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HomeMy WebLinkAbout02578 79‘49241 -- riTanagsnl. , -,� e. Tr ... • 3gp;1'id '^'e�a: r n v. - a GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit ' 5 ( 8 109 8th Street Suite 303 Assessor's Paroel No. ; G C lenwood Springs, Colorado 81601 Phone (303) 945-8212 This does not constitute INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit. PROPERTY Owner's Name Joe Ratkiewic Present Address 19 17 Bennett, GI nnwnnd Phone 945 -5050 System Location 0712 Huebinger Drive, Westbank Mesa, Lot 16, Glenwood Springs • Legal Description of Assessor's Parcel No. SYSTEM DESIGN Septic Tank Capacity (gallon) Other /// . 3 S' Percolation Rate (minutes /inch) Number of Bedrooms (or other) Required Absorption Area - See Attached Special Setback Requirements: Date Inspectoci1 2 FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation System Installer I .s " / Septic Tank Capacity 1 2 CO I ` Septic Tank Manufacturer or Trade Name C(Y �jy� Septic Tank Access within 8" of surface Q { - Absorption Area 1 l "'' - -4 la -WO Absorption Area Type and /or Manufacturer or Trade Name . 5 r ? fi r v Adequate compliance with County and State regulations /requirements. Other 4 p (/(7�� Date y J / Inspector ` "' -0-"Yra„ RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE *CONDITIONS: 1. All Installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter 25, Article 10 C.R.S. 1973, Revised 1984. 2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con- nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a requirement of the permit and cause for both legal action and revocation of the permit. 3. varlat on from the terms or specifications l contal ed IIn the application of permit is a Class I, Petty v Offense ($500.00 fineterle months in )ail or both). White - APPLICANT Yellow - DEPARTMENT �. , INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION • OWNER__ L 1 Rf3tKI EW l c� ADDRESS }lyu.G r ea Dq, 4J PHONE 91/.r-rar1 - CONTRACTOR 1✓t C93- _ - ADDRISS ?1, Ben b net" kuu' rQ ' n a PHONE 95 -res - PERMIT REQUEST FOR ('9 NEW INSTALLATION ( ) ALTERATION ( ) REPAIR Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4). LOCATION OF PROPOSED FACILITY. pp COUNTY_ ��q� Near what City or Town o �! _ Go-t Size of Lot /id tee - Legal Description or Address La 4 /6 lvetehvn.t ) cc.ar__ 69/ .cY lere WAS'1'IS 'I'YPE: (V) DWELLING ( ) TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL ( ) NON - DOMESTIC WASTES ( ) OTHER - DESCRIBE IIUILDIN(i OR SERVICE TYPE: e - Number of Bedrooms__ Number of Persons / _. (tc) Garbage Grinder (o() Automatic Washer (g) Dishwasher SOURCILAND TYPE OI: W A'TER SUPPLY; ( ) WELL ( ) SPRING ( ) STREAM OR CREEK Give depth of all wells within 180 feet of system: If supplied by Community Water, give name of supplier ark-.444,4.9t 'pe Asseurnou `- (MOUND CONDITIO Si Depth to bedrock:- - - -. -- — - - -- Depth to first Ground Water Table Percent Ground Slope /0 _ - - DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: � n • — Was an eflort made to connect to community system? ( ) YES (pC) NO TYPE OF INDIVIDUAL, SEWAGE DISPOSAL SYS'I'EM PROPOSED: (V SEPTIC TANK ( ) AERATION PLANT ( ) VAULT ( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE ( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE ( ) CHEMICAL TOILET ( ) OTHER - DESCRIBE FINAL DISPOSAL BY: (cr) ABSORPTION TRENCH BED OR NT ( ) EVAPOTRANSPIRATION ( ) UNDERGROUND DISPERSAL. ( ) SAND FILTER ( ) ABOVE GROUND DISPERSAL ,, ( ) WASTEWATER POND ( ) OTHER- DESCRIBE /Ng tf1 Lena - WILI, EFFLUENT' BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? 