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Home My WebLink About20021906.tiff p tt RESPONDENT g EXHIBIT 25 GROUNDWATER TECHNOLOGY 2002-1906 A FILE cropy-Ther_ ' �' GROUNDWATER : _ TECHNOLOGY, INC.i! ('. 4057 Port Chicep,I Hi¢h,vac.Clinrm'i.CA 9452(1(4151671-.'3S7 FAN:(41516S5-91* STATUS REPORT WELD COUNTY WASTE DISPOSAL, INC. 5019 ROAD 35 FORT LUPTON, COLORADO October 21, 1993 Mr. Steve Laudeman Colorado Department of Health Solid Waste Division 4300 Cherry Creek Drive South Denver, CO 80222-1530 Groundwater Technology, Inc. Written/Submitted by / n (: ,11 Lfrfrear Donald J. Shosky U / / Senior Project Manager c:\wewC\,eportl21 O;iice :brio:whoa!:hC 4S.Canad;r end rh'c:•::e✓s CONTENTS 1.0 INTRODUCTION 1 2.0 SITE GROUNDWATER CONDITIONS 3 2.1 LOCAL GEOLOGICAL CONDITIONS 3 2.2 GROUNDWATER DIRECTION AND VELOCITY 3 2.3 APPARENT HYDRAULIC BARRIERS TO FLOW 3 2.4 GROUNDWATER MONITORING WELL CONSTRUCTION 3 2.5 GROUNDWATER QUALITY 5 2.6 SHALLOW DRINKING WATER WELLS 6 3.0 POND WATER QUALITY 10 4.0 POND CONSTRUCTION 11 4.1 MANUFACTURING 13 - 4.2 INSTALLATION 13 4.3 MATERIAL SPECIFICATIONS 13 4.4 FIELD SEAMS 16 4.5 MATERIALS LOGISTICS 16 4.5.1 TRANSPORTATION 16 4.5.2 ON-SITE STORAGE 16 4.6 EARTHWORK 17 4.6.1 GENERAL 17 4.6.2 VEGETATION CONTROL 17 4.6.3 ANCHOR TRENCH 17 4.7 METHOD OF PLACEMENT 18 4.7.1 WEATHER CONDITIONS 18 4.7.2 FACTORY SEAM QUALITY VERIFICATIONS 18 4.8 FIELD SEAMING 19 4.8.1 SEAM OVERLAP 19 4.8.2 SEAMING EQUIPMENT AND ACCESSORIES 19 4.8.3 TEST SEAMS 20 4.8.4 NON-DESTRUCTIVE SEAM TESTING 20 4.8.5 DESTRUCTIVE SEAM TESTING 22 4.8.6 DEFECTS AND REPAIRS 24 4.9 BACKFILUNG OF ANCHOR TRENCH 26 5.0 SUMMARY AND CONCLUSIONS 27 clwcwdreport.J21 `i,GROUNDWATER TECHNOLOGY FIGURES 1. SITE MAP 2. GROUNDWATER ELEVATION MAP (SEPTEMBER 23, 1993) 3. SCHEDULE FOR POND LINER INTEGRITY TESTING TABLES 1. GROUNDWATER ANALYTICAL DATA, APRIL 1983 2. GROUNDWATER ANALYTICAL DATA, MARCH 19, 1984 3. GROUNDWATER ANALYTICAL DATA, SEPTEMBER 9, 1993 APPENDICES APPENDIX A SUBSOIL INVESTIGATION CHEN & ASSOCIATES, AUGUST 29, 1979 APPENDIX B HYDRAULIC CONDUCTIVITY TEST DATA APPENDIX C MONITOR WELL CONSTRUCTION INFORMATION APPENDIX D GROUNDWATER INVESTIGATION - CHEN & ASSOCIATES, MARCH 28, 1984 APPENDIX E LABORATORY REPORTS FOR GROUNDWATER - SEPTEMBER 9, 1993 APPENDIX F HISTORIC POND WATER QUALITY APPENDIX G POND WATER ANALYTICAL DATA - MAY 1993 APPENDIX H POND CONSTRUCTION REPORTS APPENDIX I INFORMATION ON SURFACE AERATORS c:\wcwtAreportJ21 _ --le-GROUNDWATER -TECHNOLOGY 1.0 INTRODUCTION This report has been prepared to summarize available data for the Weld County Waste Disposal, Inc. facility near Fort Lupton, Colorado. The site is located at 5019 Road 35, approximately 4 miles east of Fort Lupton. A map depicting the layout of the site is included as Figure 1. Prior to ownership by Weld County Waste Disposal, Inc. (WCWD), Colorado Disposal Systems, Inc. owned and operated a system of evaporation ponds near Fort Lupton, Colorado. These ponds were constructed in the 1970s by Guy Harvey, owner of the site, to accept oil field brines generated by local producing oil wells. Residual oil was skimmed from the surface of the brine and recovered before the brine was discharged to the evaporation ponds. During the early days of operation, the previous owners used unlined ponds for evaporation. These unlined ponds were removed from service in 1979 and closed. New ponds lined with a soil-bentonite mixture were constructed and are currently in use. The lined ponds were engineered by Chen and Associates and the liners inspected by Chen and Associates during construction. A total of 1,100 tons of bentonite were used in liner construction. A total of 331 in-situ compaction tests of the liner material were recorded over a construction period of 24 days. In December 1981, two samples of the liner material were tested for permeability in the laboratory. The results ranged from 4.8 x 10-6 to 6.9 x 10-8 centimeters per second. The purpose of this report is to summarize the available information and interpret the results. This report will cover several topics which include: • Site groundwater conditions (present and past) • Pond water quality (present and past) • Pond construction (past, present, and future), and is Facility operations c:wcwtlpeport.j21 1 _— GROUNDN:;TER TECHNOLOGY 3 ` S z - _ 8 z= c a r s 0 . f. ri�- `j —� g %- b: - - n H 3 a` _ — 7 ha 7 N c � z z -g CC _ o O 1 \ gxoug� ••=4„.: _3 - �L- al it i 4 % _z. 3 _ II�_ s �J g It "a> W I l ,+Y \� FlI 1 �� Zm I I �� v I ! \\ I "sam W a. , nil \I t I 3t c3 Iil o„ �_�� ? `g ii U �'' II i 2Th — i Il y /J O / I 3 - I i L" N 3 2 ♦ 333/// _ - .1 — u_"' ≥N 2n er, O — t z 0 2.0 SITE GROUNDWATER CONDITIONS 2.1 LOCAL GEOLOGICAL CONDITIONS The geologic logs from the exploratory geotechnical borings and monitoring wells installed by Chen and Associates indicate that the subsoils consist of 2 to 7 feet of silty sand fill overlying 3 to 15 feet of undisturbed natural silty sand. These soils are underlain by up to 17 feet of silty, sandy clay. The clay was typically encountered at depths of 5 to 20 feet below land surface. Groundwater typically occurs in the sand horizon at depths of 3 to 12 feet below ground surface. The geologic logs from the August 29, 1979 Chen and Associates, Inc. report were used for this analysis and the report is presented in Appendix A. 2.2 GROUNDWATER DIRECTION AND VELOCITY In general, groundwater flow across the site is to the southeast as depicted in Figure 2. The hydraulic gradient is approximately 0.02 feet per foot. Recent hydraulic conductivity testing results indicate the hydraulic conductivity of the water table aquifer ranged from 0.5 to 55 feet per day. Field data and calculations are shown in Appendix B. We have assumed an effective porosity of the silty sand to be 0.3. Based on an average hydraulic conductivity (K) of 20 feet per day, hydraulic gradient 0) of 0.02, and effective porosity (#e) of 0.3, the groundwater velocity (Ki/¢e)is approximately 1.3 feet per day, or 490 feet per year. 2.3 APPARENT HYDRAUUC BARRIERS TO FLOW The Speer Canal, when full, could act as an hydraulic barrier to flow, thus causing groundwater flow reversals to occur. 2.4 GROUNDWATER MONITORING WELL CONSTRUCTION Groundwater monitoring well construction varies across the site. Some typical well construction diagrams are presented in Appendix C. Monitoring well construction information was obtained from Chen and Associates reports. c:\wcwtVeportj21 3 -- CROUNDW.;TER TECHNOLOGY mom -° 3 > C o i G 7 W R < a o s_ Li s °'" is _ Jp o in o p .s644 z _ Wei u, n c' W e ₹ z tl u a E F '> >. cc < tp a —.Z *—; 8 W a < o ...� WP 3 ¢j — u Q t z Fiiu c_4 c o '� 4 0 &4 _ V GS§§ <qo- 22 L_8 ._ -2 ; • b n gp '� a Wj Y -O O O knit ; U W 3 C U S ° 4yy 3W .1� 'S%' x e 0g 1 I c Sai"' g m -ann'I -2: C u. 11 1 %sed 8i IF—,r; z . :."-S4 lliI:;.-Zrt`.:pta"eeo l WIII 'IUiill° , • II III f _ 7 l 0I tit. i rt.:_- \\\ J TYNY0 N88dS I o ig - II a �--�s<- i MO , ` -- � I ; ` \ �. fit w Or II = \\\ \ 1 CI C \, I \C \ e — • \ozz2 upe'sI �I ;�` \ 4'' i U =. ` �3�I 4 I I _ °' III �� _ ` — e a � z• III /\--_______—�� i� 3 E ; sot z> 2: Vi 4 0 ` V 2.5 GROUNDWATER OUAUTY In April 1983, Chen and Associates sampled 6 wells and the evaporation ponds. A summary of the analytical data is presented on Table 1. In March 1984, a detailed groundwater assessment was conducted by Chen and Associates. Water levels were recorded at the time of sampling, as was the bottom of each monitoring well. Groundwater samples were collected from the "Windmill" located southwest of the site, the Trostell well, the cold water tap in the office and the monitoring wells. The water samples were analyzed for sodium, potassium, calcium, magnesium, chloride, sulfate, and total alkalinity. At the time of _ sampling, MW-3A was dry and MW-3 contained black particulate material. The data from this sampling event is presented on Table 2. An analysis of this data was conducted by Chen and Associates (Groundwater Investigation, March 28, 1984) and is presented as Appendix D. The March 1984 Chen and Associates report summarized that there are brines underlying the — disposal site, but there are also at least three different types of groundwater in the vicinity of the site that are influencing the composition of samples collected from the monitoring wells. These are: • Groundwaters to the north of the site containing moderate chloride and sulfate levels and low potassium concentrations; _ ■ Groundwaters to the west of the site containing moderate chloride concentrations and elevated potassium and sulfate levels; and • Groundwaters to the south of the site, possibly originating from the Speer Canal, containing elevated sulfate levels. Monitoring wells MW-1, MW-4, MW-7, MW-8, MW-9, MW-12, and MW-13 were sampled on September 9, 1993. The wells were analyzed to determine concentrations of priority pollutant volatile organics, total alkalinity, total dissolved solids, chloride, total hardness, and various metals. A summary of the analytical data is presented in Table 3. The laboratory reports are included in Appendix E. The data indicate that water samples collected from MW-7 and MW-8 contained low concentrations of benzene, measuring 35 and 12 micrograms per liter (µg/I), respectively. The sample collected from MW-8 contained low concentrations of total xylenes. Detectable concentrations of arsenic were also found in samples collected from wells MW-7, MW-8, and MW-13. c\wcw[greoort.j21 5 GROUNDWATER ��._ TECHNOLOGY 2.6 SHALLOW DRINKING WATER WELLS A survey of shallow drinking water wells less than 50 feet in depth and within one-half mile downgradient of the WCWD facility was conducted by June Godby. The only well located was the Trostell well on the adjacent property. c:lwcwdrepori111 6 —_J.GROUNDWATER �- TECHNOLOGY co a' 0 0 0 0 ? 