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HomeMy WebLinkAbout4930 Upper Cattle Creek Rd - 239115103002INDIVIDUAL 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. 572 Please call for final inspection before covering any portion of installed system. OWNER: Dean Filiss PHONE: (970) 876-2969 MAILINGADDRESS: 1531 County Rd 342 Clry:stale: CO zip: 81652 APPLICANT: S ame PHONE: SYSTEM LOCATION: 4930 Upper Cattle Creek Rd TAX PARCEL NUMBER: _ 2391-151-01-001 LICENSED INSTALLER: Welch Excavating, Tod Welch LICENSENo: 42-96 DESIGN ENGINEER OF SYSTEM: Timberline FnginPering, David Powell,RPE INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1500 GALLON SEPTIC TANK ABSORPTION AREA REQUIREMENTS: SQUARE FEET OF SEEPAGE BED 2 04 SQUARE FEET OF TRENCH BOTTOM. I. I SPECIAL REQUIREMENTS: }- {7rReC2lVed engineer's revision 10/15/96, install as per engineer's revision. 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: 4608 SQUAREFEET.Via 128 infiltrator units as per design INSTALLED SEPTIC TANK: 1500 GALLON DEGREES FEETFROM see site plan for location SEPTIC TANK ACCESS TO WITHIN W OF FINAL GRADE AND PROPER MATERIAL AND ASSEMBLY _g_ YES NO COMPLIANCE WITH COUNTY/STATE REQUIREMENTS: Y YES NO ANY ITEM CHECKED NO REQUIRES CORRECTION BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS CORRECTED. COMMENTS: __Engineer final r i fi _gti 0_n rPiyPd 1 2-4-96 ENVIRONMENTAL HEALTH APPROVAL: DATE: 12-12-96 ENVIRONMENTAL HEALTH APPROVAL: DATE: (RE -INSPECTION IF NECESSARY) RETAIN WITH RECEIPT RECORDS APPLICANT / AGENT: PERMIT FEEv_ PERCOLATION TEST FEE OWNER: RECEIPT #. CHECK# (Site Plan MUST be attached) ISDS Permit # APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. O. BOX 179 EAGLE, CO 81631 328-8755/927-3823 `(E1 Jebel) ************************************************************************** * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" PROPERTY OWNER: f U .S PHONE: _(% c) U(—L170 MAILING ADDRESS: ! i 3 ( Co0&,61 0,0 -S /O , Oao�-' �A 1 4.�` APPLICANT/CONTACT PERSON-, PHONE: ( } MAILING ADDRESS: LICENSED ISDS CONTRACTOR: COMPANY/DBA: PHONE: ( ) *************************************************************************** PERMIT APPLICATION IS FOR: ` New Installation ( ) Alteration ( ) Repair ************************************************************************** LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Building Permit # ( `t ( if known) 'Srn, e tc i c' Legal Description: Subji Sion: Filing: _Block: Lot No. f Tax Parcel Number:_/ _ _-� - -�� Lot Size: _ Street Address: T t u f eck CTt ckja is L-o. en'k&► om c co IA BUILDING TYPE: (Check applicable category) Residential/Single Family ( ) Residential/Multi-Family* ( ) Commercial/Industrial* Number Number Type _ of Bedrooms 4 of Bedrooms TYPE OF WATER SUPPLY: (Check applicable category) Well ( ) Spring ( } Surface ( ) Public Name of Supp er: *These systems r ire d i Registered Professional Engineer SIGNATURE: Date: *************** ******************************************************** TO BE COMPLETED BY THE COUNTY 2_ AMOUNT PAID: I -b RECEIPT #: jo 2-k-o -- DATE: CHECK # : E CASHIER: Community Development Department (970) 328-8730 Tax: (970) 328-7185 TDD: (970) 328-8797 EAGLE COUNTY, COLORADO Date: May 20, 1996 TO: Welch Excavating FROM: Environmental Health Division Eagle Countv Building P.O. Box t 79 500 Broadway Eagle, Colorado 8 1631-0179 RE: Issuance of Individual Sewage Disposal System Permit No. 1572-96. Property Location: 4930 Upper Cattle Creek Rd., El Jebel, Co., Filiss residence. Enclosed is your ISDS Permit No. 1572-96. It 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. 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. Your TCO will not be issued until our office receives this certification. 