No preview available
HomeMy WebLinkAbout111 Pilgrim Dr - 210519203002INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, CO 81631 Telephone: (970) 328-8755 COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1849-99 BP NO. 12462 OWNER: JOHN P. LOVETT PHONE: 970-926-8787 MAILING "ADDRESS: P.O. BOX 868, EDWARDS, CO 81632 APPLICANT: SAME PHONE: SYSTEM LOCATION: 64 PILGRIM RD, EDWARDS, CO TAX PARCEL NO. 2105-192-03-002 LICENSED INSTALLER: EDWARDS EXCAVATING, TED JOHNSON LICENSE NO. 35-99 PHONE: 970-926-3395 DESIGN ENGINEER: PHONE NO. INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1-1750, 1-750 GALLON SEPTIC TANKS 2250 SQUARE FEET OF TRENCH ABSORPTION AREA VIA 73 INFILTRATOR UNITS AS REQUESTED BY OWNER TO ACCOMMODATE BOTH THE MAIN HOUSE AND THE CARETAKER UNIT ABOVE THE GARAGE. SPECIAL REQUIREMENTS: INSTALL IN SERIAL DISTRIBUTION IN TRENCHES WITH CLEANOUTS BETWEEN THE TANK AND THE HOUSE AND THE TANK AND THE CARETAKER UNIT. INSTALL INSPECTION PORTALS IN EACH TRENCH. RAKE ALL TRENCH SURFACES TO PREVENT SMEARING OF SOILS AND DO NOT INSTALL IN WET WEATHER. DO NOT BACK FILL INSTALLATION WITH COBBLES LARGER THAN 8" IN DIAMETER CALL EAGLE COUNTY ENVIRONMENTAL HEALTH FOR FINAL INSPECTION PRIOR TO BACK FILLING ANY PORTION OF THE INSTALLATION, OR WITH ANY QUESTIONS REGARDING THE INSTALLATION. BUILDING TEMPORARY CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC SYSTEM HAS RECEIVED FINAL APPROVAL. ENVIRONMENTAL HEALTH APPROVAL: DATE: JUNE 30, 1999 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 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: 2325 SQUAREFEET(VIA 75 TNFTT.TRATog TTNTTS ) INSTALLED CONCRETE SEPTICTANK: 2000 GALLONS IS LOCATED 279 DEGREES AND 75 FEET FROM THE CLE.ANOUT NEAR THE GARAGE. COMMENTS: THE LEACH FIELD IS LARGE ENOUGH TO ACCOMODATE THE MAIN RFSTDRNCF AND THE mg — TAKER UNIT. AN ADDITIONAL 750 GALLON SEPTIC TANK WILL HAVE TO BE INSTALLED WHEN THE CARE— TAKER UNIT IS BUILT. ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. ENVIRONMENTAL HEALTH APPROVAL DATE: AUGUST 2. 1999 Incomplete Applications Will NOT Be Accepted (Site Plan MUST be attached) ISDS Permit # (& q Building Permit # a - APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. 0. BOX 179 EAGLE, CO 81631 328-8755/927-3823 (El Jebel) * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00' * * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" PROPERTY OWNER: MAILING ADDRESS: / : D. 16o( �'7,6 PHONE: gZ4-8V Z APPLICANT/CONTACT PERSON: 6-M9, PHONE: LICENSED SYSTEMS CONTRACTOR: F&Ak,0 &MJ /JG- �Os a,✓ PHONE: COMPANY/DBA: II)iA49s fxcA-,141170f6- ADDRESS: VDZ - FQcj.4"5 PERMIT APPLICATION IS FOR: NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: -� _G��U — pc6AiM A06t4Ns Tax Parcel Number: ?/-!�o/ /9Q2-© OOZ- Lot Size: 99.4czej Physical Address BUILDING TYPE: (Check applicable.category) j Residential/Single Family Number of Bedrooms Residential/Multi-Family* Number of Bedrooms ( ) Commercial/Industrial* Type TYPE 0; WATER SUPPLY: (Check applicable category) J Well ( ) Spring ( ) Surface ( ) Public Name of Supplier: *These systems re qui SIGNATURE: ************ ******* gn by a Registered Professional Engineer Date: 3 Z3 ********************************** ************** AMOUNT PAID • �1y RECEIPT # : `( DATE: 5A!) q CHECK #: TM CASHIER: ..—. — -- — - — ITV.VVJ 1 .•JL HEPWORTII-PAWLAK GEOTEGHNICAL, INC. March 12, 1999 5020 Road 154 Glenwood Springs, CO 01601 Fax 970 945.8454 Phone 970 945-7988 John Lovett P.O. Box 968 Edwards, Colorado 81632 Job No. 199 188 Subject: Subsoil Study and Percolation Testing, Proposed Residence, Irot 1, Filing 2, Pilgrim Downs, Eagle County, Colorado Dear Mr. Lovett: As requested, Hepworth-Pawlak Gcotechnical, Inc. performed a subsoil study for design of foundations at the subject site. Percolation testing was also conducted in the area of the planted septic disposal system. The study was conducted in general accordance with our agreement for geotechnical engineering services to you dated February 22, 1999. The scope of our work was modified to include an additional site visit and a third exploratory pit in the building area. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Constniction: The proposed residence will be a two story structure over a partial basement level located on the site approximately as shown on Fig. 1. Ground floors will probably be a combination of slab -on -grade and structurally supported over crawlspace. Cut depths are expected to range up to about 10 to 12 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. The septic disposal system is planned to the north of the residence as shown on Fig. 1. 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 moderately steep, northeasterly sloping terrain adjacent West Lake Creek. Grades range from about 1 Q % to 30 ! , becoming steeper along the uphill and downhill sides of the lot. There is an erosional scarp on the steep hillside slope to the west of the building site. The scarp shows signs of slope movements which are probably due to previous field flooding or irrigation ditch overflows_ The field irrigation above the site has been abandoned. Vegetation consists of open meadow with grass and weeds along the lower east: side and moderately thick aspen grove to the west. About 2 to 3 feet of snow covered the site at the time of our field work. 11-1 l L J J 1 `. . JL IYV . V V l I . VV John Lovett March 12, 1999 Page 2 Geologic Conditions: A preliminary engineering geology and subsoil investigation was previously conducted for Phase I of the Pilgrim Downs Development by Chen and Associates, Inc., Job No 22,253 dated May 28, 1981. That report indicated that the steep slopes above and to the west of Lot 1 showed signs of potential instability and erosion, and advised against construction in those areas. The current proposed Lot I building site appears to be outside the potentially unstable areas but, there may be a risk of slope failure materials reaching the building site. Moving the building location further away from the steep slope and providing a deflection berm above the building site could reduce the risk of slope failure materials reaching the building. The underlying bedrock at the site is the Eagle Valley Formation which is generally considered to have a low risk of sinkholes and ground subsidence. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating four exploratory pits at the approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. Pits 1 through 3 were located in the proposed building area. The fourth pit was a profile hole located in the proposed septic disposal area. The subsoils encountered, consist of nil to 2 feet of silty clay soils overlying an organic topsoil layer which was about I to 2 feet thick. The silty clay was encountered only in Pits I and 2, near the slope to the west of the lot, and was probably deposited as a result of slope failures. Below the topsoil was nil to more. than 3 feet of silty sandy gravel and cobbles at depths from 1 foot to greater than 6 feet. The gravel and cobble deposit was not encountered at Pit 1 to the depth explored of 6 feet but should underlie this area at similar elevations as Pits 2 and 3. Results of swell -consolidation testing performed on relatively undisturbed samples of upper fine grained soils, presented on Figs. 3 and 4, indicate low to moderate compressibility under existing moisture conditions and light loading and a moderate to high compressibility when wetted and loaded. The samples showed a low to high hydrocompression potential. Results of a gradation analysis performed on a bulk sample of the gravel and cobble subsoils (minus 5 inch fraction) obtained from the site are presented on Fig. 5. The laboratory testing is summarized in Table 1_ No free water was observed in the pits at the time of excavation and the soils were slightly moist to moist. Foundation Recommendations: The fine grained soils at the site are compressible especially when wetted and spread footings bearing on these soils will have a risk of excessive settlement. At assumed excavation depths we expect the dense gravels and cobbles will be encountered in most areas. The gravels and cobbles should be suitable to support moderate foundation loads with relatively low settlement potential. H-P GEOTECH .._�. .. _. _...-.�...... .. .. .. .. .. ��-... v -v - - - - i'U. LZ_ 77 1L-JJ IYV .VV7 r .V4 John Lovett March 12, 1999 Page 3 Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed entirely on the undisturbed natural gravel and cobble soils designed for an allowable soil bearing pressure of 3,000 psf for support of the proposed residence. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. All topsoil, fine grained soils 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 gravel and cobble soils. This may require subexcavation in some areas _ 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 spats local anomalies such as by assuming an unsupported length of at least 12 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 ref for the on -site soil as backfill. The wall backfill should not contain vegetation, topsoil or oversized rocks. 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 fine grained soils below slabs -on -grade were to become wetted. To reduce the effects of some differential movement, non-structural 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 bd 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 basementlevel 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 gravels, or suitable imported granular soils, devoid of vegetation, topsoil and oversized rock. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in the area and where clay 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 H-P GtorECH ...I ..... ....,. ...,.. .. .. .. .... ��-.i. - -- - - - - Ilul L... 77 1L JJ IVV .VV7 I- .VJ John Lovett March 12, 1999 Page 4 recommend below -grade construction, such as retaining walls, crawlspace 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 11/x feet deep. Site Grading: The risk of construction -induced slope instability at the site appears low provided the building is located away from the steep slopes as generally planned and cut and fill depths are limited. It may be desirable to provide a deflection berm and catchment area above the building site to reduce the potential for liillside slope matcrials reaching the building. We assume the cut depths for the basement level will not exceed one level, about 10 to 12 feet. rills should be limited to about H to 10 feet deep, especially at the downhill side of the residence adjacent West Lake Creek where the slope steepens. Embankment tills should be compacted to at least 95 % of the maximum standard Proctor density near optimum moisture content. Prior to fill placement, the subgrade should be carefully prepared by removing all vegetation and topsoil and compacting to 95 % standard Proctor density. The fill should be benched into the portions of the site exceeding 20% grade. Permanent unretained cut and fill slopes should be graded at 2 horizontal to I vertical or flatter and protected against erosion by revegetation or other means. The risk of slope stability wilt be increased if seepage is encountered in cuts and flatter slopes may be necessary. If seepage is encountered in permanent cuts, an investigation should be conducted to determine if the seepage will adversely affect the cut stability. This office should review site grading plans for the project prior to construction. 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 o 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. Granular wall backfill should be H-P GEOTECH . -L - irV Vv7 i VV John Lovett March 12, 1999 Page 5 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. A swale will be needed uphill to direct surface runoff around the residence. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Percolation Vesting: Percolation tests were conducted on February 26, 1999 to evaluate the feasibility of an infiltration septic disposal system at the site. One profile pit and three percolation holes were dug at the locations shown on Fig. 1. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits and were soaked with water one day prior to testing. The soils exposed in the percolation holes are similar to those exposed in the ProfIe 11it shown on Fig. 2 and consist of about 1 foot of topsoil and 2 feet of sandy clay and silt overlying relatively dense silty sanity gravel and cobbles with boulders. No free water was encountered to the pit depth of 8 feet_ The percolation test were performed in the gravel and cobble subsoils. The percolation test results, are presented in Table 11, indicate average percolation rates from about 7 to 30 minutes per inch. Based on the subsurface conditions encountered and the percolation test results, the tested area should he suitable for a conventional infiltration septic disposal system.. The system will likely be based in the gravel and cobble subsoils and should be designed by a civil engineer. 