2- - a s V V e in N C m O r z :,_ O C7 of i— _ a a a _ _ a o o )0 0 0 0 0 0 C C O h CONN V I.. 'O Q CO N in aD N. N to a r ,- z a - I• In m N N N. O N in O s in C) in C) r to r N — = E FJ ` 2 in O N N. in h O O Q Q a V N i0 .O O N fr r N O N a m r r in r a r _ J a8 a _U MC r_ ¢ a C) W -1 Of o+ - W Zr < v E m > co 0 0 0 in 0 0 0 0 as CO < J 3 = C b" O = N O) N 0 O r h O a P O F a O o e7 N O) N CO O) a0 E ~ F Q = a = a co r r r O C CC N V - 3 of a O a j 0 O = W -a a)) o O a t in IS) ' 0 0 0 0 0 ' O 3 O in N m 0 0 O CC s r co a r i- co m e ): a a e r ao ' J Q V a o 2 — a a t a a in Os N � y _ • f0') A r N r r r N •V a T Oit Z a F Q a a _ Cu E a o 7 Inn m O O In iin C) N V C 0 N N N N O N in E V N N N r e7 O) O a —_a r a O a )" c. .. a a a i 4 0 r N C) N CO h Q © J Q 3 Et' 3 3 3 3 = _ ; H d d u ii o N — ro ?_- x FY V eOn If) Q Q C) N N It) v y Q W - LS - m O O N 0 0 0 CO 0 0 O N N e0t — r- r V 3 N a - 9 O O O 0 O O O O 7: op 0 N 0 ^ N O - r o oat co t L7 - m C - U a m i- J ` T - -t• 0 0 a = O V vill— ¢ W m N 01 N N < N O N L o > 0)) W O Ol a L. a N I-- Q co ME ILI ¢ v 3o m 2 cm m 75 - ~ < < Z0 t E o 0 0 0 0 in o o o 3 O J m t) — N N CO7. — v e7 O Q a C O — r O• U 0 r. U c .c 0� 30 o m 1. m C7 - L m Gm E a -. n 3 o 0 o N - - a 0 d q P) ON m A V K) .- 0 aJ O m 3 a Cu - o ¢ V S W m - E 0 0 0 0 0 0 0 0 m u 3 o c 0 0 in N cco o = o eo N - e') N m c O m O N 0 a o m m c % C ` ii - 2 N eo c 0 eo m c C7 < 3 1,E % 3 3 3 3 3 " 1 m y J 2 i 2 f 2 O F u 3 ti 3 0 co 32 — o 0 z Til F > . N (0 0 0 0 0 0 0 mm p N O y r 9- in . ^. 0 It N OI r N Cri .. Z Z en— O 7 J z :.: o m E v :- ... C.o m e 0 r 0 e c 0_ 0 R — F m N N (O N O < o = e v C L• 2 — a = a 0 0 H Y r 40 N W N C lb 0 0 N h (7 (9 enin (0 0 a E — . , ., o 0 m 0 g s o (o 0 0 0 0 _0 0 of — t O O h O N. N Oi 2 o m r r >., .0 Z. — a E m J I.- e o O N p 0. C N N N 0 N CN') O N C J pg m 0 `t to m — 00S o 2 m oi N 0 WO 0i E el J W < Q 00 E E '0 Q ¢ C 30 o v N. o ' voi 0 , 0 a 0 m r c F Z �e 3 3a OJ a 0 N e 'er E o m Z O 0 7 Y 54 W LL m W 1V b 0 M 1n T N - Ai 7 3 a O (ro N r N .00 •O a a 3 E — 6 t = O E 0 0 0 0 0 0 0 0 m O r N. O O _M In N m C of CO ('� r r r o 10 3 a ' 0 o m n in .n m in In = in c . `o — m 0 0 0 N 0 0 0 0 J m m C m 0 0 0 0 0 0 0 0 2m m U H T O U X E g 7 — t o .0 IN O` 7 ( 0 m 0 in 0 CN9 N in in O 0 0 0 t j N 0. C 0 0 0 O 0 0 0 O W y < 0 No O O 0 0 0O 0 0 0 J o 3 Z a I- Ft- 2 3 m 0 m a 3 U N en E li 3 3 3 3 3 3 3 3 m — o co 3.0 POND WATER QUALITY Pond water quality has been tested periodically over the last 10 years and the data is presented in Appendix F. Ponds C and D were sampled in May 1993. The analytical results of that sampling event are presented in Appendix G. Pond C appears to contain some volatile and non-volatile organic compounds. Pond D, which is aerated, has substantially lower concentrations of these same compounds. The chloride concentrations are within the same range as those measured historically at the site. c:\wcwd\report.J21 10 =i GROUNDWATER TECHNOLOGY 4.0 POND CONSTRUCTION The Colorado Disposal Systems, Inc. system of evaporation ponds near Fort Lupton, Colorado, was constructed in the 1970s to accept oil field brine generated by local producing oil wells. Residual oil was skimmed from the surface of the brine and recovered before the brine was discharged to the evaporation ponds. During the early days of operation, previous owners used unlined ponds for evaporation, but these _ ponds were removed from service in 1979 and ponds lined with a soil-bentonite mixture were constructed and have been used since. Chen & Associates, Inc. was retained on several different occasions to provide technical assistance to the owners of the site. In August 1979, Chen & Associates, Inc. conducted a subsoil investigation of the area where a new evaporation pond was to be constructed and recommended design and construction details to be observed in constructing the pond and placing the natural liner material. Several letter reports were written by Chen & Associates, Inc. during the period December 1979 through March 1980 relating to Inspection and permeability testing of the compacted natural liner material placed in the new pond. In August 1980, a second evaporation pond with natural liner was constructed and Chen & Associates, Inc. inspected the liner and performed laboratory tests of permeability. A total of 1,110 tons of bentonite were placed in the liner and the results of 331 tests of the liner material were reported in 24 daily reports. In December 1981, two samples of the liner material were also tested for permeability in the laboratory. The results ranged from 4.8 x 10-6 to 6.9 x 10-8 cm/sec. A complete construction report is presented in Appendix H. The state of Colorado has requested that the pond liners be tested for leakage. WCWD proposes the schedule shown on Figure 3 to begin testing the liner integrity of Ponds C and D. WCWD is requesting to reopen Pond A for use at the site. WCWD proposes to line Pond A with 40 millimeter High Density Polyethylene (HDPE) following the material selection and installation procedures presented in the following sections. Once installed, WCWD feels that liner integrity testing for Pond A will only need to be conducted once every five years. C.\wcwdxreporLj21 11 C GROUNDWATER TECHNOLOGY — e C ' 1 I c,m p z Z onIO U � ma a=J p e p en nIm 0) CU _ o ° — C I' m , o C rnl m co ii N o = m 4 ■ o , a • Q -c m < (n62 ° — m r C in rn N p • Q., O p c L Q- U O as ° • .•4... e p CO V rnr N ° — _ ■ Tr p II to a — ti g co c N •c Ll. ' Z o o C o 0 n Y en 2 .2 - f0 � ~— a ;. a° C g a a H0 _ _ O CO N y o d y g a Icu aC C ~ d oil- N �I C i0 t C L C U C To Q ; c w � 2 1 w - Q, Q,—� 4.1 MANUFACTURING The manufacturer of the HDPE shall be listed by the National Sanitation Foundation as having met _ Standard 54 for Flexible Membrane Liners, and shall have at least five (5) years continuous experience in the manufacture of HDPE geomembrane rolls and/or experience totaling 10,000,000 square feet of manufactured HDPE geomembrane. The manufacturer shall permit the owner or his authorized representatives to visit the manufacturing plant. 4.2 INSTALLATION The installation contractor shall be the manufacturer or an approved contractor trained and licensed to install the manufacturer's geomembrane. Installation shall be performed under the constant direction of a single Field Installation Supervisor who shall remain on site and be responsible, throughout the liner installation, for liner layout, seaming, patching, testing, repairs, and all other activities performed by the installer. This installation Supervisor shall have installed or supervised the installation and seaming of a minimum of 2,000,000 square feet of HDPE geomembrane. Actual seaming shall be performed under the direction of a Master Seamer (who may also be the Installation Supervisor) who has seamed a minimum of 2,000,000 square feet of HDPE geomembrane, using the same type of seaming apparatus specified in the current project. This Installation Supervisor and/or Master Seamer shall be present whenever seaming is performed. 