, ta, and m 80 Figure 40 Effect of changing m at constant cj), ta, and td 81 vii List of Tables Table 1 Capillary Rise as a Function of Rock Particle Size[9] 17 Table 2 Effect of Solution Percolation Rate in Solution-Filled Void Space in Flow-Test Column[9] 17 Table 3 Cyanide definitions[2] 23 Table 4 Frequency response results from columns #2 and #3 57 Table 5 Model parameters from the Fourier analysis 69 Table 6 Comparison of Fourier predictions to experimental values for attenuation and phase lag in column #3 73 Table 7 Rinsing model parameters of the Fourier analysis and the Best Fit lines for columns #2 and #3 78 viii Notation A Amplitude A Complex amplitude = Ae1* D Molecular diffusivity 1 Length of pocket m Gates-Gaudin-Schuhmann distribution parameter q Average concentration in a pocket Q _ sinh(2fi>7) - sin(2ft//) cosh(2a//) + cos(2«7) R _ sinh(2fl?7) + sin(2a?7) ~ cosh(2fi)7) + cos(2ffl7) ta Advection time parameter ta Diffusion time parameter U Average velocity V Volume flow rate X Concentration relative to a mean value y Distance from a closed end of a pocket z Distance along channel a Non-dimensional concentration (rinsing model) a Volume of pockets in unit length of channel (frequency response) p Rinsing rate parameter (rinsing model) P a/a (frequency response) r\\- = (attenuation) Vjr = (phase lag) 0 Non-dimensional time (rinsing model) 0 Phase angle (frequency response) fij = In A, (amplitude) (phase lag) a = 2co'l (frequency response) a = ^2oxd (Fourier domain analysis) § Volume ratio of stagnant to flowing fluid (rinsing model) ()) Phase angle (frequency response) cj Non-dimensional pore length £ Non-dimensional column height co Angular velocity co =, — V 2 £ > x Subscripts f Flowing fluid j Identifies a value of co o Value at entrance of bed r Identifies length of a pocket s Stagnant fluid y Value at distance y from closed end of pocket z Value at distance z along channel ACKNOWLEDGMENTS The author wishes to express his gratitude and thanks to his thesis supervisor Dr. David G. Dixon for his advice (although longwinded at times), encouragement, and patience during the course of this project. Thanks are also extended to my wife whose understanding during the trying times was appreciated, and to my parents without whom none of this would be possible. Financial assistance from the Cy and Emerald Keyes Foundation and the University Graduate Fellowship Award is gratefully acknowledged. Chapter 1 INTRODUCTION Since 1887, when John Steward MacArthur was issued British Patent Number 14174 entitled \"Process of Obtaining Gold and Silver from Ores,\" cyanide has been the leach reagent of choice for the extraction of precious metals[l]. However, with the rise in the price of gold during the 1970's mining companies have tried to exploit deposits with ever decreasing grades. The move to these lower grade deposits has economically strained conventional processing technology leaving some deposits either marginal or uneconomic. A relatively new low cost processing option to treat these low grade deposits is heap leaching. In heap leaching, a dilute cyanide solution is applied to ore stacked on an impermeable pad. As the solution trickles through the heap, precious metals are complexed and dissolved. The solution is collected and the precious metals recovered. The barren solution is then recirculated to the top of the heap. Due to the toxic nature of cyanide, operations using this technology have special requirements. Until recently it had been acceptable practice for mining companies to let nature take its course when a mine had depleted its ore reserves. However, public attitudes towards the effect mining has on the environment have prompted governments to ensure that lands disturbed by mining are reclaimed to near prior mining conditions. The preferred method of regulating environmental effects is reclamation performance bonds. The bond is a legal contract which outlines the conditions of the agreement between the regulatory body and the mine operator. Items covered in the bond include a set of goals, and a time frame for accomplishing these goals. Typical requirements for release from bonds include removing buildings, recontouring altered lands, and revegetating disturbed 1 areas. To ensure that the terms of the bond will be met in a timely manner, a sum of money is held in trust. At the completion of mining activity the bond amount is supposed to cover the total reclamation cost. Cyanide heap leach operations are also required to meet chemical detoxification requirements, and may also need a chemical processing bond. A chemical processing bond is an added security that funds will be available to handle any special requirements due to the use of hazardous chemicals. There are two ways in which the chemical processing bond is utilized. During operation, the bond is designed to cover any expenses related to accidental release of chemical agents. At the termination of leaching, the bond is not released until all potentially hazardous chemicals have been removed from the property. This includes any solutions and solids that may be contaminated with cyanide. As previously mentioned, cyanide is a toxic substance. A toxicant is a chemical, physical, or biological agent which produces an undesirable or harmful effect upon a living organism. The measured level of toxicity is dependent on the organism affected, the dosage and the form of the toxicant. In humans cyanide toxicity is associated with its high affinity to form strong bonds with iron in an enzyme that controls the cellular use of oxygen. Cyanide bonded to the enzyme inactivates the exchange and utilization of oxygen leading to cellular asphyxiation and tissue death[2]. It is due to this toxicity that cyanide must be removed from spent heap leach projects. In the past, there has been much debate on how best to regulate residual cyanide levels. Much of this debate has ended with the general standard set at 0.2 mg/1 as C N W A D [ 3 ] . In the United States this standard corresponds to the Environmental Protection