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 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 and to the depths shown on Mg_ 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. H-P GEOTECH - - ---- - -- - - - - - - �-- v ..+ .. -.vz Dui ti J J 1 i • JJ 19V • V V J f . V 1 John Lovett March 12, 1999 Page b 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 geotechnical engineer. If you have any questions or if we may be of further assistance, pleasc let us know. Sincerely, IIEPWORTI_L- PAWLAK INC. � •Q� `� „h^ f v M � = y7 /• M David A. Young, P... �i 32-216 i 4,�,'a••3-rZ�S J•i tVg• v` Reviewed By: `,i�/p� 1 Steven L. Pawlak, P.L. DAY(ksm attachments H-P GEUTECH APPROXIMATE SCALE 1"=100' i.OT 2 PILGRIM DRIVE 1 OPEN SPACE r PROFILE !!" 1A40 tIPIT P 3 SEPTIC DISPOSAL / 1� P 1 A AP 2 1 ILrr i It PROPERTY p ` t BOUNDARIES -�1 1 UTILITY AND , top DRAINAGE SETBACKS i D I 1010 ~� 1 1 PIT 1 6 I LOT 1 9510 ji PIT 2 La 1 PITbi lozo e Q t WELL V) uj PROPOSED 1 RESIDENCE 1000 FOOTPRINT 1 t 1 1010 1020 199 188 I IEPWORTI I — PAWLAK LOCATION OF EXPI..ORATORY PITS GEOTECHNICAL, INC. F 1 L JV II L) • V V J 1 . V J PIT 1 PIT 2 PIT 3 PROFII.:F PIT • ELEV. = 1009' ELEV. = 1002' CLCV. - 999' CLCV. - 982' 0 0 we=12.4 OD-107 00, --200-74Qj e"oWC�10.3 wC= 11_t a zo ObyBe 200-63 Q►. tL rJ a •a 5 1 Cl DD-98 - --200-24 d Ql E 10 �j I. EGEND: r:1 TOPSOIL; sandy silty day, moderately to highly organic, roots, soft and loose, slightly moist. dark .brown to .black, low. plasticity, moderately to highly porous. CLAY (CL); silty, sandy, stiff, slightly moist, red ---brown, low plasticity, slightly porous. 1/j SILT (ML) clayey to CLAY AND SILT (CL-ML); sandy to very sandy, medium stiff to stiff, slightly moist to moist, reddish brown, low plasticity, slightly porous. KP r GRAVEL (GM); with cobbles and boulders, sandy, silty, dense, moist, reddish brown to _brown, rocks are primarily subangular to occasionally subrounded_ 2." Diameter hand driven liner sornple. Disturbed bulk sample. -a TPractical digging refusal in frozen ground. NOTF,S: 1. Exploratory pits were excavated on February 25, 1999 with o trockhoe. 2. Locations of exploratory pits were measured approximately by pacing from features on the site pion provided. 3. Elevations of the exploratory pits were obtained by interpolation between contours on the site plan provided. Logs are drawn to depth. 4. The exploratory pit locations and elevations should be considered occurote 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 encountored in the pits at the time of digging. Fluctuations in water level may occur with time. 7. Laboratory Testing Results. WC - Water Content ( % } DD = pry Density ( pef ) +4 = Por•eent retained on No. 4 sieve -200 = Percent passing No. 200 sieve 199 188jHElPWORTH - PAWL.AK 199 1$8 GEOTECHNICAL_, INC. LOGS OF EXPI.ORATORY PITS Fig, 2 L " '`"'°°-7 . 'Iv ' Sample of: Sandy Silty Clay (Topsoil) .0 co upon wetting 10 12 14 20 APPLIED PRESSURE. ksf 199 1BB HEF"WOR1H PAWLAK GEOTECHNICAL., INC. SWELL— CONSOLIDATION TEST RESULTS F ig- 3 -' �... �•"^' `^•, """„�. •• � -- -- -- --v v-...ram I11u.VV7 r .II �� • v .i�v vzv� . 1-1 - JJ 1L - JV Ilv . V V J 1 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE If PERCOLATION TEST RESULTS JOB NO. 199 188 HOLE NO. HOLE DEPTH LENGTH OF (INCHES) INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH DROP IN AVERAGE AT END OF WATER PERCOLATION INTERVAL LEVEL RATE (INCHES) (INCHES) (MINANCH) P-1 51 15 8 4 314 3 114 4 3/4 3 1/4 1 1/2 3 1/4 2 1/4 1 7 1 /4 refilled 6 1 114 6 5 5 4 1/4 314 4 1/4 3 1 7/4 3 2 112 112 18 P-2 46 15 6 712 5 1/2 1 6112 4 112 1 4 1/2 4 1/2 4 3 1/4 3/4 3 1/4 3 114 3 2 112 1/2 5 1/4 refilled 4 3/4 112 4 3/4 4 114 1/2 30 P-3 41 15 7 114 1 6 1 /4 refilled 5 314 1 4 3/4 7114 refilled 41/4 3 4 114 1/2 3 3/4 refilled 7 4 3 4 2 2 refilled 6114 4 2 114 4 2 2 7 of backhoe pits Geotech. and soaked on February 25, 1999. Percolation test NOTE., Percolation were conducted test holes were hand dug in the bottom on February 26, 1999 by H•P 1 L J J I l V . V V J 1 . l Y K a Vi m Q O Y _m cu ca VQ N U U ca U C7 ¢j. A ccSySy & Y ~ 70 V) to r- U in W C uJ m Q � CL ~'0 CCO co O ` O (A cn CDU W y i y V z w G 4 � U J 1 v � � F _ f >£ r � o z o w N N y w M J] z a a v CO > — a Q h o z s n co p co M � r N 7� cN a O e L � M Ch Cl J W LL ISDS Permit #� �� Date -13�'�%� ISDS Final Inspection Completeness Form Tank is C?