4.3 MATERIAL SPECIFICATIONS MATERIAL The geomembrane shall be High-Density Polyethylene. GEOMEMBRANE RAW MATERIALS The geomembrane shall be manufactured of new, first-quality resin produced in the United States or Canada and shall be compounded and manufactured specifically for the intended purpose. The resin manufacturer shall certify that each batch meets the following specifications: cAwcwdpeport.j21 13 -- GROUNDWATER TECHNOLOGY Property Test Method Requirements Specific Gravity (ASTM* D 792 or ASTM D 1505) >0.940 Melt Index (ASTM D 1238 Condition E) <0.4 g/10 min. Carbon Black Content (ASTM D 1603) 2 - 3% *American Society for Testing and Materials ROLLS The geomembrane shall be a minimum 22.5-foot seamless width High Density Polyethylene. Carbon black shall be added to the resin if the resin is not compounded for ultra-violet resistance. The geomembrane rolls shall meet the following specifications: ■ The surface of the geomembrane shall not have striations, roughness, pinholes, or bubbles, and shall be free of holes, blisters, undispersed raw materials, or any contamination by foreign matter: except if in the opinion of the inspector the blemish will not adversely affect properties and use of the geomembrane. The inspector may accept the geomembrane after sufficient laboratory test data are provided to support such acceptance, and further provided all such testing is done at the sole expense of the installer. • The geomembrane shall be supplied in rolls. Labels on each roll shall identify the thickness of the material, the length and width of the roll, batch and roll numbers, and the name of the manufacturer. • The geomembrane rolls shall meet the following properties: c:\wcwC report.j21 14 --`�GROUNDWATER TECHNOLOGY HDPE SPECIFICATIONS — Typical Properties: 40 mil. Property Test Method Test Results* Thickness, mils, minimum ASTM D 1593 36 Density (g/cc), minimum ASTM D 1505 0.94 Melt Index (g/10 min. maximum) ASTM D 1238 0.4 Carbon Black Content (%) ASTM D 1603 2 - 3 Carbon Black Dispersion ASTM D 3015 A-2 Tensile Properties ASTM D 638 1. Tensile Strength at Yield Type IV specimen 100 (pounds/inch width) at 2 inches/minute 2. Tensile Strength at Break 165 (pounds/Inch width) 3. Elongation at Yield (%) 13 4. Elongation at Break (%) 750 5. Modulus of Elasticity 90,000 (1% secant; ponds/sq.in.) Tear Strength (Ibs) ASTM D 1004 Die C 31 Puncture Resistance (Ibs) "FTMS 101 C 2031, (2065) 180,(65) Hydrostatic Resistance ASTM D 751 330 (pounds/square inch) Low Temperature Brittleness ASTM D 746 <946F Dimensional Stability ASTM D 1204 +/- 1 (% change max.) 2120F, 15 min. Volatile Loss (%) ASTM D 1203 0.4 Resistance to Soil Burial ASTM D 3083 (% change max. in orig. value) type IV specimen A. Tensile Strength at Yield & Break at 2 inches/minute 10 B. Elongation at Yield & Break 10 Ozone Resistance ASTM D 1149 no 7 days, 100 pphm cracks 104°F, bent loop Environmental Stress Crack ASTM D 1693 >2000 (hours) Condition C (modified NSF 54) Water Absorption ASTM D 570 (% change max in original weight) 0.1 Coefficient of Linear Thermal ASTM D 696 1.2 Expansion (cm/antic) X 10'` Moisture Vapor Transmission ASTM E 96 0.025 _ Rate (g/100 in2 day) 100.F, 100% relative humidity * All values, except when specified as minimum or maximum, represent average lot property values. •• Federal Test Method Standards --- GROUNDWATER c:\wcwdyeport.j21 15 _ _ TECHNOLOGY 4.4 FIELD SEAMS The field seams shall meet the following specifications: Seem Property Test Method Requirements Shear Strength ASTM D 3083 >90% of liner yield (as modified in App. A of strength NSF 54*) Film Tear Bond** Peel Strength ASTM D 413 >70% of liner yield (as modified in App. A of strength NSF 54*) Film Tear Bond** * National Sanitation Foundation, Standard 54; 'Flexible Membrane Liners? ** Film Tear Bond (FTB) is defined as failure of one of the sheets by tearing, instead of separating from the other sheet at the weld interface area (sheet fails before weld). ■ Shear seam specimens are 1 inch wide, with a grip separation of 4 inches plus the width of the seam. The seam is to be centered between the clamps. The grip separation rate is 2 inches per minute (ipm). ■ Both shear seam strength and pell tests shall be run on five replicate specimens. A break through the weld or at the weld-sheet interface shall be considered a Non-FTB (failure) in both seam strength (shear) and peel strength tests. ■ Approved field seaming processes are hot shoe fusion welding and extrusion welding. ■ Welding rods or beads used for extrusion welding shall be HDPE and the physical properties shall be the same as those of the resin used in the manufacture of the HDPE geomembrane. 4.5 MATERIALS LOGISTICS 4.5.1 TRANSPORTATION The geomembrane rolls or panels shall be packaged and shipped by appropriate means so that no damage is caused. 4.5.2 ON-SITE STORAGE The geomembrane shall be stored so as to be protected from puncture, dirt, grease, water, moisture, mud, mechanical abrasions, excessive heat, or other damage. The rolls shall be stored on a prepared surface (not wooden pallets) and will not be stacked more than Iwo rolls high. c:\wcwC\reporLl21 16 _ -=C GROONDIIATER TECHNOLOGY 4.6 EARTHWORK 4.6.1 GENERAL The owner or his representative (soil quality assurance contractor) shall supervise the subgrade preparation. Prior to liner installation, the exposed subgrade shall be scored to a depth of at least 6 _ inches and compacted to 95% of standard proctor (ASTM D 698), maximum laboratory dry density. Weak or compressible areas which cannot be satisfactorily compacted should be removed and replaced with properly compacted fill. All surfaces to be lined shall be smooth, free of all foreign and organic material, sharp objects, or debris of any kind. These surfaces shall provide a firm, unyielding foundation with no sharp changes or abrupt breaks in grade. Standing water or excessive moisture shall not be allowed. The installer, on a daily basis, shall certify that the surface on which the geomembrane will be installed is acceptable. After the supporting soil surface has been accepted, it shall be the installer's responsibility to indicate to the inspector any change to its condition due to natural causes or occurrences that may require repair work. — 4.6.2 VEGETATION CONTROL The general contractor, if necessary, shall sterilize the liner installation area using an effective soil sterilant specifically formulated for vegetation present in the area. The sterilant shall not be harmful to the liner and shall be applied according to the recommendations of its manufacturer. 4.6.3 ANCHOR TRENCH The anchor trench shall be excavated to the line, grade, and width shown on the construction drawings, prior to liner system placement. The inspector shall verify that the anchor trench has been constructed according to construction drawings. If the anchor trench is located in a clay susceptible to desiccation, no more than the amount of trench required for the base geomembrane to be anchored in one day shall be excavated to minimize desiccation of the anchor trench soils. Slightly rounded corners shall be provided in the trench where the geomembrane adjoins the trench so as to avoid sharp bends in the geomembrane. c1wewd\repont21 17 GRouNDN'ATER TECHNOLOGY 4.7 METHOD OF PLACEMENT The installer shall be responsible for the following: • No equipment or tools shall damage the geomembrane by handling, trafficking, or other means. • No personnel working on the geomembrane shall smoke, wear damaging shoes, or engage in other activities that could damage the geomembrane. • The method used to unroll the panels shall not cause scratches or crimps in the geomembrane and shall not damage the supporting soil or underlying geotextile. • The method used to place the panels shall minimize wrinkles. Wrinkles shall be identified as to proper location and compensation shall be identified on the Contractor's and Inspector's drawings. Ballast shall be used to prevent relocation of the compensating wrinkles by wind. • Adequate loading (e.g., sand bags or similar items that will not damage the geomembrane) shall be placed to prevent uplift by wind. (In case of high winds, continuous loading is recommended along edges of panels to minimize risk of wind flow under the panels.) _ • Direct contact with the geomembrane shall be minimized, i.e., the geomembrane in traffic areas will be protected by geotextile, extra geomembrane, or other suitable materials. 4.7.1 WEATHER CONDITIONS Geomembrane deployment shall proceed between ambient temperatures of 32°to 104°F. Placement can proceed below 32°F only after it has been verified by the inspector that the material can be seamed according to the specification and approved by the Owner's Representative. Geomembrane placement shall not be conducted during any precipitation, in the presence of excessive moisture (e.g., fog, rain, dew) or in the presence of excessive winds, as determined by the installation supervisor. 4.7.2 FACTORY SEAM DUALITY VERIFICATIONS The inspector will require the Contractor to test up to as much as 20% of factory fusion welds (non- destructive air pressure test and/or vacuum test) in the field to verify factory test results. Additional testing at the installer's expense will be required if failed tests are obtained in the field. c:\wcwopepor..J21 18 GROUNDWATER TECHNOLOGY 4.8 FIELD SEAMING Seams shall be oriented parallel to the line of maximum slope, i.e., oriented down, not across the _ slope. In corners and odd shaped geometric locations, the number of field seams shall be minimized. No base T-seam shall be closer than 5 feet from the toe of the slope. Seams shall be aligned with the least possible number of wrinkles and 9ishmouths". If a fishmouth or wrinkle is found, it shall be relieved and cap stripped. 4.8.1 SEAM OVERLAP Panels of geomembrane must have a finished overlap of a minimum of 4 inches for hot shoe fusion welding and 3 inches for extrusion welding; but in any event, sufficient overlap shall be provided to allow peel tests to be performed on the seam. No solvent or adhesive may be used unless the product is approved by the Design Engineer. Samples shall be submitted to the Design Engineer for testing and evaluation. The procedure used to temporarily bond adjacent panels together shall not damage the geomembrane; in particular, the temperature of hot air at the nozzle of any spot-welding apparatus shall be controlled such that the geomembrane is not damaged. 