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 the Environmental Health Division at 328- 8755. cc: files Timberline Engineering, David Powell, RPE Community Development Department (970) 328-8730 Fax: (970) 328-7185 TDD: (970) 328-8797 EAGLE COUNTY, COLORADO December 12, 1996 Mr. Dean Filiss 1531 County Rd. 342 Silt, CO 81652 RE: Final of ISDS Permit No. 1572-96, Tax Parcel #2391-151-01-001. Property location: 4930 Upper Cattle Creek Rd., Carbondale, CO. Dear Mr. Filiss: Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 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 (970) 328-8755. Sincerely, Janet Kohl Environmental Health Department Eagle County Community Development ENCL:Informational brochure Final ISDS Permit cc: files HEPWORTH-PAWLAK GEOTECHNICAL, INC. 5020 Road 154 Glenwood Springs, CO 81601 15 "v Fax 970 945-8454 April 2, 1996 90c�� VIA 2;'V Phone 970 945-7988 6Y1 j�YWi t � vdvi( q4,v-- -oll5 !n 11til� �p 1�`�1u11G �w . t 1� `� �'� otcs h C�ar>c�cs �,,� ►1� �d -(o 6C rMh as Dean Filiss�,� 1531 County Road 342 Silt, Colorado 81652 Job No. 196 136 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Lot 8, Spring Park Ranches, Missouri Heights, Eagle County, Colorado. Dear Mr. Filiss: As requested, Hepworth-Pawlak Geotechnical, .Inca performed a subsoil study and percolation testing for foundation and septic disposal system designs at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated March 5, 1996. 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 and geologic hazard assessment of Lots 1 through 9 on the Lower Grange Property of the Spring Park Ranches under our Job No. 194 365, dated September 23, 1994 and revised March 23, 1995. Proposed Construction: The proposed residence will be a two story wood frame structure with an attached garage located on the site as shown on Fig. 1. Ground floor will be structural over a crawl space. The building footprint will cover an area of approximately 4,500 square feet. Cut depths are expected to be up to about 4 feet. 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 was vacant at the time of our field work. The lot is located on a gently sloping east facing hillside. Approximately 5 to 10 feet of elevatiol difference exists across the proposed buUdfng-area? Vegetation in the building area consists of grasses and`weeds. Abundant sagebrush and scrub oak covers the lot to the west of the proposed residence. Spring Park Reservoir is located about 900 feet east of the building area. The site was covered with between about 2 to 3 feet of snow at th Dean Filiss April 2, 1996 Page 2 Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating three exploratory pits in the building area and one profile pit in the septic disposal area at the approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. The subsoils encountered, below between 1 and 2 feet of topsoil, generally consist of clayey sand and gravel. Between 31h and 51h feet of silty clay overlying sand and clay was encountered in Pit 2 and the Profile Pit. Results of swell - consolidation testing performed on relatively undisturbed samples of the clay, presented on Fig. 3, indicate low to moderate compressibility under existing moisture conditions and light loading. A sample of the clay in Pit 2 at 3 feet showed a slight collapse potential (settlement}, under a constant load) when wetted.: A:.;sampie from 6, feet in Pit 2 had a moderate expansion potential;. Moderate to high compressibility with additional loading after wetting was indicated. Results of gradation analyses performed on samples (minus 3 inch fraction) obtained from the site are presented on Fig. 3. No free water was observed in the pits at the time of excavation and the soils were very moist to slightly moist with depth. 