Agency's recommended safe drinking water guideline. However, there are 2 provisions in place for site specific regulations. Using this guideline, leachate from the heap must contain less than 0.2 mg/1 as CNWAD for a heap to be considered closed. This standard is usually met by water rinsing to remove residual cyanide, then destroying the cyanide. To conserve the volume of water used, the rinse solution is often recycled to the heap after cyanide destruction. A number of efforts are reported in the literature on modeling chemical and physical processes in heap and dump leaching. Little attention has been given to the modeling of rinsing spent ores. A rinsing model developed by Dixon et. al[4] uses \"Turner structures\" for characterizing the flow patterns within a heap. In this model a distribution function is used to characterize the length of stagnant dispersion pathways, which in turn determines the time required for rinsing to a certain limit. However, selection of the distribution function was somewhat arbitrary. The focus of the present work is to measure experimentally the actual distribution function in a column of ore and to use the results of these experiments to validate the rinsing model by scaling up the column. 3 Chapter 2 LITERATURE SURVEY 2.1 Heap Leaching Heap leaching involves placing ore on an impermeable, lined pad and percolating a dilute, alkaline solution of sodium cyanide through the ore to dissolve the gold and silver. As the pregnant solution drains from the ore, it is collected and stored in a lined pond, referred to as the pregnant pond. The pregnant solution is then transferred to metal production. After metal production, the barren solution is then returned to a second lined pond. Solution from the barren pond is recirculated to the top of the heap, to close the system. Figure 1 shows a simplified flow sheet for a heap leach operation. PIT/ORE SOURCE ORE PREPARATION SOLUTION COLLECTION W i l l 4 SOLUTION APPLICATION HEAP AD PREGNANT POND RECOVERY PLANT WATER-CN • pH-BARREN POND METAL Figure 1 Schematic of heap leach process [7] 4 In the gold industry there are two basic types of heap leach operations, the reusable pad method and the expanding pad method. In the reusable pad method the heap is a temporary structure. Upon the completion of leaching the heap is rinsed and the spent ore is removed to a waste dump. A new heap is then built on the existing pad. The rehandling of material is an added cost to the operation; therefore, the reusable pad method is usually only practiced at operations with limited suitable heap area. In the expanding pad method the heap is a permanent structure. Once the heap is fully detoxified, it is revegetated and becomes part of the landscape. Aside from these differences, operationally the two methods are very similar. The next few sections are intended as a brief introduction to the design requirements for a successful heap. Only the expanding pad method will be discussed, as the majority of heap leach operations use the expanding pad method [5]. 2.1.1 Pad preparation The main design criteria for a heap leach operation is optimization of metal recovery. The first step in the optimization process, once a suitable ore has been located, is the design of the leach pad. An effective leach pad is probably the most important factor in the heap leach process. A case in point is found in the 1950's, when heap leaching was considered impractical because of the unavoidable high solution losses due to lack of, or poor design of, leach pads [6]. The leach pad must be designed in such a way that it is capable of containing the ore and leach solution for the life of the heap, while maintaining good solution drainage. 5 To achieve these goals the first thing that must be evaluated is the area topography. To ensure good solution drainage from the heap, the heap is usually built on sloped ground. Ideally, the slope runs across the diagonal of the heap, allowing the solution to drain into the pregnant pond by gravity. In areas where the ground is not ideally sloped, waste material can be used to contour the pad area. This includes any depressions, as a depression will act as an unrecoverable solution reservoir resulting in a loss of solution and metal values [7]. Figure 2 shows a typical plan and section of a expanding pad construction. pertootwpcK • 30 It D C iMCtUfe dRK\\ J \" ; UnerfcUKtotlon •4iru(aftCpaf pipe _ Oiapaa (— 12 i i sand Figure 2 Typical plan and section of an expanding pad heap leach[8] 6 After a suitable location has been prepared for the heap, a liner system must be installed to ensure collection of all fluids entering the heap. This includes any precipitation. Traditionally, liner materials have included geomembranes, clay, and amended soil liners, with selection being based on function, material availability and method of construction. Recently, however, environmental legislation has mandated lower liner permeability levels, resulting in a shift to high density polyethylene (HDPE) liners[5]. Due to the toxicity of cyanide most regulators are also mandating a doubly lined leach pad. This type of pad may also include a leak detection layer between the two plastic layers[8]. Depending upon the method of construction and local regulations, a cover layer may also be required to protect the pad liner. A cover layer is a layer of fine to medium grained material that is used to protect the liner from damage from falling ore particles and construction equipment traffic. The cover layer must also have high permeability to help drain the heap. Solution ponds are constructed in a similar manner to the heap pad. The significant differences for design are the solution head and the effect of freezing temperatures. A heap is operated in an unsaturated condition thus resulting in a small fluid head[7]. Solution storage ponds, on the other hand, may have to hold a significant liquid head during times of high precipitation. In cold climate areas, design must take into account the effects of ice formation on reduced flow and liner integrity[8]. 