2 I/I:RCMATION TI'S1' RESU1: 1S (To be completed by Registered Professional Engineer) Minutes /tO per inch in hole No. I Minutes per inch in hole No. 3 Minutes is per inch in hole No. 2 Minutes per inch in hole No. 1 $ m o -�-- jg1 Name, a ddress and telephone of RPE who made soil absorption tests: CAF T,f vr�.� G - U 1 p Name, addres an telephone ofRPE responsible for design of the system: aito £ ras ec«�r r( pug Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and additional tests and reports as may be required by the local health department to be made and furnished by the applicant or by the local health department for purposes of the evaluation ofthe application; and the issuance of the permit is subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations adopted under Article 10, Title 25, C.R.S. 1973, as amended. The undersigned hereby certifies that all statements made, information and reports submitted herewith and required to be submitted by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of health in evaluating the sauce for proposes of issuing the permit applied for herein. 1 further understand that any falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based upon said application and in legal action for perjury as provided by law. Signed Date 42# PLEASE DRAW AN ACCURATE MAI' TO YOUR PROPERTY!! 3 • 1 RONK ONSTRUCTION ICORFORfrSTED 1 303- 245 -0577 • 1129 -24- ROAD • GRAND JUNCTION, CO 81505 INDIVIDUAL SEWAGE DISPOSAL SYSTEM DESIGN Date: March 23, 1996 Prepared by: Thomas A. Cronk, P.E. Cronk Construction Inc. 1129 -24- Road 1 Grand Junction, CO 81505 245 -0577 1 Type of Design: New Residence 1 Client: Steve Ratkiewicz 217 Bennett Glenwood Springs, CO 81601 970 - 945 -5051 1 Property location: Lot 16, Westbank Mesa Ranch, Garfield County, CO Tax schedule No.: 1 1 1 1 Page 1of8 1 1 1.0 Site History ' The site consists of approximately 1.86 acre of uncultivated native soils. Drainage on the property is approximately 10% to the north. A perc test /soils evaluation was conducted on the property on 03/07/96 to provide subsurface design parameters for a new individual sewage disposal system (ISDS). As based 1 on results from the 03/07/96 investigation, an engineered ISDS design has been prepared for the property. The 03/07/96 investigation is attached for reference as Appendix A. A discussion of developed design parameters and the engineered design follow. 2.0 Devel gment of Design Parameters ' The soils evaluation (Appendix A) indicates no standing water or a high seasonal water table to a depth of 180" below ground surface (BGS). The soils evaluation indicates four distinct soil horizons underlie the site. A lithological description follows (depths are approximate with minor depth variation being noted at different test boring locations, See Appendix A): ' depth (in.) description 0 -12 organic clay 12 -132 sandy clay 132 -180 gravel, clayey to silty with cobbles 180 -216+ sandstone bedrock 1 Three percolation tests were conducted at the site in the 36" to 48" depth range. Perc results ranged from 5 min /in. to 20 min /in. and a design perc rate of 25 min /in. is chosen for overall system sizing. 1 1 1 1 1 1 1 1 Page 2of8 1 1 1 3.0 . ystem Design I An INFILTRATOR trench absorption field is proposed for discharge of septic effluent at the site. Because of the sloping topography, a serial distribution system is required for effective subsurface absorption of septic effluent. As shown in the attached graphics, construction of the system will consist 1 of excavating six (6) trenches approximately 44' long, 3' wide, and 3' deep. Trenches will be excavated level end - to-end and side -to -side. Each trench shall be constructed approximately along an elevation contour of the sloping topography to minimize variation in trench depth along the