4.8.2 SEAMING EQUIPMENT AND ACCESSORIES Approved equipment for field seaming are hot shoe fusion welders and extrusion welders. • Hot Shoe Welder, 110 Volt, 10 Amps • Extrusion Welder, 220 Volt, 19 Amps • High-speed, 10,000 rmp, 4-1/2 inch side grinder with 80-grit discs • 7.5 KW Generator, single-phase with 110/220 Volt Outputs • Power Cord, minimum S.O. type, 10 Occupational Safety and Health Administration (O.S.H.A.) approved electrical cord with O.S.H.A. approved twist-type plugs and connections • Seam Vacuum Tester for non-destructive seam and patch testing • Field Tensiometer, capable of performing seam and peel adhesion tests for quantitative testing on-site. c:\wcwd\reportJ21 19 _—_'�GROUNDWATER TECHNOLOGY 4.8.3 TEST SEAMS Field test seams shall be conducted on geomembrane liner to verify that seaming conditions are satisfactory. Test seams shall be conducted at the beginning of each seaming period, at the inspector's discretion, and at least once each 4 hours for each seaming apparatus used that day. All test seams shall be made at a location selected by the inspector in the area of the seaming and in contact with the subgrade. The test seam samples shall be 10 feet long for hot shoe welding and 3 feet long for extrusion welding with the seam centered lengthwise. Specimens 1 inch wide shall be cut from each opposite end of the test seam by the inspector. The inspector shall use a tensiometer to test these specimens for shear and peel. If a test seam fails to meet field seam specifications, the seaming apparatus and/or seamer shall not be accepted and shall not be used for seaming until the deficiencies are corrected and two consecutive successful full test seams are achieved. 4.8.4 NON-DESTRUCTIVE SEAM TESTING The installer shall non-destructively test all field seams over their full length. All test equipment, including, but not limited to the following, shall be fumished by the installer. • Vacuum Box Testing Equipment for testing single wedge fusion seams and extrusion seams shall be comprised of the following: • A vacuum box assembly consisting of a rigid housing, a transparent viewing window, a soft rubber gasket attached to the bottom, port hole or valve assembly, and a vacuum gauge. • A steel vacuum tank and pump assembly equipped with a pressure controller and pipe connections. • A rubber pressure/vacuum hose with fittings and connections. ■ A plastic bucket and wide paint brush. • A soapy solution. c:\wcwd\report.f21 20 --It GROUNDWATER "' TECHNOLOGY The following procedures shall be used by the installer: • Trim away excess sheet overlap. • Clean the window and gasket surfaces and check for leaks. • Energize the vacuum pump and reduce the tank pressure to approximately 5 pounds per square inch (psi). • Wet a strip of geomembrane approximately 12 inches by 48 inches (length of box) with the soapy solution. • Place the box over the wetted area and compress. • Close the bleed valve and open the vacuum valve. is Ensure that a leak-tight seal is created. • For a period of approximately 15 seconds, examine the geomembrane through the viewing window for the presence of soap bubbles. • If no bubbles appear after 15 seconds, close the vacuum valve and open the bleed valve, move the box over the next adjoining area with a minimum of 3 inches overlap and repeat the process. • All areas where soap bubbles appear shall be marked and repaired and then retested. The following procedures shall apply to locations where seams cannot be nondestructively tested, as determined by the inspector: • If the seam is accessible to testing equipment prior to final installation, the seam shall be nondestructively tested prior to final installation. • If the seam cannot be tested prior to final installation, the seaming operations shall be observed by the inspector for uniformity and completeness. • Air Pressure Testing (For Double Fusion Seam Only) The following procedures are applicable to those processes which produce a double seam with an enclosed space. Equipment for testing double fusion seams shall be comprised of the following: — c:\wcwcAreport.j21 21 --'GROUNDWATER TECHNOLOGY • An air pump equipped with a pressure gauge capable of generating and sustaining a pressure between 25 and 30 psi and mounted on a cushion to protect the geomembrane. ■ A manometer equipped with a sharp hollow needle, or other approved pressure-feed device. The following procedures shall be followed by the installer: ■ Seal one end of the seam to be tested. • Insert a needle or other approved pressure feed device through the sealed end of the channel created by the double wedge fusion weld. ■ Energize the air pump to verify the unobstructed passage of air through the channel. • Seal the other end of the channel. • Energize the air pump to a pressure between 25 and 30 psi, close the valve, and sustain the pressure for approximately 5 minutes. • If loss of pressure exceeds 4 psi, or pressure does not stabilize, locate the faulty area, repair and retest. ■ Remove the needle or other approved pressure feed device and seal. 4.8.5 DESTRUCTIVE SEAM TESTING The installer shall provide the inspector with a minimum of one destructive test sample per 500 feet of seam length from a location specified by the inspector. The installer shall not be informed in advance of the sample location. ■ Sampling Procedure In order to obtain test results prior to completion of liner installation, samples shall be cut by the installer as the seaming progresses. Sampling times and locations shall be determined by the inspector. The inspector must witness the obtainment of all field test samples, and the installer shall mark all samples with their location, roll and seam number. The installer shall also record in written form the date, time, location, roll seam number, ambient temperatures, and pass or fail description. A copy of the information must be attached to each sample portion. All holes in the geomembrane resulting from obtaining the seam samples shall be immediately repaired. All patches shall be vacuum tested. c:\wcwtl reporLj21 22 ---41;'GROUNDWATER TECHNOLOGY • Size and Disposition of Samples The samples shall be 12 inches wide by 24 inches long with the seam centered lengthwise. The sample shall be cut into two equal length pieces, half to be given to the inspector and the other half to be given to the owner's representative. If the installer desires a sample, the size should be increased to 12 inches wide by 36 inches long. • Field Laboratory Testing The inspector shall cut ten, 1-inch wide replicate specimens from his sample, and these shall be tested by the inspector. The inspector shall test five specimens for seam strength and five for peel strength. To be acceptable, four out of the five replicate test specimens must — pass. Any specimen that fails through the weld or by adhesion at the weldsheet interface is a Non-FTB break (see FTB note under Section 4.4) and shall be considered a failure. ■ Independent Laboratory Testing The inspector will package and ship at least two seam samples received from the installer to a laboratory for the determination of shear and peel strengths. The test method and procedures to be used by the independent laboratory shall be the same used in field testing, where seam samples are 1 inch wide and the grip separation rate is 2 ipm. Four of five specimens per sample shall pass. • Procedures for Destructive Test Failure The following procedures shall apply whenever a sample fails the field destructive test: ■ The installer shall cap strip the seam between the failed location and any passed test location. • The installer can retrace the welding path to an intermediate location (at a minimum of — 10 feet from the location of the failed test), at the inspector's discretion, and take a small sample for an additional field test. If this test passes, then the seam shall be cap stripped between that location and the original failed location. If the test fails, then the process is repeated. • Over the length of seam failure, the Contractor shall either cut out the old seam, reposition the panel and reseam, or add a cap strip, as required by the inspector. ■ After reseaming or placement of the cap strip, additional destructive field test(s) shall be taken within the reseamed area. The reseamed sample shall be found acceptable if test _ results are approved by the inspector. If test results are not acceptable, this process shall be repeated until the reseamed length is judged satisfactory by the inspector. In the event that a sample fails a laboratory destructive test, then the above procedures shall be followed, considering laboratory tests exclusively. c:\wcwd\report.j21 23 —_k--GROUNDWATER TECHNOLOGY 4.8.6 DEFECTS AND REPAIRS All seams and non-seam areas of the geomembrane shall be inspected by the inspector for defects, holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter. _ Because light reflected by the geomembrane helps to detect detects, the surface of the geomembrane shall be clean