7 2.1.2 H e a p C o n s t r u c t i o n Although heap leaching of ores appears to be quite simple, in reality it is a complex process with many interacting variables, the heap itself being the heart of the process. Because the heap is usually a permanent structure care must be taken with its design and construction. Leach heaps are built in lifts of 3-10 meters[7]. However, run-of-mine ore heaps have been leached dump style with lifts up to 46 m[5]. To reduce capital costs associated with pad building multiple lifts can be used. This results in a larger heap volume to surface area thus reducing the land area required. Caution must be employed with increasing lift height as the gold dissolution reaction is dependent upon oxygen. Excessive lift heights may result in oxygen starvation[10]. As one might expect with the different ore mineralogies and grades, heap building techniques vary between projects. However, it is possible to generalize the building techniques into three categories: over-the-end truck dumping, truck plug dumping, and conveyor stacking. In the over-the-end truck dumping method, the haul truck drives on top of the heap and dumps the load over the edge. The ore then falls at the angle of repose to the bottom of the heap. As this method is usually used with run-of mine ore, there can be substantial particle segregation, with the larger particles at the base of the heap and fines concentrated near the surface. Truck traffic is limited to a narrow roadway to minimize compaction caused by truck wheel pressure [10]. A bulldozer may then be used to float the ore to the desired heap width. Once the lift is constructed, the dozer rips the entire surface of the heap to increase permeability at the surface. Leach solution is usually sprayed shortly after ripping to ensure even penetration through the heap [7]. In multiple 8 lift operations, the solution distribution system is removed and replaced on upper levels of the heap as lifts are added. Figure 3 shows an example of over-the-end truck dumping. Figure 3 Heap building over-the-end truck dumping[7] Truck plug dumping developed as a variation of over-the-end truck dumping to limit compaction of the heap surface. In this method the heap is built from the bottom up. Trucks drive on a protective cover layer and dump their loads as close to previously dumped loads as possible. The major benefit of this option comes from the reduced amount of ore handling. This reduces the amount of fines created in soft and agglomerated ores. However, there is a low lift height associated with this method. One possible way to overcome this limitation is to push the ore up by use of a dozer or front-end loader. By using equipment to build a higher lift, the volume to surface area ratio increases reducing the capital cost associated with pad construction. This does have the disadvantage of increased ore handling, and may not be suitable for softer materials. 9 Multiple lifts can also be used in this method, by first leveling the previous lift. Figure 4 shows a plan view of the plug dumping process. PLUG-DUMPING O V E R L A P P I N G MOUNDS ) ER IETI P L A N V I E W Figure 4 Truck plug dumping showing overlapping mounds [7] The third major option in heap construction is conveyor stacking. Since its introduction at the Ortiz project, conveyor stacking has become increasingly more common[5]. The major advantages of this method are minimal handling of the ore, gentle stacking of the ore, and lower transportation costs. There is a large capital cost associated with conveyor stacking systems which limits their use to larger operations[10]. In this method the conveyor is laid out to the extent of the pad and heap construction progresses along the conveyor line. As sections of the conveyor system are no longer needed they can be removed. 10 2.1.3 Solution Cycle As with any hydrometallurgical process the solution cycle is very important. In heap leaching of precious metals, extra care must be taken because of the toxicity of cyanide. As can be seen in the Figure 5 there are two main solution circuits in a heap leach operation. These are the process circuit and the natural water circuit. E V A P O R A T I O N (E) ECIPITATION (P) C L E A N WATER RINSE (R) NET E V A P O R A T I O N (EP) P R E G N A N T SOLUT ION POND t ILTJI 1ATE OF SOIL S T O R A G E ( S ) - ^ _ MET E V A P O R A T I O N \"j l l PAD AND CONTAINMENT f | B E R M S Y///Y?\\ - are determined experimentally. The values for to, z, and U are given by the experimental setup. The molecular diffusivity D of the Qir R i r tracer is found from the literature, and and —— are functions of CO and /. With the <7 (7 F F above information a set of n linear equations can be solved to find the values of pV corresponding to lr, where the set of (3r values is a discrete constitute volume-weighted population density function. The matrix is represented by the following set of equations: Vi=PiVn--Prr1u---PnTlu Mj=PtfjX---PrVyPnVJn (27) Mn=Pinn:---Prnnr---PnVn U where; / / , = In OJ,Z , and r\\. - = , for attenuation data, (7jr 2(0% 42 2(0)1 R, for phase lag data, r is the pore length index and j is the frequency index. Equation (27), in combination with either equation (25) or equation (26), fully defines the model and requires the specification of a column vector of lr values. The number of entries in the column vector is equal to the number of frequency response trials; therefore, equation (27) results in a square matrix which may be solved with the techniques of linear algebra, such as Gaussian elimination. The lr values are user-defined and based on the geometry of the experimental setup. At an absolute maximum, the longest pore is equal to the column diameter. However, with good solution distribution to the top of the ore bed, the longest pore should be somewhere between zero and the column diameter. Equations (25) and (26) are independent of one another; therefore, the set of lr values can be verified by solving iteratively for attenuation and phase lag until the (3r values are similar for both equation sets. The accuracy of the solution obtained is dependent on the number of trials performed, with a greater number of trials giving a better resolution of the pore length distribution. Figure 13 shows how the number of trials performed influences the resolution of the histogram obtained for pore length determinations. 