length of the trench. I To provide a serial distribution network, adjacent trenches will be stair - stepped down the hill in a terrace like fashion (see construction detail cross section). Each trench will be separated by a minimum of 72" of undisturbed native soil. The excavation shall be inspected by the design engineer to assure subsurface 1 design parameters are as anticipated and each trench has been excavated as designed. Following completion of the trench excavation, INFILTRATORS will be used to construct the septic 1 effluent distribution system. The INFILTRATOR effluent distribution system will be installed in accordance with the "Infiltrator Technical Manual ", available from Infiltrator Systems Inc., 123 Elm Street, Suite 12, Old Saybrook, Connecticut 06475. Seven (7) standard infiltrators will be installed in each of the six (6) trenches to construct an absorption field totaling 42 infiltrators. As shown in the I attached graphics, the six (6) trenches shall be connected to form a serial distribution system to promote efficient subsurface distribution of septic effluent on the sloping topography. The serial distribution system shall incorporate the following design features: I • the bottom of each absorption trench and the associated distribution line shall be constructed level end -to -end; 1 • each absorption trench shall follow an elevation contour to minimize depth variation along the length of the trench; 1 • each trench shall be separated by a minimum horizontal distance of 72" of undisturbed native soil; 1 • adjacent trenches shall be connected with a relief line or drop box device to assure complete saturation of the upgradient trench before septic effluent is transferred to 1 successive downgradient trenches. After the INFILTRATORS are installed, the absorption field will be covered with a soil cap. The soil cap 1 will consist of approximately 24" of native soil mounded 5% to promote surface run off away from each of the absorption trenches. 1 The installer should confirm the feasibility of gravity discharge of sewage effluent from the existing septic tank to the absorption field by field verification of assumed design parameters. Assumed design parameters with respect to gravity discharge include: 1 • distance from the sewage pipe at exit from the foundation line to the absorption field - 70' or less, 1 • elevation of the ground surface at entry to the absorption field shall be 4" or less above 1 Page 3 of 8 1 1 1 the invert elevation of the sewage pipe at exit from the foundation line. If field measurements do not confirm these design assumptions, gravity discharge of sewage effluent from the existing residence to the absorption field can not be assured and a lift pump may be required. Please contact the design engineer and the Garfield County Planning Department to address any design 1 modifications necessary for effective operation of the ISDS if the above design assumptions are not upheld. ' The installer must also confirm the setbacks from property lines, building envelopes, and existing easements shown in the attached graphics are maintained. Additionally, any unknown utility lines, easements, or other adverse conditions disclosed during construction must maintain the required setbacks ' listed on page 5 of this document. A 1000 gallon septic tank is required to provide a minimum of 30 hours retention time for sewage ' effluent from the proposed three bedroom residence. As discussed above, a serial distribution INFILTRATOR absorption system is proposed to discharge septic effluent to the underlying sub - soils. As shown in the attached graphics, the absorption field will consist of 42 standard INFILTRATOR units ' installed in six (6) serially connected trenches containing seven (7) INFILTRATORS each. The absorption field will encompass a gross area of 792 square feet with an effective area (15.5 sq. ft.IINFILTRATOR) of 651 sq. ft. 1 Calculations and design parameters used to size the absorption field follow. DESIGN CALCULATIONS ' AVERAGE FLOW FOR 3 BEDROOM HOME ® 150 GAL. /BEDROOM -DAY 3 X 150 = 450 GAL. /DAY PEAK FLOW = 1508 OF AVERAGE = 675 GAL. /DAY 1 DESIGN PERCOLATION RATE = 25.0 MIN. /INCH A = fE , WHERE, A = ABSORPTION FIELD AREA Q = PEAK FLOW t = PERC TIME/ INCH 1 A = 655 /25.0 = 675.0 SQUARE FEET INCREASE ABSORPTION AREA BY 408 FOR AUTOMATIC WASHER 1 INCREASE ABSORPTION AREA BY 20% FOR GARBAGE GRINDER DESIGN AREA = 675.0 X 1.6 = 1080.00 SQUARE FEET 1 SIZE ADJUSTMENT FACTOR OF 0.6 FOR INFILTRATOR SYSTEM ADJUSTED AREA = 1080.00 X 0.6 = 648.00 SQUARE FEET r -- USE 42 STANDARD (11 -10) INFILTRATORS ® 15.50 SQ. FT. EACH ' FOR TOTAL ABSORPTIVE AREA OF 42 X 15.50 = 651 SQUARE FEET 1 Page 4 of 8 1 1 1 4.0 Site Specific Installation /Operation Requirements t The owner and system contractor shall be aware and comply with the following installation and system operation requirements. ' 4.1 Installation - Setbacks. Notifications. and Inspections • The system contractor must be approved by the Garfield County Planning Department for installation of individual sewage disposal systems. • If at any time during construction. subsurface site conditions are encountered which differ from the design parameters developed in Section 2.0 (e.g.. differing soil strata or differing depth to groundwater/bedrock). construction activities will stop and the design engineer and Garfield County Planning Department will be consulted to address necessary design modifications to the proposed system. ' • Installation procedures including grade, location, setbacks, septic tank size, and absorption field size shall conform with the attached graphic details. Construction ' activities and system components will not encroach upon existing easements or utility corridors. A minimum of 6 ft of undisturbed soil shall be maintained between individual absorption elements and the septic tank and /or adjacent absorption elements. Minimum ' site specific setbacks for system components are: Source Septic Tank Absorption Field Building Sewer ' water line 10' 25' 10' dwelling 10' 20' property lines 10' 10' ' subsoil drains 10' 25' irrigation ditch open 50' 50' lined /gated 25 25' solid pipe 10' 10' • To avoid surface flow infiltration and saturation of the new absorption system, I abandonment of irrigation in the vicinity of the disposal system is required. Diversion ditches necessary to divert surface flows around the new absorption bed must maintain the minimum setbacks listed above. 1 • All sewer lines and effluent distribution piping shall be 4 inches in diameter and have glued joints. INFILTRATORS shall be placed level in the absorption field. All lines discharging sewage from the residence to the septic tank shall maintain fall of between 1/8 in. and 1/4 in. per foot and shall employ sweep 90's or 2-45's at all turns. Sewer lines extending from the dwelling to the septic tank and for a minimum of 6 ft from the ' septic tank outlet and /or under driveways must be Schedule 40 PVC or meet ASTM standard 3034. 1 1 Page 5 of 8 1 1 • The open excavation shall be inspected and approved by the design engineer. Additionally, the final cover shall not be placed on sewer lines, septic tank, or the absorption area until the system has been inspected and approved by the design engineer and the Garfield County Planning Department. I • The installer shall provide 24 hour notice to the engineer and the Garfield County Planning Department for all required inspections. 