-Z D gal. Tank Material W,C'1' ✓ Tank is located ,,-75'_ft. and egrees from OUnfI4- (permanent landmark) Tank is located ft. and degrees from (permanent landmark) Tank set level. ✓ Tank lids within 8" of finished grade. V" Size of field ft' 7 units lineal ft. Technology 'i Gt hlYS ✓ Cleanout is installed in between tank and house(+ 1/100ft). ,�Wv sV 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. V/ Tank has two compartments with the larger compartment closest to the house. _/ Measure distance and relative direction to field. 3a-'D' Depth of field ft. Soil interface raked. ✓ Inspection portals at the end of each trench.. Proper distance to setbacks. ✓ Chambers properly installed as per manufacturers specifications. (Chambers latched, end plates properly installed, rocks removed from trenches, etc.) Type of pipe used for building sewer line SDK S leach field'�K 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 JOB EAGLE_'COUNTY ENV. HEALTH P.O. BOX 179 SHEET NO. OF EAGLE, CO 81631 CALCULATED BY DATE CHECKED BY DATE ..... .... ... .. .... .. ........... .... ............ ............... ........ ........... .... ...... .__. ............... .. .......... ....... ........ ..........: ........... ......... ..... .... ..._ ..:............................................... ._ '. .__............. .......... ........ ...._.... ..... r ... ....:.. .. .............. ...... . ...................... ............. ......... ..............:................ ........._;......... i # ...... ... .......:.. I...I.... ...: ..... ...... .... _........................................... -r .... .....:......... ......... ...:.... ........ ......... :............. :... k..: .. ee r� C .... ............................. .... ..... .. ......... ............. ... .... ....... ._........... . ....i ..... ......................................... } ..... ....... .. ! i� � t � . a ... .... ...................... .. ............. ....... ..... .......... ...... ... :. ... : 4 ....... ......... ....... ........ .. ................ . ............. .. _ ..... { i. {... :. ... •.. . (. ........ ...... r. ....... ... ..:. ... . .. .... pp . i .... ( .......I .. ... ... ...... ... ...' ... i .... ...... ... ... .. ....:...................... ..... .... ..... ................ ....... .... ..... ... ... : . ..... ....................... .................. .:... ............... _ : .. :. _ ..... - .. .. .... ... .... ..... ...... .. ...... ...... ... .......... .. .. ..:.. ..... .. .......................... .. ... . .... .............................................../...... ....... O . .:.. .. .......... .. .. ... . ...... .......: .. ........................................:. ........ ... .�..: ... ......... ....... ..... ..... ......... .............:. .. ... ................ .. .... .. .......... ..... ..:. .................... .. .... ... ...:. . ...... ......... .. y-�Jj{! .. ...........-� ...._...... ... .............. ..... . .. .... ........ .... ...... ....... ... ...:........ .. ........ .. .... .......... ............ .. ... ...... .......... ........................ .... .......... ............. ....... ........ .... ... .. .... ...:... .......... ....... PRODUCT 204-1(Smpie Sheets) 205-1(Padded) Q®Ioc.. Groton. Hass. 01471. To Order PHONE TOLL FREE 1-IM225-M h � m A INC). q q -q c-( (d-� eqq-,�q 104i-no 'raxif 2105-192-03-002 (���010© Lot . Filing 2, LOVETT /f_6 &"- /// a JOB, NAME Pilgrim Downs /`r( (�! %X-� 64 Pilgrim Rd., Edwards 61 L/64- JOB NO, /JOB LOCATION BILL TO DATE S ARTED DATE COMPLETED DATE BILLED 3 3 6L0e f MR aknorZ601 Gz/cac- . VA .53 i/lh 1 i% /-C/V-S4&L W ✓V /C J r/ K.i/! U7 I t re asstee{ of e 4,,(-%e-r u-tt,- cow 6k L aG�u c d 4-e- �f.� --t- of 0 6vL -1v 2256 ffZ q3 (� JOB COST SUMMARY TOTAL SELLING PRICE O � J1 U �V) T M l I �9 lk � N N\, O oo n � ,0 CC IN JOB FOLDER Product 277 .ivo rv`vIW--rt t Printed in U.SA