43 Figure 13 Typical histograms of the distribution of relative volumes (3r of pocket length /r[35] 44 Chapter 4 EXPERIMENTAL PROGRAM 4.1 Objectives The objective of the research program was to determine the distribution of pores in a Turner Structure Model of a heap. The Turner Structure Model of the heap is a direct result of the materials and methods of heap construction. During the construction of a heap, irregularly shaped ore particles are stacked to a predetermined lift height. The result is a porous medium with two kinds of effective porosity. There is porosity in the ore particles themselves, a result of natural occurrence and of fissures developed during ore handling. The second type of porosity is the interstitial space between adjacent ore particles. The two types of porosity combine to give a wide distribution of pores. The resulting assemblage can be thought of as a vertical channel which is connected to a number of side channels. In practice, the main vertical channel will contain flowing fluid and the side channels will be essentially stagnant. The stagnant pores are assumed to be the main reason for long rinsing times associated with heaps, as diffusion is the only mass transfer mechanism within the stagnant pore space. Therefore, before a model can be fully developed the distribution of pore space must be known. The direct benefit from a fully scaleable rinsing model would be the prediction of rinsing times with relatively little experimental effort. There are two uses of predicted rinsing times. First, at the mine feasibility stage, where an accurate prediction can be used to determine the economics of a proposed mine. Second, regulating agencies could use the information to predict the bond requirements for chemical detoxification. 45 Another indirect use would be to incorporate the results into chemical/physical models of heap leaching, because the rinsing model is essentially a fluid flow model. During this investigation, model parameters were determined for the rinsing of cyanide from spent precious metal heaps using the frequency response method. The basic premise behind the frequency response method is that, in systems governed by linear phenomena, a perfect sine wave input results in a perfect sine wave output. The output wave will be attenuated in its amplitude and will have undergone a phase shift. As a result of these shifts, there will be a period of transient behavior. However, most systems approach periodic steady state rapidly, facilitating analysis of the model equations. 4.2 Experimental Variables There were two types of experiments conducted for the purposes of this study. First, frequency response tests were used to determine the distribution of pore space in an ore column. Secondly, rinsing tests were carried out to verify the results obtained from the frequency response tests. In the investigation carried out by Dixon et. al[4] experimental results from taller columns did not correspond to model results based on rinsing of shorter columns. The reason behind the discrepancy was not fully understood. It was hoped that a determination of the pore space distribution in the column would allow the rinsing model to be scaled up in height. In frequency response experiments the two experimentally measured variables are amplitude attenuation and phase lag. Any sinusoidally varying input will be accompanied by a sinusoidal response. Due to diffusional processes and the residence time of the column, the effluent sine wave will be attenuated in amplitude and shifted in phase. The 46 amplitude attenuation is defined by the ratio of the amplitudes of the input and exit waves. The phase lag is the time difference between the same peak in the input and exit waves. It was hoped that the two measured variables, along with experimental parameters such as tracer frequency, column height, and average flow rate, could be employed in Turner's model (without longitudinal diffusion) to estimate the distribution of pore space within the column, given a reasonable set of pore lengths. For the rinsing experiments the column was initially flooded with a high concentration of tracer. The concentration of tracer in the influent was then reduced to a low concentration. The rinsing profile was then developed by tracking changes in the effluent concentration. While the high concentration of tracer increases the density of the solution, thus changing the Reynolds number, this effect is balanced to some degree by an increase in the viscosity of the solution[38]! A generalized relation for the Reynolds number is given by equation (28). Re = ^ (28) As well, the important part of the rinsing profile is the transition to the slow rinsing phase, which should occur at a much lower concentration of tracer. The results from the frequency response tests were then used to estimate the parameters for the rinsing model developed by Dixon et. al[4]. It was hoped that, with an accurate picture of the distribution of pore space within the column, the rinsing model could be scaled up for column height. 