1 • The serial distribution system shall incorporate the following design features: the bottom of each absorption trench and the associated distribution line shall be constructed level end- to -end; I - each absorption trench shall follow an elevation contour to minimize depth variation along the length of the trench; - each trench shall be separated by a minimum horizontal distance of 72" of ' undisturbed native soil; adjacent trenches shall be connected with a relief line or drop box device to assure complete saturation of the upgradient trench before septic effluent is transferred to successive downgradienttrenches. ' • The effluent distribution system shall be constructed in accordance with the "Infiltrator Technical Manual" available from Infiltrator Systems Inc., 123 Elm Street, Suite 12, Old 1 Saybrook, Connecticut 06475. • The surface cap shall be mounded 5% over the seepage bed to promote surface runoff. I • The system contractor shall be aware of the potential for construction activities to reduce soil permeabilities at the site through compaction, smearing, and shearing. The following precautions and construction procedures should be employed during installation to minimize disturbance to native soils: 1 i. Excavation should proceed only when the moisture content of the soil is below the plastic limit. If a sample of soil forms a rope instead of crumbling when rolled between the hands it is too wet and should be allowed to dry before 1 excavation continues. ii. Excavation and backfill equipment should work from the surface where at all practical to avoid compaction of the soils at depth. 1 iii. The bottom and sidewalls of the excavation should be left with a rough, open surface. The appearance should be that of broken or ripped soil as opposed to a sheared, smeared, or troweled surface. Any smoothed or smeared surfaces 1 should be removed with a toothed rake or shallow ripper taking care to remove loose residues from the bottom of the excavation by hand if necessary. iv. Care should be taken in placing fill materials in the excavation to avoid ' damaging the exposed soil surfaces. 1 1 Page 6 of 8 1 1 1 4.2 Operation - Maintenance and Inspections ' • The owner shall install a structural barrier if necessary and take precautions to prevent vehicular traffic, excessive surface watering, accidental flooding, or other activities in the vicinity of the absorption field which may compact, saturate, or otherwise alter the ' subsurface soil parameters used in designing the septic system. • The owner will plant and maintain grass or other shallow rooted cover crop to prevent ' erosion and promote evapotranspiration over the absorption field. • The owner will inspect and maintain the required mounding and drainage away from the ' absorption field to prevent saturation from precipitation and surface flows. • To mitigate the generation of preferential flow channels which may compromise the operation of the system, the owner will inspect and prevent intrusion of burrowing animals and deep rooted plants into the absorption field. • The owner will conduct periodic maintenance of the septic system by removing accumulated sludge from the septic tank every 3-4 years to prevent clogging of the absorption field. 1 1 1 1 1 1 1 1 1 ' Page 7of8 1 1 5.0 Authority I I, Thomas A. Cronlc, being a registered engineer in the State of Colorado, certify the individual sewage disposal system discussed herein has been designed in accordance with good engineering practices. 1 SEAL 1 _ _ ,,,,# `" • 1.