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 gravel soils designed for an allowable soil bearing pressure of 3,000 psf for support of the proposed residence. We recommend that footings not be placed on the clay soils at the site. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose, disturbed and clay soils encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed gravel soils. The exploratory pits indicate that the gravel soils may not be encountered within 10 feet of the ground surface on the east side of the building area. 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 55 pcf for the on -site soil as backfili. Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. The upper :clay soils could expand when wetted. 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 H-P GEOTECH Dean Filiss April 2, 1996 Page 3 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 lower 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 encountered during our exploration, t has been our experience in mountainous areas that local perched groundwater may 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 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 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. 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 H-P GEOTECH Dean Filiss April 2, 1996 Page 4 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. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Percolation Testing: The results of percolation tests conducted at the site are presented in Table II. The test locations are shown on Fig. 1 and the log of the profile pit is shown on Fig. 2. The percolation rates varied fromZift621 l0Pifinutes per inch. Based on our findings and according to the materials encountered, the tested site is suitable for a conventional infiltration septic disposal system provided that the septic area is excavated into the more granular subsoils. A percolation rate of 30 minutes per inch should be used for preliminary design of the septic system. Via' &i1ity, a r I eicol tiara es~ r1 s ou d e ci ndi c ecl' t e time`oftjd avat on. Wevan� 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 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. Totpa_ e exc usive use y our c 7e tort�rtptzios "Xe,, of responsiblt;-Tort cliiii6al TJA&rpretation y others of`ouf informat ion. 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 H-P GEOTECH Dean Filiss April 2, 1996 Page 5 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, re UNW&O] "'M V: M V.-IMILM I OJO Jor Y Z. amson, Reviewed By: Daniel E. Hardin, P.E. JZA/kmk Attachments 0 R q.S/..... At) 29707 F.E. I'S '910 ..... iVA INC. H-P GEOTECH /7 600 LOT BOUNDARIES COUNTY ROAD. 122 BUILDING ENVELOPE EXISTING t MONARCH DITCH Pr PIT I tW, ROFILE PIT' PIT 3 It-7PROPOSED PIT 2 RESIDENCI 747E LOT 8 APPROXIMATE SCALE I " = 200' SPRING PARK RESERVOIR \3N EXISTING_--,� FENCE 196 136 1 HEPWOR1 TH-PAWLAK OF EXPLORATORY PITS LOCATION GEOTECHNICAL, Inc. AND PERCOLATION TEST HOLES I Fig. PIT 1 PIT 2 PIT 3 PROFILE PIT ELEV.=7487' ELEV.=7479' ELEV.=7484' ELEV.=7483' 0 Q 777 WC=7.1 WC=10.4 +4=54 DD=96 4: 5 -200=16 -200=83 ° s 5 a' LL=30 f PI=18 WC=23.2 ti DD=101 -200=87 !� _ _ i +4-4 10 1 Q -200=55 LEGEND: LL=29 PI=14 TOPSOIL; silty clay, organics, medium stiff, very moist, dark brown. CLAY (CL); silty, slightly sandy to sandy, stiff to very stiff, slightly moist to moist, light reddish brown to light gray, slightly porous and calcareous, medium to high plasticity. SAND AND CLAY (SC-CL); scattered gravel, occasional cobbles, medium dense and stiff, slightly moist, yellowish to reddish brown. SAND AND GRAVEL (SC -GC); clayey, silty, cobbles, medium dense to dense, slightly moist, red. Subrounded siltstone/sandstone rock. Hand driven liner sample. Disturbed bulk sample. NOTES: 1. Exploratory pits were excavated on March 13,1996 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 obtained by interpolation between contours on site plan provided. Logs of exploratory pits are drawn to depth. 