47 4.3 Apparatus Two types of experiments were carried out over the course of the experimental program, frequency response and rinse tracer tests. The tracer used in both experiments was sodium chloride (NaCl) in deionized water. For the frequency response tests, a sine wave generator consisting of two peristaltic pumps was used to pump a constant rate of fluid to the top of the column. Figure 14 is a photograph of the equipment used for the sine wave generator. Figure 15 is a schematic representation of the experimental setup. In the flowing water the concentration of NaCl tracer was varying sinusoidally. Using flow-through conductivity probes for both the influent and effluent flows, amplitude attenuation and phase lag were easily measured. For the rinse tests, a high concentration of NaCl solution was allowed to recirculate through the columns until the concentration of the reservoir equaled the column effluent, approximately three days. Then at time zero, the influent concentration was lowered by approximately three orders of magnitude. The rinse profile was obtained from conductivity measurements of the effluent stream. The sine wave generator consisted of two Masterflex Console Drive peristaltic pumps controlled by a personal computer with a data acquisition board via Labtech Notebook software. Electric current signals were sent to each pump drive as sine waves 180 degrees out of phase. Masterflex Console Drives are capable of two modes of operation: normal operation, where the pump rate is controlled by a speed selector, and remote current input, where pump rate is controlled by an applied current. With a peristaltic pump, flow rate is directly proportional to pump head rotation speed, which is directly proportional to the applied current. 48 Figure 14 Photograph of the equipment setup The data acquisition board an Advantech PCL-812G Enhanced Multi-Lab Card, has 16 analog to digital inputs and two digital to analog outputs capable of a 0-5 volt signal. As the pumps could only be controlled by a current input, a voltage to current transformer capable of converting an incoming 0-5 volt signal to a 4-20 milliamp output was installed, thus allowing control of the pump flow rate by changing the applied voltage. Due to slight differences in the pump heads, each behaved slightly different, requiring them to be calibrated individually. To minimize the effect of circuit load on the system, both pumps were in operation during the calibration procedure. Using six voltages (1.2, 1.5, 1.8, 2.1, 2.4, and 3.5 volts) the pumps were run in a counter-voltage fashion for a period of 500 seconds. Thus, while the first pump was being operated at 1.2 volts the second pump was operating at 3.5 volts. At the end of a 500 second trial the 49 water was weighed, and the volume flow rate calculated. With the results from these trials a regression line relating output voltage to flow rate was obtained for each pump. Personal Computer O O Condi j—| 0.987 I _n ^ V V L ' V V V V V V V V V V V V t r < < < < < < < < < < < < Cond2 m 1 I m m Figure 15 Schematic representation of the experimental setup By using Labtech Notebook's analog output function with an open loop waveform input file, it is possible to repeat the same waveform multiple times. Using the Excel 50 software package, two sine waves, 180 degrees out of phase, were constructed with a mean of 4.5 ml/min and an amplitude of 3.5 ml/min. Using the volumetric flow rate regression line, the sine waves were converted into voltage sine waves. The resulting waves were saved in separate files for use by Labtech Notebook. Due to the fact that the waves were 180 degrees out of phase, when the resulting flows were combined a constant flow rate of 9 ml/min was obtained. The two pumps were connected to separate 50 liter carboy reservoirs. The first reservoir contained deionized water and the second reservoir contained 0.9 g/1 NaCl tracer solution. The result was a constant flow rate of solution with a sinusoidally varying concentration of tracer. In preliminary testing it was found that the flow rate was dependent on experimental setup and tubing wear in the pump head. In order to account for the experimental setup the pumps had to be calibrated with the tubing in as close to the final orientation as possible. To minimize the effect of wear on the tubing, a section of tube about 45 cm long was placed in the tubing system by tubing connectors. This section was long enough to allow the tubing to be moved within the pump head to expose a fresh tubing surface four times. The time associated with moving the tubing is short compared to the applied frequency; therefore, no effect should be observed. After the tubing was moved four times it was replaced with a new 45 cm section of tubing. In the rinse test, a five liter stock solution was made up of 200 g/1 NaCl. This stock solution was allowed to recirculate through the column until the concentration of the stock equaled the effluent concentration from the column, about six days. Then at time zero the solution reservoir was switched to a reservoir of 0.05 g/1 tracer solution. 51 The rinse profile was then measured with a flow-through conductivity probe on the column effluent stream. The columns used in this study were constructed out of 6 inch diameter, 1/4 inch wall thickness acrylic tubing, resulting in a 5.5 inch inner diameter column. Four 1 inch diameter, 1 foot long acrylic rods were used as support members. Placed on top of the bottom supports was a perforated plate which supported the ore. On top of the perforated plate was a thin layer of glass wool to prevent fines migration into the effluent conductivity probe. As all effluent solution had to be analyzed for conductivity, a way of collecting all solution had to be developed with minimal solution holdup. The selected system was a plate attached at 30 degrees to the horizontal with a brass tubing connector threaded through the plate. This allowed the solution to flow to the bottom of the plate and drain out through the tubing connector. A flow-through conductivity probe was then attached to the brass connector allowing measurements of the effluent solution. At the top of the column a piece of filter paper was used to distribute solution over the entire surface[39]. The ore used in this study was a run-of-heap gold ore provided by Rayrock Yellowknife Resources Inc. from its Pinson operation near Winnemucca, Nevada. No tests were performed on the ore to determine either the mineralogical make-up or the particle size distribution, as this information would be extraneous to the present investigation. 