� 0,{ %. Thomas A. Cr onk, P.E. i (Re AO Date � "rte s 1`176� l i j � % 1 ii 1 I NOTE: This individual sewage disposal plan is meant to include the following three pages of graphics including: 1) plot plan, 2) septic layout plan, and 3) construction details (absorption field plan view, and absorption field cross section). The plan is not to be implemented in the absence of I these related graphics. In addition, results from the percolation test and soils evaluation are included for reference as Appendix A. 1 1 1 1 1 1 I Page 8 of 8 1 1 3h1210 839N/0311H I 'Sgt I I I 1 C -d• 2 -d o k' 1 ,09 o I 7- tai o. ' ' U ca Wo .e G ogn --3 Lai VI I x o w KmOV PI he 1094 N Z Wp N ceN ON I , el` U II -- =La Y ti H U J I- I- o d' a a 0 J at U K J a 57 VI I VI W K 0 6 1 co 1 1 1 1 1 1 1 3AIda 83r)NIfi31lH 1 f N I .. 0 VIN 4 0 °X �__ 0 I i ll: W Z W N Nr„ K 'o I w qw'J I ywrZ I z W Z =p I r I o - ca0 fao J t Otta0 t:W 0[ I QN A � J S( f [_ ►--� tiI I W o- MR '_ 7 1 at ►► I ��� taw 1 ►•�•.► e '•__ I 6 111 ► 2 _ ► ►►� o I 4 ►--- N T w N 0 4 I i° £ Q R'0 GYd ' 0.� I w�r.0 Of N 0 P O Z N (7 = U J�,I ' W 0 ^ZW 'NIW •01 W tw .0 j I 4 0 u J F ro Of 4 I Of °y tH 1 1 1 N wig^ I s - 0_AIX I J I- o o..0 ep 0!.0 to 6- Z 0. on w.. 0� w 0W 2 N 0 1 Of ' S W N Z Q W F Q y U£ i40'WW z W R N q Z Z p K y Z >'-... Z O F Z F- V y OY ~ N 4 w a 4 LOi F ' Qcey= aFl Q 1A UK a � a UU N F kJ LAW LDS -I 0 0,__1 rentQw O F cf0 "- w 1 J c6 z J Z ¢ WF0.O w 0 w 0 o R cc r 000 0. ¢H 0 (2 0 , 0U N U ' NL,0FNZ ii„ OZ >J 0i g _i n c W q QO i oOII ao NSQ ca Z a I- WO ~°SLI£ZOWJ >. >F- Z ^ 6 l J i ~VIN WR' JF JX F Q y � ' 0 w WCN J I, -I L- W6 11 WW . -.ZOCW C l 0 006 ZUQW SEPTIC INFLUENT 1 • 6 SERIAL TRENCHES OF 7 INFILTRATORS EACH FOR A TOTAL OF 42 INFILTRATORS II + I" 43.75' "I SERIAL DISTRIBUTION SYSTEM ''" ---��_ CONSTRUCTION CRITERIAL. r TYPICAL INFILTRATOR i THE BOTTOM OF EACH SERIAL ABSORPTION 341(75' :o TRENCH SHALL BE CONSTRUCTED LEVEL II ` ___—_ FROM ENO -TO -END AND SIDE -TO -SIDE " t T EACH ABSORPTION TRENCH SHALL FOLLOW w APPROXIMATELY THE EXISTING GROUND o CONTOURS TO MINIMIZE VARIATION IN ' TT i7 —______ M _ w ABSORPTION FIELD DEPTH ALONG THE 7 LENGTH OF THE TRENCH L s ° ADJACENT TRENCHES AND OTHER SEPTIC o COMPONENTS SHALL BE SEPARATED __—_�.— HORIZONTALLY BY A MINIMUM OF 72' OF UNDISTURBED NATIVE SOIL II WITH ADJACENT RELIIEF TRENCHES LINE OF DROP BOX DEVICE T _ __-_■•_ TO ASSURE COMPLETE SATURATION OF THE T £ UPGRADIENT TRENCH BEFORE SEPTIC IIII II EFFLUENT IS TRANSFERED TO SUCCESSIVE = —__■._ DOVNGRADIENT TRENCHES ' CROSS SECTION ABSORPTION FIELD - PLAN VIEW 1 SCALE' 1' =20' STANDARD INFILTRATOR] INSTALL IN ACCORDANCE WITH 'INFILTRATOR TECHNICAL MANUAL,' INFILTRATOR SYSTEMS INC., 123 ELM STREET, SUITE 12, OLD SAYBOOK, CT 06475 EXISTING ' SOIL CAP (MOUND 5%) GROUND SURFACE - i (10'7) 0- a I w M F G' MIN., TYP.� I I -}- I 1 II I v I . ® _12' I M I ' -1- .s ,I+ x a a I a N ■ N II ABSORPTION FIELD - CROSS SECTION SCALE1 1' =5' 11 -132' RATKIEWICZ RESIDENCE NOTES ' LOT 16; WESTBANK MESA RANCH CONSTRUCTION DETAIL *1 - ORGANIC CLAY MARCH 13, 1996 B2 - SANDY CLAY 43 - GRAVEL] CLAYEY TO SILTY -180' WITH COBBLES SOILS LOG II SANDSTONE BEDROCK AT 180'1 NO GROUND (SEE NOTES) WATER OR HIGH SEASONAL WATER TABLE TO 180' 1 1 1 1 1 1 1 1 1 1 APPENDIX A ' SOILS AND PERCOLATION REPORT 1 1 1 1 1 1 1 1 1 I FROM : Panasonic TAD/FAX PHONE N0. : Mar. 13 1996 08:26RM P05 ' ;':. • PERCOLATION TESTS 1 We performed percolation tests In our percolation holes P -1 through P4. Based on our test results standard percolation fields are appropriate. We • recommend using a design percolation rate of 25 min /Inch. Percolation test results '' are presented on Figures 8 through 8. 1 ' UMITATIONB ' I Our exploratory borings were spaced to obtain a reasonably accurate picture of the subsurface. Variations In the subsurface conditions not Indicated by our 1 borings will 000ur. We should observe the completed excavation to confirm the soils a re as anticipated from our exploratory borings. I f ' . alt Jee$.1 t M TKIMWI OZ enn 7 1 1 1 1 t 1 1 1 1 1; 1 . 