4. The exploratory pit locations and elevations 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 (%) DD = Dry Density (pcf) +4 = Percent retained by a No. 4 sieve -200 = Percent passing No. 200 sieve LL = Liquid Limit (°%) PI = Plasticity Index (%) W 196 136 H E WORTH - A WLAK I LOGS OF EXPLORATORY PITS I Fig. 2 741 in 2 0 9 .to cn 3 CL E 0 U 4 61 91 2 co CL X Lu 0 (n 0 CL E 0 U 1 Moisture Content = 10.4 percent Dry Unit Weight = 96 pcf Sample of: Sandy Silty Clay From: Pit 2 at 3 Feet Compression upon 0.1 1.0 10 APPLIED PRESSURE - ksf Moisture Content = 23.2 percent Dry Unit Weight = 101 pcf Sample of: Slightly Sandy Silty Clay From: Pit 2 at 6 Feet Expansion upon 0.1 1.0 10 APPLIED PRESSURE - ksf 196136 HEPWORTH - PAWLAK I SWELL - CONSOLIDATION TEST RESULTS I GEOTECHNICAL, INC. UM 11 Fig. 3 c0 M (0 a) O Z in O n U) H J U) W H U) W oil I Ell I111 1�l 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 61 1/4 15 water added 12 3/4 11 1 3/4 12 11 9 1/4 1 3/4 9 1/4 7 3/4 1 '/z 7 3/4 6 '/z 1 1/4 11 3/4 10 '/z 1 1/4 10 1/2 9 1/4 1 1/4 9 1/4 8 1 1/4 P-2 56 3/4 15 11 1 /2 11 114 1/4 120 11 1/4 11 1/4 11 10 3/4 1/4 10 3/4 10 3/4 0 10 3/4 10 '/z 1/4 10 '/2 10 '/z 0 10 '/z 10 1 /4 1/4 10 1 /4 10 1 /4 0 P-3 56 15 water added 10 1 /4 9 1 /4 1 .30 9 1 /4 8 '/z 3/4 8 '/z 8 '/z 8 7 114 3/4 7 1 /4 6 3/4 '/z 8 '/z 8 '/z 8 7 1/4 3/4 7 1 /4 6 3 /4 '/z Note: Holes were hand dug in bottom of backhoe pit and soaked on March 13, 1996. Holes were covered and protected against freezing overnight Percolation tests were conducted on March 14, 1996. Peres 1 and 2 were performed in clay soils. Perc 3 was performed in sandy gravelly clay. it llllll'''�ilill U STRUC'1' RAUCML EN 'u II1d G + C0NTRACM6 s ♦ C RTIIIF M M,4E tGY DESIGN FROMSIONAL TO: M E M O R A N D U M (Via Fax Transmission) Total Number of Pages3 Eagle County Building Department 500 Broadway P.O. Box 179 Eagle, CO 81631-0179 Fax 970 328 71851 Phone 970 328 8755 FROM: David Powell RE: ISDS Building Permit #10474 Filiss Residence Lot 9, Spring Park Missouri Heights Divide Creek Builders DATE: October 15,1996 Dear Heather: oVA . ^n/ C 1 Attached are calculations for revision of the above ISDS which reflect percolation tests conducted over the weekend. We are proposing a reduction in the field to reflect a 60min/inch perc rate. Please call if you have any questions and let me know ASAP if the revision is OK. Sincerely, David A. Powell DAVMD POD L, Ps. PHONE / FAX P.O. BOX 631 CARBC1DAIR,, CO.81623 (970) 963-9869 10/15/96 10:11 FAX 30396398 69 I m pee D/F POWELL uo 2 I ns; (46L42 IV/ I;D / tj D IV ; 11 t-AA JVJVOJUOUU DIt YUWhLL Wai U 0 3 X -2- k p HM 6 tA<L Au q Arz S�m -r�-64e C-(,ARA EvQ-" tK (C-�. UO.) I 7-�/7-oe 14. e IL nip W644LO Eagle County Environmental Health P.O. Box 28970 El Jebel, Colorado 81628 Re: ISDS Installation Filiss Residence Lot 8, Spring Park Ranches Pen -nit 9 10474 Upper Cattle Creek Rd., El Jebel, CO Dear Reviewer: The installation of the ISDS for the above residence has been completed and has been installed in accordance with applicable county specifications and the approved plan. A revised drawing of the system to reflect as -built conditions has been attached. Sincerely, David A. Powell, PE Reg, No, 25851 SC rb- En P4 H H � W al �a v cd P-1 +1 +J k � U N p 'p H P.