52 Chapter 5 RESULTS 5.1 Preliminary Results In order to obtain reliable results in the frequency response method, a high quality input signal is required. The two factors affecting input signal quality in this experimental setup are: flow rate and tracer concentration measurements. As the flows from two pumps are combined to get a constant flow of solution with the varying tracer concentration, a method of maintaining accurate control over the pumps is required. As mentioned in chapter 4, the two pumps behaved slightly different from one another when using voltage to drive the pumps. As the input sinewave will only be as good as the initial calibration, care had to be taken in the calibration procedure to ensure consistent results. Figure 16 depicts an example of a calibration performed on one of the pumps. Using linear regression analysis in the Excel software package the following equation was obtained. Flow Rate = 6.7774 x Voltage - 7.1537 (29) The R Square value for the line is 0.999932. The second factor necessary for obtaining a good input wave is a way of measuring the tracer concentration. For this experiment flow-through conductivity probes were used to measure continuously tracer concentration values. To ensure that accurate results were obtained they were compared with literature values. Figure 17 compares experimental conductivity measurements to literature values published in the CRC Handbook of Chemistry and Physics. As can be seen, the conductivity 53 measurements compare very well to literature values. With these two results it should be possible to obtain an excellent input sinewave. 18 -r 1 6 - -1 4 . . 1 2 - -1 E, 1 0 - -a> co DC 8 -o 6 - -u. 4 - -2 - -0 - -2 2 . 5 Motor Voltage (V) 3 . 5 Figure 16 An example of applied motor voltage versus flow rate from a peristaltic pump -t- -+-• Exp. CRC 5 0 1 0 0 1 5 0 Concentration (g/l) 2 0 0 2 5 0 Figure 17 Comparison of conductivity measurements with literature values 54 For the frequency response method to work, an appropriate frequency range must be selected. If the selected period is too small, the effluent wave will be fully attenuated resulting in a flat line output. With periods that are too large, the relative changes in attenuation and phase lag will be small. To select an appropriate frequency range for the experiments, the rinsing model developed by Dixon et. al[4] was modified from a step change to a sinusoidally varying influent. Using this model it was determined that a period of about five hours would be a good starting point for a 50 cm tall column. Due to the run-of-heap condition of the ore, some of the ore particles were too large (~6 inch diameter) to be included in a small scale experimental column. Therefore, the first column (column #1) was constructed out of material screened to minus one inch. During the third frequency experiment the column experienced flooding, with a solution head forming on the top of the ore bed. As the time the solution spent in the pool would skew the results, the experimental run was thrown out and the column allowed to drain. It took about one day for the column to drain. The column was allowed to rest over a weekend. The test was restarted and by the next morning the column was flooding again. At this point it was decided that the fines portion of the ore may be causing the flooding. The ore was then screened a second time and the -60 mesh material was discarded. Two more columns (column #2, column #3) 51 cm and 102 cm in height were constructed from Pinson ore screened to -1 inch +60 mesh. These two columns were used for all subsequent experiments. 55 5.2 Frequency Response The result from a typical frequency response experiment is shown in Figure 18. This figure depicts how the values for phase lag and attenuation are determined. For the phase lag, the time difference between similar peaks on the influent and effluent waves is determined, then the time values are converted into radian values by noting the time required for one complete period. Amplitude attenuation is defined as the ratio of the influent wave to the effluent waves. To simplify the amplitude attenuation determinations twice the amplitude was used, which provided a method for quick graphical verification of the calculated values. Figure 18 Typical frequency response data from column #2,2*A0 is twice the amplitude of the influent wave, 2*A} is twice the amplitude of the effluent wave, and 0i is the phase lag 56 Figure 19 depicts frequency response data for column #3 at the same frequency used for column #2 in Figure 18. In this figure it can be seen that there is a greater extent of amplitude attenuation and phase lag. As the only difference in the two columns is the height of the ore bed, the increased extent of attenuation and phase lag must be due to the extra material that solution flows through in the taller column. Figure 19 also shows the rapid convergence of the system to periodic steady state. The effluent signal is nearly converged to the steady state after only two complete periods. This is a promising result, as pulse tracer tests were run at the United States Bureau of Mines (USBM) by Dixon et. al[4] for up to eight days to obtain results suitable for moment analysis. The results for attenuation and phase lag are tabulated in Table 4 and illustrated in Figure 20 and Figure 21 for columns 2 and 3 respectively. Column #2 Column #3 Period Attenuation Phase lag Period Attenuation Phase lag (hours) (A/A 0 ) (rad) (hours) (A/A 0 ) (rad) 2.5 0.241 3.81 7.5 0.327 3.31 3.75 0.438 2.51 8.75 0.419 2.93 5 0.479 2.36 10 0.478 2.63 6.25 0.581 1.76 11.25 0.520 2.39 7.5 0.642 1.47 12.5 0.543 2.19 8.75 0.641 1.56 13.75 0.587 2.03 10 0.695 1.11 15 0.615 1.88 Table 4 Frequency response results from columns #2 and #3 57 1.8 Influent Effluent Time (hours) Figure 19 Typical frequency response data from column #3 Figure 20 Frequency response results from column #2 58 0 0 Period (hours) Figure 21 Frequency response results from column #3 Using equations (25) and (26) developed in chapter 3 and the above results for attenuation and phase lag, the modified Turner