1 I : Pana c TRD /FRX PHONE NO. : Mar. 13 1996 09 26RM PO4 `a /3 o- a w i g ri ii . 1 .4 ;... 1 • 1 N. : a N = Q 1 O II .�. 1 agall 0, O O, 6;,‘ 1 , q a 11 e: V, illeiMpl.Aniin,if \ik. , if .9:t .1. 1 *j j; f ! ! bf )3 w', n�,/� . 4W. • N or , A , 1 4•r O g 4' . N i N w F : c i f; r ti III n g •stiri( • P ., • • FROM : Panasonic TAD /FAX PHONE NO. : Mar. 13 1996 08:25RM P02 1 LEGEND: 1 Organic sandy clays, soft, moist. brown. (OL. 1 E2 • Clay. sandy. medium sUff ). f. E2 •sightly moist, brown ( CL, 1 Gravel. oleyey to silty wit cobbles, ' medium moi t, brown (GP GDL) W eWihW 1 $andetone Bedrock. bud, slightly m oist, tw 1 Drive samp. '('hlm 6/12 ' pound ham indicates that 16 e bliowsgo0 1 f inches hammer falling were required to drive a 2.6 inch 0.D. sampler 12 inches. 1 1 ' NOTES: 1 1. Exploratory borings were drilled on ' February 29. 1996 with a four inch diameter continuous flight power, auger. 1 2. No free groundwater was found in our exploratory borings during as our field investigation. 9 9. That borings ore subleot to the explanations, Uwitatious and 1 conclusions as contained in this , report. r ' FROM : Panasonic TAD/FAX PHONE N0. : Mar. 13 1996 08:25RM P03 1 Ta -1 18 1 0 0 © p ' A 18/12 t t2h/12 5 6 S ' 1 10 1 *15/12 10 . . 1 2 2 / 8 , 2 8 / 4 1 10 S d it 1 16 ' •■ 48/12 II 60/ 20 ' 20 ' 26 26 ' P-2 P -8 Profil P -1 0 0 b i k l 6 r I ' 10 .. ' 10 SUMMARY LOG'. in WA. GS '1767 . FROM : Panasonic TAD /FAX PHONE N0. : Mar. 13 1996 08:29AM P01 ,. . SATURATION AND PREPARATION PERCOLATION TEST f DATE: 3/06/66 DATE: 3/07/95 1 mg AT START OF SATURATION: WATER IN BORING AFTER 24 HOURS _ VES .. L..NO 1 PERCOLATION TEST RESULTS ' i DEPTH TO WATER HOLE DEPTH TIME AT TIME CHANGE PERCOLA- Y NUMBER (INCHES) START OF INTERVAL IN WATER TION RATE INTERVAL (MINUTES) START OF END OF DEPTH (MIN/INCH) I INTERVAL INTERVAL (INCHES) (INCHES) (INCHES) P•1 37.25 10:90 15 17.0 101 11 10 I f �. f 10:45 16 18.5 20.0 1.6 11 I , 11 14 20.0 21.0 1.0 14 I 11:16 15 21.0 22,6 1.6 10 11:30 33 22.6 24.75 2.25 '16 I ) 12:03 37 24.75 27.0 2.25 16 12:40 38 27.0 20.76 2.75 14 ' i 1 I 4 i A I L l 1 1 No. OS -1787 FTp.8 1 FROM : Panasonic TRD /FRX PHONE NO. : Mar. 13 1996 08:27RM P07 • SATURATION AND PREPARATION PERCOLATION TEST DATE: 3/06/06 DATE: 3 /07/06 TIME AT START OF SATURATION: WATER IN BORING AFTER 24 HOURS — TES ji_. NO 1 • PERCOLATION TEST RESULTS ` , I S DEPTH TO WATER I HOLE DEPTH TIME AT TIME CHANGE PERCOLA• NUMBER (INCHES) START OF INTERVAL IN WATER TION RATE INTERVAL. (MINUTES) START OF END OF DEPTH (MIN/INCH) INTERVAL (INCHES) (INCHES) (INCHES) ' I P•2 66.26 10:30 10;46 16 16.25 17.25 1.0 18 18 17.25 18.5 1.26 IB II I ' 11:01 15 18.6 10.75 1.25 17 f 11:16 15 10.75 20.6 0.76 20 P 11:31 34 20.5 23.26 2.75 12 1 12:05 38 23.25 28.6 3.25 -12 12:43 35 26.5 20.5 3.0 12 1 I 1 1 r , 1 i 1 • 1 - 1 . ' Jnb No, GS•1767 Fig. 7 ' FROM : Panasonic TAD /FAX PHONE NO. : Mar. 13 1996 08:27RM P06 1 ' SATURATION AND PREPARATION PERCOLATION TEST ' SATE: 3/00/06 DATE: 3 /07/06 TIME AT START OF SATURATION: WATER IN BORINO AFTER 24 HOURS _ VE6 ,X_ NO ' PERCOLATION TEST RESULTS 1 I DEPTH TO WATER 1101.E DEPTH TIME AT TIME CHANCE PERCOLA, NUMBER (INCHES) START OF INTERVAL - IN WATER TION RATE INTERVAL (MINUTES) START OF END OF DEPTH (MINANCH) I INTERVAL. INTERVAL (INCHES) (INCHES) (INCHES) P4 40.0 10:30 16 16.26 10.5 3.26 5 I 10:45 \ 17 16.6 20.76 2.26 S 11:02 16 20.75 22.76 2.0 S I 11:17 14 22.18 24.0 1.25 11 4 11:31 34 24.0 27.25 3.21 • 11 12:05 40 27.25 OOA 2.76 16 12:45 40 30.0 324 2.6 10 1 1 1 ' •1 . 1 1 . I 1 1 1 ' Job No. QS -1767 Fig. A