at the time of inspection. The geomembrane surface shall be brushed, blown, or washed by the installer if the amount of dust or mud inhibits inspection. The inspector shall decide if cleaning of the geomembrane is needed to facilitate inspection. ■ Evaluation Each suspect location in seam and non-seam areas shall be non-destructively tested as appropriate in the presence of the inspector. Each location that falls the non-destructive testing shall be marked by the inspector and repaired accordingly. • Repair Procedures ■ Defective seams shall be restarted/reseamed as described in these specifications. • Small holes shall be repaired by extrusion cap welding. If the hole is larger than 1/4 inch, it shall be patched. _ is Tears shall be repaired by patching. Where the tear is on a slope or an area of stress and has a sharp end, it must be rounded prior to patching. • Blisters, large holes, undispersed raw materials, and contamination by foreign matter shall be repaired by patches. ■ Surfaces of HDPE which are to be patched shall be abraded and cleaned no more than 15 minutes prior to the repair. No more than 10% of the thickness shall be removed. Patches shall be round or oval in shape, made of the same geomembrane, and extend a minimum of 6 inches beyond the edge of defects. All patches shall be of the same compound and thickness as the geomembrane specified. All patches shall have their top edge beveled with an angle grinder prior to placement on the geomembrane. Patches shall be applied using approved methods only. ■ Restart/Reseaming Procedures The welding process shall restart by grinding the existing seam and rewelding a new seam. Welding shall commence where the grinding started and must overlap the previous seam by at least two inches. Reseaming over an existing seam without regrinding shall not be permitted. cAwcwd\repon.J21 24 —_�GROUNDWATER TECHNOLOGY ■ Verification of Repairs Each repair shall be non-destructively tested, except when the inspector requires a destructive seam sample obtained from a repaired seam. Repairs that pass the non- destructive test shall be taken as an indication of an adequate repair. Failed tests indicate that the repair shall be repeated and retested until passing test results are achieved. Daily documentation of all non-destructive and destructive testing shall be provided to the inspector by the installer. This documentation shall identify all seams that initially failed the test and include evidence that these seams were repaired and successfully retested. c:\wcwd\report.j2l 25 GROUNDWATER TECHNOLOGY 4.9 BACKFIWNG OF ANCHOR TRENCH The anchor trench shall be backfilled and compacted by the general contractor as approved by the inspector. Trench backfill material shall be placed in 8-inch thick, loose lifts and compacted by wheel rolling with light, rubber-tired or other light compaction equipment. Care shall be taken when backfllling the trenches to prevent any damage to the geomembrane, geotextiles, or geonets. At no time shall construction equipment come into direct contact with the geomembranes, geotextile, or geonet. If damage occurs, it shall be repaired by the installer prior to the completion of backfilling. c:\wcwdPeportJ21 26 _ GROUNDWATER TECHNOLOGY 5.0 SUMMARY AND CONCLUSIONS On behalf of WCWD, we have provided all historic data available on the site. The data indicates that shallow groundwater has been impacted with very low concentrations of volatile organic compounds. It is difficult to assess whether or not this impact occurred before or after the ponds were lined. Only one registered shallow groundwater well (less than 50 feet in depth) is present within one-half mile downgradient of this site. The data from the ponds indicate that concentrations of organic compounds decrease after aeration. WCWD proposes to aerate the ponds in order to lower the concentration of organic compounds in Pond C, thus limiting the potential for organic compounds to leach out of the ponds. WCWD, with the approval of CDH, has proposed a liner integrity inspection schedule and to reline all the ponds onsite with 40 ml HDPE over the next five years, as well as, to continue to monitor the groundwater quality at the site. cAwcwe„epon.l21 27 _ --�GROUNDWATER TECHNOLOGY APPENDIX A _ Subsoil Investigation - Chen & Associates August 29, 1979 —`�GROUNDWATER TECHNOLOGY chen and associates, inc. c CONSULTING ENGINEERS S0II&F0UNDATI0N 96 S. ZUNI • DENVER, COLORADO 80223 • 303/744-7105 ENGINEERING INVOICE FOR PROFESSIONAL SERVICES To: Lind-Lyres cnd Associates, Inc. Aucust 31 , 1979 17 North 12th Avenue brlchton, Colorado E0601 Job No. i ,030 Invoice No. Subscll Irro•_stl^ation Proposed Evaporation Pond, County Roads 12 and 35 West of Nucsnn, old County, Coioraec. Ling-Ayres Project !io. 5273. Fri,.. .. :r_ST i CIATI D Sarclinc 14 Ft. C 3.75/ft. g 690.00 tci7 GA M . _ 1 . 1C/mi . %�•L0 .`:Lic Enrineer 16} Hr. z 2C.00/hr. -. .. . TE .T 11:;. : ._. Anal . - is Flne ,-P `_o 2CC) 7 Tests C 20.00 ec. 11,_ .DC .r !y (--_ . only) 7 Tests = 7.53 ea. cr Li-Jts 2 Tests C:.:?" ea. !ioistere 5ensitv IC Tests - 3.00 ca. t:1.00 2 Loots (or incr.) ' 2_ ,00 ea. !; 0.01 .Try..• : Fhaar Specimens c 50.30 ca. 577.7.. 1 Test L5.00 ea. t.. Principal =n-4incer 3 Hr. i!` .C /hr. .- Prate.-, _nc , neer hr. - .00/n. . Staff _ in_ ._ i Hr. D•n/t:r. :re'tsnar. ..- Hr. 15.G3/hr. Hi_:=LLLE:Ct. .vet.. or Pic':. •p "ileaneYi . Cc, yinc S Fe.pronuntian • . .,.. ._ GUS S _ . ._ 3c • OFFICES: COLORADO SPRINGS • GLENWOOD SPRINGS, COLORADO • CASPER,WYOMING • SALT LAKE CITY,UTAH 8 chen and associates, inc. Oat% CONSULTING ENGINEERS r SOIL F.FOUNDATION DR S. ZUNI • DENVER, COLORADO $0223 • 303/744-7105 ENGINEERING SUBSOIL INVESTICATICN PROPOSED EVAPORATIC4 FOND COULII'Y ROADS 12 and 35 WEST Cr HUDSON WELD COUNTY, COLORADO LEND-AYRES PROJECT ht. 9273 Prepared Fbr: LIND-AYRES AND ASS IATES. INC. 17 NORTH 12TH AVENUE BRIGHTEN, coL oRADO 80601 Jab No. 19,030 August 29, 1979 TABLE OF aaNrnns CONCLUSIONS 1 SCOPE 2 PROPOSED CONSTRUCTION 2 SITE CONDITIONS 3 SUBSOIL CONDITIONS 3 POND CCtNSTRUCTICN RECOMMENDATIONS 4 MISCELLANEOUS 7 FIG. 1 - LOCATION OF EXPLORATORY HOLES FIGS. 2 and 3 - LCCS OF EXPLORATORY HOLES FIG. 4 - SWELd_CCNSOLIDATION TEST RESULTS FIGS. 5 and 6 - DIRECT SHEAR TEST RESULTS FIGS. 7 through 9 - GRADATION TEST RESULTS FIG. 10 - COMPACTION TEST RESULTS TABLE I - SIP44ARY OF LABORATORY TEST RESULTS OCNC LUSICNS (1) The subsoils consist predominantly of fairly clean to silty and clayey sands overlying stiff clays below approximate depth, 10 to 20 feet or deeper. Groundwater table was relatively shallow, encountered at depth 2 to 13 feet below existing ground surface. (2) Rile natural subsoils are suitable for support of the proposed low embankment sections. Existing fill embankments within the new pond and emergency pail should be reconstructed. The on-site soils are suitable for use as enbanlanent fill material. (3) A bentonite liner combined with the on-site soils can be utilized to seal the proposed ponds. Consideration should be given to design pond bottan elevation with respect to existing groundwater level and possible rise to prevent buildup of excessive hydro- static pressures and rupturing of the liner. 2 SCOPE This report presents the results of a subsoil investigation for the proposed evaporation ponds to be located at the southeast corner of County Rids 12 and 35, Weld County, Colorado. The report presents the general subsoil conditions and ter.-,mended pond construction procedures. PROPOSED COHSig[JC'PICN The proposed evaporation ponds will consist of an emergency pond immediately south of the existing operating pond with the main pond located immediately to the east. Figure 1 shows the approximate pond locations. The ponds will utilize both cut and fill sections to obtain a bottom elevation of approximately 5082 for the main pond and 5086 feet for the emergency pond. Water impoundment depths will be on the order of 6 to 8 feet for both ponds. Tentative interior and exterior slopes of 5:1 and 3:1 (horizontal to vertical), respectively are proposed. Existing embankments located south and east of the existing operating pond will be removed and/or reconstructed. Estimated cut and fill depths with respect to natural ground surface, are estimated at 10 to 12 feet, respectively. A bentonite liner is proposed to seal both ponds. The perimeter slopes will be revegetated and the embankment crest will have adequate width to pass light vehicular traffic. No provisions for rapid drainage of the ponds are proposed. - 3 - SITE CONDITIONS The site is presently developed and located approximately 5 miles west of Hudson. Existing development consists of plant facilities and a small bentonite lined pond within the northwest corner. Two non-lined ponds are located immediately to the south and west, which were being drained at the time of our investigation. Due to past site grading, the topographic relief across the site is irregular, with an elevation differential of approximately 14 feet dam to the south, southeast. Within the low area at the southeast corner of the