model can be solved to find the distribution of pore space within the columns. The molecular diffusivity of the concentration of NaCl tracer from the literature is 1.552xl0\"5 cm s\"'[40]. The value for U, the average velocity in the column, is the flow rate divided by the cross sectional area of the column and the fraction of the cross-section that is utilized for flow. As the utilized cross sectional area is variable depending on the system used, an average value of 4% was taken as a first approximation. For a first estimate at the pore lengths based on column geometry the longest possible pore was assumed to be half the radius of the 59 column with an even distribution of the pores. To solve for the actual pore lengths, two completely independent sets of data are utilized. Both attenuation and phase lag can be used to solve the matrix described in equations (20); hence, the matrix can be solved for attenuation and phase lag iteratively until the pore length distribution and the (3r values match. From the original work of Turner[35] and the work of Dixon et. al[4] it was assumed that the sum of all (3r values would be in the range of 2-7 and that all (3,- values would be positive. The sum of the pV terms relates back to 0 of the rinsing model, which is the ratio of stagnant to flowing fluid. The lower end of the sum of pV terms relates to a rapidly rinsed column with a low fraction of stagnant solution. The higher end of the sum of pr terms represents a slowly rinsed column with a high fraction of stagnant solution. Model results for attenuation data in column #2 are depicted in Figure 22. It can immediately be seen that the results do not conform to expected or reasonable values. The results for the phase lag data were likewise unreasonable. Therefore, the iterative method was unsuccessful at solving for the actual distribution of pore lengths. At this point it was assumed that the error must lie in the assumption of the pore lengths. Various schemes were tried, including specifying different maximum lengths, skewing the lengths to give more importance to shorter pores, skewing the lengths to give more importance to longer pores, and specifying equal pores. All attempts at solving the model equations resulted in similar unreasonable results. The actual cross sectional area that contained flowing fluid was an assumed value. Therefore, an attempt was made to vary 60 the cross-section in order to find a reasonable answer to the model equations. This attempt was also unsuccessful. 1000 -i 1 -800 J 1 set number Figure 22 Model results for attenuation in column #2 By selecting a diffusion pore length distribution a priori and, hence, a set of pV values it is possible to solve the model for attenuation values. Figure 23 shows the results of solving the model equations for attenuation values. It was possible to obtain a set of attenuation values which closely resembled the actual results. Therefore, it was decided to try solving the model with longitudinal diffusion as in the original paper by Turner[35]. 61 Figure 23 Turner model — by solving the model equations by changing attenuation values a result close to the experimental values can be obtained, result shown is for column #2 As the Turner model introduces longitudinal diffusion, both attenuation and phase lag data become necessary for solving the model equations for either attenuation or phase lag. This is shown in the following set of equations for attenuation data: In (A) u (S* + F*^ UJ 2D ~{ { 2 J (30) where S and F are defined by the following equations 62 =2 D^2co'l AD <<*< (31) D J) and D is the longitudinal diffusion coefficient. All other values in the above equations are the same as those developed in Chapter 3. The method of solving this set of equations is similar to the method outlined above. Figure 24 depicts Turner model results based on attenuation data in column #3. Again the sum of pV was expected to be between 2 and 7 with all pr terms positive. As can be seen in Figure 24 the results are unreasonable. 20000 -15000 -> Set number Figure 24 Turner model with longitudinal diffusion for attenuation in column #3 63 The next method selected to solve the model equations was an integral method suggested by Aris for solving the Turner structures model[41]. In this method the discrete pV values are considered to be continuous over the entire length of the diffusion pockets and are replaced by equation (32). P = ]p(l)dl (32) o Likewise, summations with respect to r are replaced by integrations with respect to /, giving the following: ju(co') = 1^1 s i n h ( ( J ) + s i n ( °\" ) di (33) J0 cr cosh(cr) + cos(er) The '+' sign in the numerator indicates that the model equations are being solved for phase lag. To non-dimensionalize Equation (33), a = Ico'l is replaced by a* = Ico'i;, where cj is a reference length relating pYcj) to (3(7) values. J a cosh(cr ) + cos(cr ) This integral equation is easily and accurately solved using Gauss-Laguerre quadrature. However, by using Gauss-Laguerre quadrature the choice of cj is constrained to the root points of the Gauss-Laguerre polynomial. The results of the non-dimensionalized Aris integral method using seven root points to solve the model equations in terms of phase 64 lag are depicted in Figure 25. Again the sum of p\\ was expected to be between 2 and 7 with all (3r terms positive. As can be seen in Figure 25, the results are still unreasonable. 1000 -, • 1 -3000 -I 1 Set number Figure 25 Aris integral method to solve pore distribution using phase lag to solve for p\\ result shown is for column #2 5.3 Fourier Domain Analysis In theory it should have been possible to determine the distribution function of the diffusion lengths in a column of ore. However, in practice it has proven impossible to determine the actual distribution of the pores. Roman[15] has suggested that the GGS distribution function is a good choice for describing the distribution of pores within a heap. Therefore, using Fourier analysis of the rinsing model and the (GGS) distribution function, it should be possible to determine model parameters using data from the seven frequency response tracer tests. The model parameters from the Fourier analysis may 65 then be used in the rinsing model developed by Dixon et. al[4] to test its ability to scale in height. Defining the following variables and parameters: a.. C„ af = „ x X X, £f til D Equations (13) and (15) from chapter 3 may be non-dimensionalized in terms of length. By including an arbitrary distribution function for pores, the following two equations result: 1 daf da. ta 6X dt - f ld 0 \" /(H) 2 fda.