`(1) R 1 m N � O i— 4J Cl) u1 O ON -qa�t TF z 0 O a c 3 LU H 0 © lt' cow Fw Na. 0 Q U Qa oZ � M 0 �/—� V/ T -j I 0 MWLo WW o a g € t d 0 € —1 O U� C} OCD - I J u7 e( I a F � � t a ua LU 0 INI � 3 C } W l O F v A, CALCIAI1®N5 1. P�PC0AT10N RATS - 50 MPI AV6, (51LTY CLAY LOAM) 2, FLOW I?At - 5 MPIZ00M5 X 2 X 75 X 15 '= 1125 GALLONS PAR PAY 3, RFQUIM17 VT1C TANK CAPACITY = 000 GALLONS 4, AI350MT10N TRENCH ARFA Rl�QUIMP -- A -- ( 1125/ 5)*60AI/2=17455F A P 60% POR P15P05AL ANP WASHER - 2,189 5Q, FT, n�nUCT 50% FOR INFILTP.ATOR TENCH - 1,594 5Q, FT, 5, INI'VRATOR TP\�NCH I1\15TALLA110N; 1,594 5Q, FT,/ 16 SQ,FT, PAR UNIT = 78 UNIf5 MIN, 1,594 5Q, FT,/ 5 FT,/ UNIT = 465 L.P. OF Tr\�NCH MIN. IN5%L�12 6 VtNCH�5 WITH 16 UNITS/ TMNCH - 128 UNITS TOTAL 128 UNITS X 18 5Q, FT, / UNIT - 2504 5Q. PT, = 165% OF P�QV AMA r 17, (Ar.Nr.K . N0Tr,5 � o a� /J I, THE INFVV,ATOR TMNCH 130TTOM5 SHALL 13r L�V�L C + / - 0,1 INCHES), �� TMNCH5 MUST IX PLA02 IN NATURAL GI;OUNn (NOT IN PILL) ANTI 13ACKFILL X's MUST PROVII:2R P051TIV� bRAINAGZ AWAY FROM THE TP\�NCH�5. 2. THE VT1C TANK SHALL P3 0CASI7 AT LAST PIV� Mf AWAY FROM THE M5119�NC� 5, THE PIPS FROM THE M51P7 NCB TO THE TANK MUST It I1\15TALL�17 A5 FOLLOWS; THR PIPS MUST 13� 11\15%LN2 5TP�ACAHT IN ALLIGNM�NT ANTI 6MA , IF A CHANGE IN &LIGNM�Nf OR CM 15 N�C�55ARY, A CL�ANOUT WILL IX MQUIRTI2 AT THE CHANCZ. THE MINIMUM 6m0r THE PIPS MUST 1t 1 / 41, PAR FOOT, THE PIPS MUST 13� A MINIMUM OF ASTM 2729 PVC PIPS, IF THE LINE CR055�5 A \VICULAR ACCP55, THE PIPS 5MCIFICA110N SHALL 13� CHANCV2 TO ASTM 5054 PVC OR 13�TtR, A MINIMUM OF I CL�ANOUT SHALL tX IN5%L�P AT THE LOCA110N WH M THE PIPS L�AV�5 THE M5112�NC�, 1H� PIT SHALL 13� A MINIMUM OF 4" IN PIAMTV, 4, 1H� PIPS FROM THE VT1C TANK TO THE INPILT1ZAATOR VtNCH T?\�NCH 5Y5SM MUST P3 11\15%LN2 A5 F0LOW5 THE MINIMUM SLOPS OF THE LINE MUST IX 1/ 4" PTR roof, THE PIT SHALL P3 A MINIMUM OF ASTM 2729 PVC PIPS, IF THE LINE CR055�5 A VEHICULAR ACC�55, THE PIPP 5PtCIFICAT10N SHALL It CHANCZP TO ASTM 5054 PVC OR P3 T`V, THE PIPS 5H&L IX A MINIMUM OF 4" IN 12IAM�V. 5, U51� RI5W5 TO 13RING THE 51�P11C TANK ACCL55 WITHIN 6" OF FINAL 64MJ , 6, ALL MATERIALS, INSTALLATION PRACT1C�5 AN12 51�TI3ACK MQUIP. M%5 SHALL COMPLY WITH �AGL� COUNTY INnIVIPUAL SLWAGZ 1915P05& 5Y5SM R�GULAT101\15, 7, INFILTRATOR COMPONENTS TO P3 I1\15TALL�12 IN ACCORI?ANC� WITH MANUFACTURERS MCOMM%PATION5, i / I I iI III it III / �o• I,l ul / rh ill III Ili I I 1 Ill „ III , -- r� 111 fit III III III m r I 111 11 nIlll I r, ll III III II II Ill l;It ii 3PERCOLA11ONTE5THUE5INTIffN0f5 I If i;l IIII „ Ill III ill lii III Ill Ill I II I11 Ill III Ill Ill Ill f,; l Ili III lil III Ill III III I ;;; ' l I IN51'PLL 4" UTAhtP7iR PLCE55 i i Ii i i I iii i �iNtu viRt�Nal> ,,, III III 128 INFILTRATORS - 8 TRENCNE5IMTN I6 UNITS 10 FEET MINIMUM BETWEEN MNCHE5 I ; i i l l iii i i i i i %RX I115TPJ"ON IN5f&LATI0N n „ INSTALL PARALLEL f0 C0NfOUR LINE iii I iii , l i I u IZ" MINIMUM COVER OF NATIVE DALKFILL I, I I I, I fWNCH OR GERM N?0LkJt7 THILL KlaWSR u I n 1 n fO DEFLECT SURFACE WATER I, I III III III II I, �, II III 'll II II i, LIJ I I IIII II II II III II III I' III III „ II I lJ 111 III III „ III I I I PROFILE HOLE I III III , , Ll� FENLE�/ iii LJ -jI L-- II II ju --_j I I I ALL TI 5ffR PM5 fO K FOUNDED ON NATIVE 501L5 0R C0MFAC919 FILL. 1 j i ' I I , ` I I I � j C0Nf0URLINE— ----- - -- \``` � i i r i 4" MINIMUM EFWNf UNE s I I I 1 I 1 ® ABANDONED wE ' O NAY MINIMUM 075 GALLON WflC TANK COIUR 1105f OF OVM " 1FFI,XNf LINE 00I NW 171i NORTH CLEANOUf W THN 2' OF HOUSE 4" MINIMUM EFFLIEW UNE I SGNz, I". 301 WPM COPYRIGHT 11/2�/9G DRAWN BY ph1' O � a �V U O O w DATE F--- 11/26/96 M/1'5 ) TO its-DUILT SCALE DRAWING 15 p5 INS7W-I- T'10N l j CMG < i � t c CT). - F414 &A C TT DrUR ACH_ X - BRO S H'� r H i Q. 11 1m1 C � � tl�• � 1 � �En Q n O 0- 0 C N C/) `Vmm n 0 cn m Q CN Q 0 m O Z D 0 n I 1P t'' N \1O O w rt o b N c cn n b w w� hart � N d --rt �d w I., z v, a ] o cn o 0 N