proposed main pond, the ground surface was wet and had a chemical odor apparently caused by previous pond leakage. This area may also have been cut for borrow material to construct the existing embankments. Spear Canal crosses the southeast corner of the site. Vegetation consists predominantly of weeds. SUBSOIL CONDITIONS The subsoil conditions were investigated by drilling 11 explora- tory holes within the embankment and pond bottom areas at the approximate locations shown on Fig. 1. Graphic logs of the subsoil profiles encountered at the test hole locations are shown on Figs. 2 and 3. Generally, the existing embankment fill and natural subsoils consists predominantly of fairly clean to silty and clayey sands overlying stiff clays below approximate depth, 10 to 20 feet or deeper. Field penetration resistance tests indicate the existing embankment fill to be predominantly loose and the underlying natural sands to be loose to medium dense. Direct shear test results presented on Figs. 5 and 6, indicate the sands to have moderate shear - 4 - strength characteristics in their natural state and when compacted. _ Compressibility tendencies of the sands are shown on Fig. 4. Gradation analyses, presented on Figs. 7 through 9, show the sands to be fine to medium-grained. The underlying clays are medium stiff to stiff and contain same interlensed sands. At lest Hole 10, coarse grained sands were encountered below the clays at depth 18 feet. Groundwater depths were relatively high and encountered fan near ground surface to maximum depth 13 feet. Within Test Holes 1, 2 and 5 through 7, water level wes encountered slightly below to above natural ground surface. Water table, at least in this area, appears to be unusually high, possibly due to prior pond leakage. At the north end of the site, Holes 3 and 9 through 11, water level approximately coincided with the top of the underlying clay layer. FCVD CCKSTFt)C.TICN RECCMENEATIQ5 The natural soils at the site are suitable for construction of embankment fill-cut sections having a maximum slope of 3:1 (horizontal to vertical). Differential settlement beneath ambenkmnent areas due to foundation loading and wetting should be tolerable for the proposed construction. The following design and construction details should be observed: (1) The existing ground surface should be cleared of all vegetation and existing embankment fill sections removed. A nominal size key trench, 3 feet deep and 8 feet wide at the hare, should be excavated beneath the new embankment crest. Since a positive - 5 - cutoff will rot be made, excavation need not extend below groundwater level unless existing fill extends to greater depth. If this occurs, pumping to lower the artificially high water table may be required. The exposed surface within the entire pond area should then be scarified a minimum 6 inch depth, moistened and compacted. _ (2) Fill placed within enbanlanent sections and beneath the pond bottom should be compacted to at least 95% of standard Proctor density (ASIM D-698) at a moisture content near optimum. Cn-site sands obtained during excavation or similar soils from adjacent site locations are suitable for use as fill material. _ (3) Interior slopes should be over built and trimmed back immediately prior to liner placement to insure proper compaction and minimize moisture loss at the slope face. (4) Cut and fill slopes subjected to proposed impoundment depths should be stable at a maximum 3:1 design grade. Minor sloughing of the 5:1 interior slope at the water surface could occur and require some maintenance. Use of slope protection would reduce the potential for localized sloughing. (5) Embankment sections subjected to occasional vehicular traffic should have a minimum crest width of 12 feet. This type traffic should not significantly affect the stability of the embankment for the design configuration. A gravel surfacing can be utilized to minimize wind erosion or rutting of the surface. (6) The bentonite lining material should be a high swelling, commercially produced grade. We recamuerr7 a minimum application - 6 - rate of 8 lbs. per square foot thoroughly mixed with the rmer 8 inches of soil to obtain a relatively impervious liner material (less than 1 foot per year). Canpsction of the liner should be to at least 95% of standard Proctor density. In-place applica- tion and mixing of the bentonite per manufacturer recommendations should be feasible. The contractor should be aware of passible problems with mixing and canpacting on slopes. Sane cracking of the seal could occur as the result of wetting and drying. The high swelling type bentonite should help healing of the cracks. We also recaunerd a minimum 6 inch compacted soil layer cover the liner which will help protect it against degradation. Protection of the liner against erosion due to agitation at inlets should also be considered. (7) Existing groundwater levels at the site are relatively high. If these high levels were artifically formed due to past pond - leakage, natural lowering should occur. We recoamend monitoring to verify this, especially adjacent to the emergency pond. If pond bottom elevation is placed close to water level, there is a risk of liner rupturing duce to excessive hydrostatic head. At the north end of the proposed main pond, the underlying clay layer could cause a temporary high perched water level to develop. We reconnend the pond bottan in this area be elevated or the clays excavated to provide a minimum 3-foot depth of sand below the clay liner. If a lower pond bottan elevation is desired in this area or other areas where water table is high, extensive under drainage below the liner may be required. - 7 - Consideration should also be given to drainage of off-site surface waters around the embankment to prevent excessive pon ding depth and possible hydrostatic uplift. MXSCILLAMEUS This report has been prepared in accordance with generally accepted soil and foundation engineering practices in this area for the use of the client for design purposes. The conclusions and recdnmendations submitted in this report are based upon the data obtained from the exploratory holes drilled at the locations indicated on the exploratory hole plan. The nature and extent of variations between the exploratory holes may not become evident trttil excavation is performed. If, during construction, soil, rock and ground water conditions appear to be different from those described herein, this _ office should be advised at once so that revaluation of the reeanmendations may be made. We recommend on-site observation of excavations and testing of fill placement by a soil engineer. CHEN AND ASSOCIATES, INC. By Steven L. Pawlak, P.E. Reviewed By Richard C. Hepworth, P.E. SLP/lmt LI+w. Scale - S 1" - 200' a N I ~ I _ 0 I u -- Weld County Road#12 I— ' e �-w''' �� Wll �, Hole 9 �H 10 C Office /�( Existing - J J Plant Facilities � �--� •Hoie 11 (Exising� Hole 3 �l/�y( Approximate operattn9: /c•�. �� \, y/ location, new Pole d._� ,+/ \1 \ J\✓X evaporation pond. i \) ... . \( / 1 in2\____ / / I - -_ m I) Hole ? `�� 4 — lm\ Hole ..J ' \ I Hole 6* so J ) ", ff77--• • wo 1 ......13-zz".• Hole 7 Existing Pond eo / // be reconstruct d i (...( Speer Canal �� 1 ' \\ __J /19,030 LOCATION OF EXPLORATORY HOLES Fig. 1 N N W 1333 - N011VA313 'o� °' S Ii I I I I I I I I I I I I I I I I I I I I I I I I I I I I r I l se CA 0LA 01 CO CO LA o In Q In LA LA IA 0 0 0 0 in In IA J a- x W ti- - O 0 to I Na O C Al N ..... n 0 3 I 0 '0 J a+ N- y CO _ W s IMf op CO l E - _ . gym ' ma 0. LA — . 0.'- - o N N 'Co I 0 _ - •0 to .. UN CO CO CT Ti .. : .� :.-•� Vii::':.-'•-,:'t••::: f;::�'� . . ILI t III r N. 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O WI a L_43 a 'C L c Y -C L O L C — Y E as Q U O 7 g O O Y 0 N C J — • C'V C 0 a.u —•.• U C t 3 L L 3 L 3 CJ C O U —" 9 E a U 44 3 44 3 O • w 3 N I in L O L — Y I I a N 'S O 0 C O 0 7 VI 4. O J T V) 'a v 4.0 IA 3 O C .0 u • O O d 0 N L CL CS' CI . a+ U — �-C .44 Y in C C 3 .C C .C L .C •-• 3 O J 1 CI O T� C - C •- C .0O N G 44 Y O.ea a a O , , O , • N E N E N O S - O o u O .. N r W 3 0 1 J O- .- _ W IL C-14.1 lit `N tJ N W—. _ ...I rip 1—ol ..--....... a. ...... MW t 01 01 133d - NOflVA313 . I I I I I I 1 1 1 1 1 I I I I I I I I I I I I I I 1 I I I I I L'1 0 N 0 a 0 in - L1 IA U1 a a LA LA - ? •- N N •O 44 N CV i I 0: l\. ` 2 c FF ms�ss.. 01 r• '1 r _03 f • V O ' O. N di •03 cOca T , .7' W 2 5 - 043 iii t . i : _ or ffl 1n O NN 3 I I Ji W / L Y O CO J O N. • q N w1 01 - e 141ua 'o; ;m. CO ' X c 30 O CO -- LO 0 t pt CC o III i t t N 0 LA 0 0 01 01 Co CO N.NN N. 0 0 0 0 0 0 0 N N N N N N N 0 I I I I I I I I I I IIII III 1 1 1 1 1 1 (.._ I I I I rON . . . 133J - NOIJVA313 a CHEN AND ASSOCIATES • N I Dry Unit whin . 91 .1i pct N atural Mei C � peewit 0 1 e 2 — �`— Ad 1 compressicn undhr co ressure. due to sett rg. 3 5 - 6 Sample of sard `rmt Ho e 8 at depth ! ' ' I.a 100 ~I APPLIED PRESSURE — •at I Dry Unit weight r. 105.4 pct Natural Moisture Content a 4.5, percent ee 0 1 w Acd tloral compression nicer cqm trot pressure du: to we .tl at. — a 2 — 3 4 1/4%O 5 — Sample of sand fro., hole 11 a2 depth 4 0' 0.1 1.0 10 100 APPLIED PRESSURE - hat F1$. 