcareous clay with rock. Hole P-3 was based in stiff clay. 1361-94 - Parcel #2391-281-02-006 JOB NAME 0220 Harmony Ln GAWRY Lot 5 Harmony View, e-(..j.j�: JOB NO. JOH LOCATION .. BILL TO DATE STARTED DATE COMPLETED DATE BILLED 1► R l� JOB CC ^T SUMMARY TOTAL SELLF, ,RICE TOTAL MATERIAL TOTAL LABOR INSURANCE SALES TAX MISC. COSTS TOTAL JOB COST GROSS PROFIT LESS OVERHEAD COSTS % OF SELLING PRICE NET PROFIT JOB FOLDER Product 278 Q© NEW ENGLAND BUSINESS SERVICE, INC., GROTON, MA 01471 JOB FOLDER .r Printed in U.S.A "v 0 0 cD M O C'4 O O z VENT CAP 17\t\1 —/l, BACKFILL 0 0 O D 0 O ° D d dD 0 .n 0 p 0 4" PERFORATED PVC 04 O p Q p O p INSPECTION PIPE zo �7 �I p0 ip O O Dp'T n d 4" PERFORATED PVC GRAVEL OPEN BOTTOM DISTRIBUTION PIPE I k STANDARD DESIGN TRENCH CROSS SECTION FIELD OPTION 1 N. T.S. f 419.29' 658.45' TRATOR UNIT NATURAL GROU INFILTRATOR TRENCH TRENCH CROSS SECTION (TYP.) FIELD OPTION 21 N.T.S. SITE PLAN NOTE: SITE PLAN PROVIDED BY CLIENT "EMOVABLE CAP XID PIPE OSS PLACED ON STRIBUTION PIPE RFORATED PIPE INSPECTION WELL DETAIL N. T.S. I i - k I i E j t 4- t f I i I 1 - I i I _ F I_. ` SECTION 28, WS. R87W, 6th P.M. � f I VICINITY MAP SCALE: 1' = 2000' r� � t C � F i GENERAL NOTES 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE EAGLE COUNTY REGULATIONS OF INDIVIDUAL SEWAGE DISPOSAL SYSTEMS. EVEN THOUGH ALL SUCH REQUIREMENTS ARE NOT SPECIFICALLY NOTED ON THE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUCH SPECIFIC DETAILS AS ARE REFERRED TO IN THE ABOVE -MENTIONED I REGULATIONS. j _ I 2. FLOW: 4 BEDROOMS •2 PERSONS/BEDROOM .75 GALLONS/PERSON/DAY IS 600 GPD, = AVERAGE DAILY FLOW. DESIGN/WAXIMUM FLOW - 1.5• AVERAGE - 900 GPD i SEPTIC TANK: MINIMUM TANK SIZE ACCORDING TO L CDOH REGULATIONS IS 1.250 GALLONS. .FIELD SIZE: PER CDOH EQUATIONS: I A 0A 0 = MAXIMUM FLOW 5 t = PERCOLATION RATE = 30 A 900430 286 SQ.FT (FOR STANDARD TRENCHES) i f S r PER COON MINIMUM REQUIREMENTS FOR USE OF 'INFILTRATOR' SYSTEMS IN TRENCHES ` AREA REDUCTION = (0.5) • A ! AREA REQUIRED = 0.5 • 986 493 SQ FT. f 0 18.75 SO. FT. PER UNIT 27 UNITS F. 3. TOPSOIL`. SOIL EXCAVATED FROM SITE ACCEPTABLE IF NO CLAY IS t PRESENT. 4 I 4. VEHICULAR TRAFFIC IS PROHIBITED ON THE FIELD., I i 5, CLEANOUTS ARE REQUIRED AT ALL BENDS AND AT LEAST EVERY 100 I I FEET ALONG THE HOUSE SEWER UP TO SEPTIC TANK.'; f 6. INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS TO = WITHIN 1/2-FOOT OF FINAL GRADE. 7. LOCATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED. C f S. PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM AREA USING DRAINAGE SWALES AS NECESSARY. 9. PERCOLATION RATE BASED ON TEST PERFORMED BY HP GEOTECH, JOB. No. 194-137 j I ON MARCH 28. 1993. ABSORATION FIELD SHALL BE LOCATED TO AVOID THE SLOW PERCOLATION CLAY AREA NOTED IN THE SOILS REPORT_ C 10. SITE PLAN BASED ON "SITE PLAN FOR LOT 5. HARMONY VIEW SUBDIVISION FILING NO. 2, PREPARED BY RAUL GAWRYS ARCHITECTURE AND PLANNING f _