4 #19,030 Swell—Consolidation Test Results �L- CHEN AND ASSOCIATES _ Consulting Soil and Foundation Engineers TEST NUMBER 1 2 3 4 I #2@ /2@ #2@ ' LOCATION 0-1 0-1 0-1 - . - 1 HEIGHT- INCH 488 .488 .488 6 I I ...--*-----b-a. DIAMETER INCH 1 .945 1 .945 1 .945 . { 12 WATER CONTENT - $ 10.9 10.9 10.9 I ` ,— DRY DENSITY - pcf 106.9 106.9 106.9 4 ( I CONSOL. LOAD - ksf 3.00 6.00 9.00 0 m — NORMAL LOAD - ksf 3.00 6.00 9.00 4, • -_ I SHEAR STRESS - ksf 1.60 4.50 6.00 on 2 }I — Remolded to 96% of ASTM I �f DI ,. TYPE OF SPECIMEN D-698 � I r — SOIL DESCRIPTION Fine sand j 0 l{ 10 20 — TYPE OF TEST Consolidated, submerged, single Horizontal Displacement shear (Inches x 10-2) — TAN 0 0.70 Strain rate: 0.016 In/min. 0 35° -. COHESION - ksf li 11 I it . 6 I I I I I — 1I1 I Ili I I II II ! ll ! I I I ! I 11l Y I ( II ii I III ! l III ' III 04 ' ii ! I II . I liil ill III I1I 4) IIII III III Ill III 1 ! I lif , II III II III II III I IIIL. II Ali III ! I III ! 2 l i l I ! l ! I I j i ! I I I I I i !,, i i i i I I II I I ✓ I ! i ! lil II it ! Il — 0 I ' ll Ilil Ii II I I I ! ii I 2 4 6 8 10 Normal Stress - °ksf #19,030 Fig. 5 -.10c ' cL,r A0 Trc•r DCcII. Tc CHEN AND ASSOCIATES _ Consulting Soil and Foundation Engineers 8.0 TEST NUMBER 1 2 3 4 - __ -----r-,, I — 9@7 9 € 7 9@7 - LOCATION - - i I HEIGHT- INCH 0.50 0.50 0.50 6.0 - F DIAMETER INCH 1 .94 1 .94 1 .94 Y WATER CONTENT - % 3.0 3.Ostim t5d ,— / DRY DENSITY pcf 95.1 95.9 101 .8 g4.G / I I 4 T CONSOL. LOAD - ksf 3.00 x:6:00 9.00 O I- C NORMAL LOAD - ksf 3.00 6.00 9.00 r i N 4-----� ----II SHEAR STRESS - ksf 2.67 4,57 7.61 2,C 1 _ TYPE OF SPECIMEN California liner J I i SOIL DESCRIPTION Slightly silty sand 0 116 - 20 — TYPE OF TEST Consolidated, submerged Horizontal Displacement single shear (inches x 10-2) — TAN 0 0.78 Average strain rate c 0.01 in/min. 0 380 COHESION - ksf I I I I — I I I, I t i 7 I _ Y • VI 9 Illi 1 I l i I l I I I I i L 6 I I ! l I I 1 j I L i111 it i ! ! I 1 IIII ii 11 Iiil , I III I IIII III - 3 I i i ! I I I I I 1 1 i _ I II I I ( IIII II I I Hii III III II I IIII - III II _ III III I I I 0 3 9 Normal Stress - ksf — #19,030 Fig. 6 fl1DCrT CUCAD TCCT DCCIIITC CHEN AND ASSOCIATES _ Consulting Soil and Foundation Engineers I V ASS I r • .Y or AMA T11 u A I A N[ R, •• SI glee GLEAN .01St O .1I» lrl �.1 4.02 •t-640•!0 4 V 44. \' I re es- • »r •r •r Ir 1 1 all �w -a �r — • = 1 Y y "� I ' i _ z I }#{ f i • ii »! i ; 1 ; r • i11 , L _It-1 ;1 1i ( 1 or I ; 1 11 wA 1 Y j 121 { i i t z 1l »T i i f j , T i _� zI }i » i } i t S { 1 j .Lauri .i iILs 2 A . .iu-i [ k4 t . .1= L i r- JP• r 1.11 >. •w ►w w. al 11v •+f tot w BST*Wen[• DI •I I ea Br LI II IILLI�ITIRi I CLAY I I TO SILT 14h&STIC1 1 COIKIS GRAVEL 0 % SAND •/ 89 .% SILT AND CLAY 11•(% %LIQUID LIMIT ICI TY INDEX S _ SAMPLE or Sand fill room Hole 1 at depth 4 feet NTDR0r[f[R ANALYSIS San MI ALMS Ir�L Tlrlt •EADINSI u S ITANDARD IISIEI•. 1 CLAIM SOUSSE re wee iM »r .r •r tam •100 •M 64D•a •. h 64 i \ •w Ise • • r re n i- as I . -I i ti I— I • i j t i _ .•s 1 . • • 3 i 7 1 »Y 4 = - - i 1 _ �,IA a I L.. t i7 1 ' 1 -4 r 1 = i .. se INSOtt m O01 On 03101 ON M ►W I LL III Illll •. IN ., fl wt '11:.'.. I I �� 1000OLAA CLAY 4 6666 N1 to SILT 1 .P'_4511C1 1 11R Plus GN Al Lyt./[ — CARAVEL Q % SAND 89 % •I LT AND CLAY 11 % LIQUID LIMIT % ICI TY INDEX % %AMPLE or Sand fill r"OM' Hole 2 at depth 0-1 X19,030 Fig. 7 GRADATION TEST RESULTS CHEN AND ASSOCIATES — Cwrultino Soil and Foundation Engineers 134ttarrogn' iv DNS I I,. Y $ R AS. NO or SE IEE•t GLUM SWAMI aPENMty TIC .. •.p •so ti0•1ID 54 r• �• T r WMR pr ar •r I . • _ ammaaneasamonensabasaaampmams tim.lailtISIMMOS.N.M.MaiMminIONrrr--M— rN rr iSgaISIM•alle��rr� •r�Mr�marNrNli amaana aammomm. as a Nes _ se m.' ___ w r S �w S — • es • I =�.area• el _ -- N'r • R•1I 2. r� �— ---��.• � . as pf I ••��amar__air— F mI=INiS -- �� W r —�N—— —s__a —ammom. aim. Pr � 1WS M— r —•ter— p a r IMIM.IMEMOISH11SegaiMelfl.a1I•. •••iilmaiSIMIIMIlle ea eseemramorromeeme 000.0. IS .— ewe-- r—MM�M—MMN-- —e ��r S—��M—�- -rte 66666 ••• �— --—��a p 1 — �_r --_prr ��r� • m le AS On DST ati W SIl NO t H •w &! al a. t WIT • DI M On I LE le MILL! CLAY I I TO SILT 0.4•MTICI -I I I.--I 1 r wastes 0 % SAND 7W%88 SILT AND CLAY 12 % LIQUID LIMIT ICI TY INDEX 7s — SAMPLE or Sand fill PROM Hole 2 at depth 9 feet rroROrETII •NALYSIS I SI[ME D•ALMS y.S�L TINE WESDIME U $ STANDARD S[RIU•e ( CLE•. SWUM[ OPEMIS i �Y wr Mr •r Ir hw •w swan 4 A •• A' •• ”R' T TV r i f �W I ;_44 , p` T , •• } 7 1 r 7 1 T , r Ts 7 T 4 _ la;a I - -4 w: C , 1T 7 ll Iw , r t is. I. z • • _ 1-1 •E NO k C=r1 IMO / 1 . ` Y p 1/ } w w weasel. an•••.r_ N••.Pea Nr.NAM DS DS WS pt MT Or W Rr MO 6 N •R or a' a' TRI 'Ilia. I ME DI• TER Of PaliI Li III MILLI ETroS tie YE i CL•T 1.6.61 CI TO SILT IWi RNTiU 1 no( p�Yr ' oat � � �M� — /W GRAVEL 0 SAND %66 % SILT AND CLAY 12 LIQUID LIMIT ICITY INDEX SAMPLE or Sand fill 'mom Hole 5 at depth 7 feet X191030 Fig. 6 GRADATION TEST RESULTS CHEN AND ASSOCIATES Consulting Soil and Foundation Engineers Nr•*OMIT It ANA r I I V •RA I LI u $ a •N• •. UCUM,S'(S o CM, MANNA D•ERlS •r •Ns Ism ,• 0400 ••D•.e•lt •r OD •• tee ►• y r rr •rA Ms w 1 r t—T-mo _ j t - 1 _ _ 1 t !lt-- iimminimimail • r — t . j j w! _ 1 1 w1M a S — a Y r r •• I i 1. i 4 1 ,DA - I 4 4 4Ti 1 { { , } 1 1 T 4 Dab m w m1 cN w ar. . WO i4 I. •w cr •i I►. ••t Elea I• I Dial a PAR I LE ID •ILL �{y� 7 m mpur jw••Ln CLAY I KI TO SILT Iwn•hM•Ki 4 nil i[Dru• I GD••RI •411[ I Ti .— ORAVEGRAVEL. 0 % SAND S186 % •ILT AND CLAY ¶14 Ti LIQUID LIMIT ICITY INDEX Ti SAMPLE or Silty Sand nom Hole 6 at depth I-4 feet I MTOROe[TL t ARALrl 1{ EIZI ••ALr CL TIME R[•OIMl •400 u S•1O STANDARD D {'S[S nl •, be souse' onesrr •M• sous es •N• I•• , at — , . I I 1 1 l ii i I 1 j 1 l • r wi R X i r { 4 00x, • • T t r • I�t 00 FTr�l�r. OR .- a Oh f 3, OH 4M art RN I • p. ea •■ 10 t•I 1S/ 0IY I DISNEY[■ Of • TIC ORLt IR WILL? l CLAY Ih.••IC) TO SILT IwA-n• %•+tc, I .l.[ tlly. 1 .wwc: "UMW "DDt[l _ S %AVEL 0 SAND �r 94 SILT AND CLAY 6LIQUID LIMIT /• ICITY INDEX Ti7R SAMPLE Or Sand •NOM Hole 9 at depth 7 feet — Flg. 9 #19,030 GRADATION TEST RESULTS CHEN AND ASSOCIATES _ Consulting Engineers Soil and Foundation Engineering RYD*or[t[f IIRAS u $OOO5 MID f tVJ ♦R�1flf rt 1[aa I SYaNID uilu„ 4 case w Minau.aMinaTI r aim se .IM ow fti •• IC IC .'' > •-r r •� Mtn ar • a a j 1 a 1 Z = 40. 1 j ( , ; II r t 2 F ? i 1 �a• a Y Sag 1 1• 1 z zJ 1 ' a _ r I 1 I 1 n t + 7 __ I4. i le4 1 1 1 z r OD CO BO SO a a yr An at or I no lit itp t• an it om MI tat ItILp i- Du•Etta Cl ► SAIL[ IN WILL'S — Qet CI 10 NU 0-KW ICI DOHLu GRADATION TEST RESULTS - ORAVEL 0 % SAND aa/I 89 TO •I LT AND CLAY 11 ~/1 LIQUID LIMIT To ICI TY INDEX n MOISTURE ;PERCENT OR DRY WEIGHT 20 2S 1 5 W 15 Iu i 4 awns"! - Do, MoSI.. CUN.0 .....'... �... .� r. 1103 1 •i 1 L _ - . ..... ... . 10.4 .10 { __ F i J Ito 1 4 E I I t t el 110 I• er...r..........e*P.......................:71 C t Y O 100 s -4. E , O --a- SO eD COMPACTION TEST RESULTS COMPACTION TEST PROCEDURE ASTM D-698— Fly. 10 O5,030 SAMPLE Or Silty Sand "OM TH 2 DEPTM 0-1 C• .— — , - W 6 Y 'i J I- _ _ C •' 5 9 101 O O ... is N M O an 1r Y- Y- W 1f Iw ON v "0 _ _�- c c c - c - • N VI a N N� N VII N N II N NS VY N N VI O I { a F f.0 O O Z 2 O W - 6I N 11.1 Is N ma - N - O NO O N 4I' 1P Jr - CO N W a O_ in •••• Ins d ' 1 O. O fJ V W D N Z O N W = 7 LL f _ N W a 1` 10n < cc' - I iI L) ti. I r in O: In CO J O in a F- in W . ..o ill W x a l" 0 Q Fl Inn Q W H C CL ar F V W ' _ - - _ V3 0O N ° IT W r Z W W in — < J Q C. Z--' m z U N z I- Cr I-.- m a - W: o .h 24 Q w J w i S N z J (J J Wd a gal m o � z IL W ; iT 0 V 0 c• al H J a • I- N R {r OJ f` 1%. ..O 0 in d p... S 0 O N a 4 CC Z d 0 -O 0 0 CO ON O C) ON1 O O1 0 F- 0 2 a a _ D J W U) a C: a - j f S- a coCD 1 NO CO - 11 CO •••• r... _ N I In O V1 F h - N. N a m - in N I� V\ O Co) M O I"1 N S a O — — — — — N — a . I — 1- W 0 - 00000 O S O O 0 0 0 0 0 WI a O 01 S S a N I.• , • • • . • • • • • • • • • a - N S I.. a s Cl a — O ..LL� .. — W J o — 04 11 a In '.O r- a0 01 0 I — - APPENDIX B Hydraulic Conductivity Test Data -`'GROUNDNATER TECHNOLOGY BAIL TEST FOR MW-6 log t ( min) —4. 00 —3. 00 —2. 00 —1 . 00 0. 00 1 . 00 1 . 00 I I I I 1 . 00 o + O + Match c 0. 67 — Point — 0. 67 0 0 o = of- 0. 33 — e — 0. 33 — + o 0 0. 00 I I I I 0. 00 —3. 16 —2. 16 —1. 16 —0. 16 0. 84 1 . 84 tog Tt /rc. 2 o — Dat a + — Type Curve Slug Test : alpha = —6. 0 MATCH POINT SOLUTION t = 1 . 000E-0003 Transmissivity = 2. 070E+0003 gpd/ft Hydroulic. Cond. = 6. 899E+0001 gpd/sq ft Tt /r c.. 2 = 6. 918E-0003 St or of iv i t y = 1 . 000E-0006 WELL INFORMATION WELL IDENTIFICATION • _ MW-6 DATE OF AQUIFER TEST : 09/23/93 AQUI FER THI CKNESS ( b) : 3. 000E+0001 ft VOLUME OF SLUG (V) : 2. 619E-0001 cu ft EFFECTIVE RADIUS : 1 . 667E-0001 cu ft WELL RADIUS AT MEASURED WATER LEVELS ( rc) . 1 . 667E-0001 ft ❑� GROUNDWATER DOD TECHNOLOGY , INC. BAIL TEST FOR MW-9 Iog t ( min) —4. 00 —3. 00 —2. 00 —1 . 00 0. 00 1 . 00 1 . 00 , , I , 1 . 00 t + Match + 0. 67 — Point o — 0. 67 o + x x + 0 0. 33 — t — 0. 33 — e + a 0 o 000 0. 00 I I I I 0. 00 —2. 61 —1 . 61 —0. 61 0. 39 1 . 39 2. 39 Iog Tt /rc.. 2 o — Dat a + — Type Curve Slug Test : alpha — —6. 0 MATCH POINT SOLUTION t = 1 . 000E-0003 Tronsmissivity = 7. 344E+0003 gpd/ft Hydraulic. Cond. = 4. 080E+0002 gpd/sq ft Tt /r c.. 2 = 2. 455E-0002 St or at i v it y = 1 . 000E-0006 WELL INFORMATION WELL IDENTIFICATION MW-9 DATE OF AQUIFER TEST : 09/23/93 AQUIFER THICKNESS ( b) : 1 . 800E+0001 ft VOLUME OF SLUG ( V) : 2. 619E-0001 cu ft EFFECTIVE RADIUS : 1 . 667E-0001 cu ft WELL RADIUS AT MEASURED WATER LEVELS ( rc) : 1 . 667E-0001 ft ❑D© GROUNDWATER ODE TECHNOLOGY , I NC. BAIL TEST FOR MW- 12 log t ( min) -2. 00 -1 . 00 0. 00 1 . 00 2. 00 3. 00 1 . 00 I I I 1 1. 00 _ o + ad of Mot ch of - Point 0. 67 - ® - o 0. 67 c x s o +O 0. 33 - +° - 0. 33 ti- 0+ 0. 00 I I I I 0. 00 -2. 62 -1 . 62 -0. 62 0. 38 1. 38 2. 38 log Tt /rc_ 2 o - Dots - + - Type Curve Slug Test : alpha a —6. 0 MATCH POINT SOLUTION t = 1 . 000E-0001 Tronsmissivity = 7. 176E+0001 gpd/ft Hydraulic. Cond. = 3. 987E+0000 gpd/sq ft Tt /rc. 2 = 2. 399E-0002 Storot ivity = 1 . 000E-0006 WELL INFORMATION WELL IDENTIFICATION MW-12 DATE OF AQUIFER TEST : 09/23/93 AQUIFER THICKNESS ( b) : 1 . 800E+0001 ft VOLUME OF SLUG (V) : 2. 619E-0001 cu ft EFFECTIVE RADIUS : 1 . 667E-0001 cu ft WELL RADIUS AT MEASURED WATER LEVELS ( rc) : 1 . 667E-0001 ft ❑DC GROUNDWATER ODD TECHNOLOGY, I NC. 23-Sep-93 01 :04:06 PM 10 5.51 23-Sep-93 01 :03:36 PM 10 5.51 23-Sep-93 01 :03:06 PM 10 5.51 _ 23-Sep-93 01 :02:36 PM 10 5.51 23-Sep-93 01 :02:06 PM 10 5.51 23—Sep-93 01:01 :36 PM 10 5.51 - 23-Sep-93 01:01 :06 PM 10 5.51 23-Sep-93 01:00:36 PM 10 5.51 23—Sep-93 01:00:06 PM 10 5.51 — 23—Sep-93 12:59:36 PM 10 5.51 23—Sep-93 12:59:06 PM 10 5.51 23—Sep-93 12:58:36 PM 10 5.51 23—Sep-93 12:58:06 PM 10 5.51 23—Sep-93 12:57:36 PM 10 5.5 23—Sep-93 12:57:06 PM 10 5.5 — 23—Sep-93 12:56:36 PM 10 5.5 23—Sep-93 12:56:06 PM 10 5.5 23—Sep-93 12:55:36 PM 10 5.5 23—Sep-93 12:55:06 PM 10 5.5 23-Sep-93 12:54:36 PM 10 5.5 23—Sep-93 12:54:06 PM 10 5.49 23—Sep-93 12:53:36 PM 10 5.49 23—Sep-93 12:53:06 PM 10 5.48 23—Sep-93 12:52:36 PM 10 5.48 23—Sep-93 12:52:06 PM 10 5.46 23—Sep-93 12:51 :36 PM 10 5.44 _ 23—Sep-93 12:51 :31 PM 10 5.44 23—Sep-93 12:51:26 PM 10 5.44 23-Sep-93 12:51:21 PM 10 5.43 _ 23—Sep-93 12:51:16 PM 10 5.42 23—Sep-93 12:51:11 PM 10 5.42 23—Sep-93 12:51:06 PM 10 5.41 — 23—Sep-93 12:51:01 PM 10 5.4 23—Sep-93 12:50:56 PM 10 5.39 23—Sep-93 12:50:51 PM 10 5.39 — 23—Sep-93 12:50:46 PM 10 5.38 23—Sep-93 12:50:41 PM 10 5.37 23—Sep-93 12:50:36 PM 10 5.35 — 23—Sep-93 12:50:31 PM 10 5.34 23—Sep-93 12:50:26 PM 10 5.33 23—Sep-93 12:50:21 PM 10 5.31 23—Sep-93 12:50:16 PM 10 5.29 23—Sep-93 12:50:11 PM 10 5.27 23—Sep-93 12:50:06 PM 10 5.24 — 23—Sep-93 12:50:01 PM 10 5.21 23—Sep-93 12:49:56 PM 10 5.18 — 23—Sep-93 12:49:51 PM 10 5.14 23—Sep-93 12:49:46 PM 10 5.09 23—Sep-93 12:49:41 PM 10 5.04 _ 23—Sep-93 12:49:36 PM 10 4.99 23—Sep-93 12:49:35 PM 10 4.97 - 23-Sep-93 12:49:34 PM 10 4.96 23—Sep-93 12:49:33 PM 10 4.94 23-Sep-93 12:49:32 PM 10 4.92 — 23—Sep-93 12:49:30 PM 10 4.9 23—Sep-93 12:49:29 PM 10 4.88 23—Sep-93 12:49:28 PM 10 4.86 — 23—Sep-93 12:49:27 PM 10 4.84 23—Sep-93 12:49:26 PM 10 4.82 23—Sep-93 12:49:25 PM 10 4.8 23—Sep-93 12:49:23 PM 10 4.77 23-Sep-93 12:49:22 PM 10 4.75 23-Sep-93 12:49:21 PM 10 4.72 23—Sep-93 12:49:20 PM 10 4.69 23—Sep-93 12:49:19 PM 10 4.66 23—Sep-93 12:49:17 PM 10 4.63 23—Sep-93 12:49:16 PM 10 4.6 23—Sep-93 12:49:15 PM 10 4.56 23—Sep-93 12:49:14 PM 10 4.52 23—Sep-93 12:49:13 PM 10 4.48 23—Sep-93 12:49:11 PM 10 4.44 23—Sep-93 12:49:10 PM 10 4.39 23—Sep-93 12:49:09 PM 10 4.35 23—Sep-93 12:49:08 PM 10 4.3 _ 23—Sep-93 12:49:07 PM 10 4.26 23—Sep-93 12:49:05 PM 10 4.21 23—Sep-93 12:49:04 PM 10 4.16 — 23—Sep-93 12:49:03 PM 10 4.1 23—Sep-93 12:49:02 PM 10 4.02 23—Sep-93 12:49:01 PM 10 3.93 — 23—Sep-93 11:04:07 AM 10 8.65 23—Sep-93 11:03:37 AM 10 8.65 23—Sep-93 11 :03:07 AM 10 8.64 — 23—Sep-93 11:02:37 AM 10 8.64 23-Sep-93 11:02:07 AM 10 8.63 23—Sep-93 11 :01 :37 AM 10 8.63 — 23—Sep-93 11:01:07 AM 10 8.63 23—Sep-93 11:00:37 AM 10 8.62 _ 23—Sep-93 11 :00:07 AM 10 8.62 23—Sep-93 10:59:37 AM 10 8.61 23—Sep-93 10:59:07 AM 10 8.61 23—Sep-93 10:58:37 AM 10 8.6 — 23—Sep-93 10:58:07 AM 10 6.6 23—Sep-93 10:57:37 AM 10 8.59 23—Sep-93 10:57:07 AM 10 8.59 23—Sep-93 10:56:37 AM 10 8.58 23—Sep-93 10:56:07 AM 10 8.58 — 23—Sep-93 10:55:37 AM 10 8.57 23—Sep-93 10:55:07 AM 10 8.57 23—Sep-93 10:54:37 AM 10 8.56 — 23—Sep-93 10:54:07 AM 10 8.55 23—Sep-93 10:53:37 AM 10 8.55 23-Sep-93 10:53:07 AM 10 8.54 23-Sep-93 10:52:37 AM 10 8.53 23-Sep-93 10:52:07 AM 10 8.53 _ 23—Sep-93 10:51 :37 AM 10 8.52 23-Sep-93 10:51:32 AM 10 8.51. 23—Sep-93 10:51:27 AM 10 8.51 — 23—Sep-93 10:51:22 AM 10 8.51 23—Sep-93 10:51 :17 AM 10 8.51 23—Sep-93 10:51:12 AM 10 8.51 — 23—Sep-93 10:51:07 AM 10 8.51 23—Sep-93 10:51 :02 AM 10 8.51 23—Sep-93 10:50:57 AM 10 8.5 — 23—Sep-93 10:50:52 AM 10 8.5 23—Sep-93 10:50:47 AM 10 8.5 23—Sep-93 10:50:42 AM 10 8.5 — 23—Sep-93 10:50:37 AM 10 8.5 23—Sep-93 10:50:32 AM 10 8.49 23—Sep-93 10:50:27 AM 10 8.49 23—Sep-93 10:50:22 AM 10 8.49 23-Sep-93 . 10:50:17 AM 10 8.49 23—Sep-93 10:50:12 AM 10 8.49 23—Sep-93 10:50:07 AM 10 8.48 23—Sep-93 10:50:02 AM 10 8.48 23—Sep-93 10:49:57 AM 10 8.48 23—Sep-93 10:49:52 AM 10 8.47 23—Sep-93 10:49:47 AM 10 8.47 23—Sep-93 10:49:42 AM 10 8.47 23—Sep-93 10:49:37 AM 10 8.46 23—Sep-93 10:49:36 AM 10 8.46 — 23—Sep-93 10:49:35 AM 10 8.46 23—Sep-93 10:49:33 AM 10 8.46 23—Sep-93 10:49:32 AM 10 8.45 — 23—Sep-93 10:49:31 AM 10 8.45 23—Sep-93 10:49:30 AM 10 8.45 23—Sep-93 10:49:29 AM 10 8.45 — 23—Sep-93 10:49:27 AM 10 8.44 23—Sep-93 10:49:26 AM 10 8.43 23—Sep-93 10:49:25 AM 10 8.43 — 23—Sep-93 10:49:24 AM 10 8.42 23—Sep-93 10:49:23 AM 10 8.41 23—Sep-93 10:49:21 AM 10 8.39 — 23—Sep-93 10:49:20 AM 10 8.38 23-Sep-93 10:49:19 AM 10 6.36 23—Sep-93 10:49:16 AM 10 6.34 — 23—Sep-93 10:49:16 AM 10 6.31 23-Sep-93 10:49:15 AM 10 8.29 23—Sep-93 10:49:14 AM 10 8.26 — 23—Sep-93 10:49:13 AM 10 8.22 23—Sep-93 10:49:12 AM 10 8.18 23—Sep-93 10:49:10 AM 10 8.13 23—Sep-93 10:49:09 AM 10 8.08 23-Sep-93 10:49:08 AM 10 8.01 23-Sep-93 10:49:07 AM 10 7.94 23-Sep-93 10:49:06 AM 10 7.83 _ 23-Sep-93 10:49:04 AM 10 7.7 23—Sep-93 10:49:03 AM 10 7.56 — 23—Sep-93 10:49:02 AM 10 7.36 23—Sep-93 10:49:01 AM 10 7.08 23—Sep-93 09:44:06 AM 10 6.71 — 23—Sep-93 09:43:36 AM 10 6.69 23—Sep-93 09:43:06 AM 10 6.66 23—Sep-93 09:42:36 AM 10 6.64 — 23-Sep-93 09:42:06 AM 10 6.61 23-Sep-93 09:41:36 AM 10 6.59 23—Sep-93 09:41 :06 AM 10 6.56 — 23—Sep-93 09:40:36 AM 10 6.53 23—Sep-93 09:40:06 AM 10 6.5 23-Sep-93 09:39:36 AM 10 6.47 — 23—Sep-93 09:39:06 AM 10 6.43 23—Sep-93 09:38:36 AM 10 6.4 23-Sep-93 09:38:06 AM 10 6.35 — 23—Sep-93 09:37:36 AM 10 6.32 23—Sep-93 09:37:06 AM 10 6.27 23—Sep-93 09:36:36 AM 10 6.23 23-Sep-93 09:36:06 AM 10 6.18 23—Sep-93 09:35:36 AM 10 6.14 23—Sep-93 09:35:06 AM 10 6.08 _ 23—Sep-93 09:34:36 AM 10 6.03 23—Sep-93 09:34:31 AM 10 6.02 23—Sep-93 09:34:26 AM 10 6.01 23-Sep-93 09:34:21 AM 10 6 23—Sep-93 09:34:16 AM 10 5.99 _ 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5.73 23-Sep-93 09:32:20 AM 10 5.72 23-Sep-93 09:32:19 AM 10 5.72 _ 23—Sep-93 09:32:17 AM 10 5.71 23—Sep-93 09:32:16 AM 10 5.71 23—Sep-93 09:32:15 AM 10 5.71 _ 23—Sep-93 09:32:14 AM 10 5.7 23—Sep-93 09:32:13 AM 10 5.7 _ 23—Sep-93 09:32:12 AM 10 5.69 23—Sep-93 09:32:10 AM 10 5.69 23—Sep-93 09:32:09 AM 10 5.69 — 23—Sep-93 09:32:08 AM 10 5.68 23-Sep-93 09:32:07 AM 10 5.67 23—Sep-93 09:32:06 AM 10 5.67 — 23—Sep-93 09:32:04 AM 10 5.66 23—Sep-93 09:32:03 AM 10 5.63 23—Sep-93 09:32:02 AM 10 5.66 — 23—Sep-93 09:32:01 AM 10 5.4 23—Sep-93 09:04:07 AM 10 6.6 23—Sep-93 09:03:37 AM 10 6.58 - 23-Sep-93 09:03:07 AM 10 6.55 23—Sep-93 09:02:37 AM 10 6.53 23-Sep-93 09:02:07 AM 10 6.5 - 23-Sep-93 09:01 :37 AM 10 6.47 23—Sep-93 09:01 :07 AM 10 6.44 23—Sep-93 09:00:37 AM 10 6.41 _ 23—Sep-93 09:00:07 AM 10 6.38 23—Sep-93 08:59:37 AM 10 6.34 _ 23—Sep-93 08:59:07 AM 10 6.31 23—Sep-93 08:58:37 AM 10 6.27 23—Sep-93 08:58:07 AM 10 6.23 _ 23—Sep-93 08:57:37 AM 10 6.18 23—Sep-93 08:57:07 AM 10 6.14 23—Sep-93 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0 . 00 6 0 . 00 7 0. 00 8 0. 00 10: 50 : 37 1 8 . 50 2 0 . 00 3 0. 00 4 0. 00 5 0. 00 6 0. 00 7 0. 00 8 0. 00 10: 50: 32 1 8 . 49 2 0. 00 3 0. 00 4 0 . 00 5 0. 00 6 0 . 00 7 0. 00 8 0. 00 - 10:50: 27 1 8 . 49 2 0. 00 3 0. 00 4 0. 00 5 0 . 00 6 0. 00 7 0. 00 8 0. 00 10: 50: 22 1 8 .49 2 0. 00 3 0. 00 4 0. 00 5 0 . 00 6 0. 00 7 0. 00 8 0. 00 10:50: 17 1 8 . 49 2 0. 00 3 0. 00 4 0. 00 5 0. 00 6 0. 00 7 0. 00 8 0. 00 10:50: 12 1 8 . 49 2 0. 00 3 0. 00 4 0. 00 5 0. 00 6 0. 00 7 0. 00 8 0. 00 10: 50: 07 1 8 .48 2 0. 00 3 0. 00 4 0. 00 5 0. 00 6 0. 00 7 0. 00 8 0. 00 10:50: 02 1 8 .48 2 0. 00 3 0. 00 4 0. 00 5 0. 00 6 0. 00 7 0. 00 8 0. 00 10:49 : 57 1 8. 48 2 0. 00 3 0. 00 4 0. 00 5 0. 00 6 0. 00 7 0. 00 8 0. 00 10:49 : 52 1 8. 47 2 0. 00 3 0. 00 4 0. 00 5 0. 00 6 0. 00 7 0. 00 8 0. 00 10:49: 47 1 8. 47 2 0. 00 3 0. 00 4 0. 00 5 0. 00 6 0. 00 7 0. 00 8 0. 00 10:49: 42 1 8. 47 2 0. 00 3 0. 00 4 0. 00 5 0. 00 6 0. 00 7 0. 00 8 0. 00 10:49: 37 1 8 .46 2 0. 00 3 0. 00 4 0. 00 5 0. 00 6 0. 00 7 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