^ K*J dZ (35) da. 1 d2a. dt tdZ2 d£ (36) The general solution to Equation (35) is now given by the following non-dimensional equation: af = Afe'm (37) The method used to solve Equation (36) is similar to the method used in chapter 3 with the following change, as\\„ = afPE cos((9^ .) 66 where the subscript 5 indicates an assumed distribution function. The solution to equation (36) is given by the following: f da. ^ a }o ^ (QE+iRE) with o - ^2a> td . The following derivatives are obtained from differentiating the general solution to Equation (35). daf = dAf ^ dC dC da, — ., —s-=.i(oA{em dt 1 Using the same method as in chapter 3, after substitution and simplification of the above results, the following two equations are obtained for attenuation and phase lag. In V J / ( E ) g -= -fi>f f l- [ * dz cr i a (38) / -MAX v a J * (39) Replacing the general distribution function by the GGS distribution, / ( E ) = mS (40) the final results for attenuation and phase lag are obtained. 67 In = -co t a UmZm-2Q^dZ (41) (42) The integrals in equations (41) and (42) are easily and accurately solved using Gauss-Legendre quadrature. There are four unknowns in the above equations: (]) the volume ratio of stagnant to flowing fluid; ta, a time parameter for advection equal to the flowing fluid mean residence time; td, a time parameter for diffusion; and m, the GGS distribution parameter. The attenuation and phase lag data in the above equations are once again uncoupled allowing independent solutions for both attenuation and phase lag. The equations were solved for column #2 and column #3 independently, resulting in slightly different values for <|>, td, and m. The results for <|), td, and m are independent of column height and should be the same for the two columns. Therefore, the results for (j), td, and m were averaged for the two columns. The advection time parameter ta is dependent on column height. As column #3 is twice the height of column #2, ta for column #3 should be twice ta for column #2. The results of the four parameters are tabulated in Table 5. Results of the Fourier analysis for column #2 and column #3 are depicted in Figure 26 and Figure 27 respectively. To make the graphs easier to read, negative phase lag values are plotted. 68 Parameter Column #2 Column #3 Average values Actual values Actual values 0(1) 5.35 5.71 5.53 ta (hrs cm\"1) 0.558 1.14 0.565/ 1.13 tj (hrs cm\"1) 69.9 91.8 80.8 m(l) 0.652 0.552 0.589 Table 5 Model parameters from the Fourier analysis Figure 26 Frequency response results in the Fourier domain with the (GGS) distribution function assumed for column #2 69 Figure 27 Frequency response results in the Fourier domain with the (GGS) distribution function assumed for column #3 5.4 Rinsing Model The original rinsing model developed by Dixon et. al[4] was non-dimensionalized in terms of length, concentration, and time. To use the analysis developed in the preceding section the rinsing model equations had to be reworked. The same non-dimensionalization scheme developed above is used for equations (6) and (7) of the rinsing model. ^ = D ^ % (6) dt dx dCf dCf dC £f-z-L = -U,—J--Dal •f dt \" dz dx (7) x=0 After simplification and substitution of an arbitrary distribution function, the following results are obtained: for diffusion within stagnant pathways, 70 a,(£f = 0) = l as(£ = 0,t) = af = 0 and for advection within the flowing fluid — MAX (44) 4=0,3 af(£=0,t) = 0 Replacing the general distribution function with the GGS distribution function Equation (44) becomes D ( X f _ 4* a L = - 3 ^ dE (45) .=0,5 Equations (43) and (45) fully define the rinsing model and require the specification of the same four parameters, <|), ta, td, and ra, used in the preceding section. By changing the boundary condition of the advection equation, from a step change to a sinusoidally varying input, the rinsing model can be used to predict frequency response results. Results using the parameters obtained from Fourier analysis, in the rinsing model with a sinusoidally varying boundary condition, are depicted in Figure 28 through Figure 34. The results presented for the frequency response predictions are in terms of time versus non-dimensional conductivity. Conductivity measurements in the range of 0.1 to 1.8 mmho are linear; therefore, as long as the boundary condition for the 71 advection equation covers the appropriate range, conductivity and concentration may be interchanged. As can be seen, the predictions for both attenuation and phase lag tend to get better as the period increases. However, caution must be employed when observing the phase lag values, as the time axis is changing, thus amplifying the relative change in error. A better way of observing the phase lag results is to compare the percentage difference of predicted values from experimental values. The results for attenuation and phase lag in column #3 are presented in Table 6. Comparing the results in Table 6 to Fourier analysis for column #3 in Figure 27 it can be seen that the results do not correspond to expected variances. For example, the result for attenuation in the 10 hour period case should be very good, while the phase lag result should be much worse than any other phase lag prediction. The model predictions for attenuation are much better than those for phase lag. Phase lag is made up of two components; fluid travel time through the column, and diffusional processes in the fluid as it travels through the column. The large error associated with phase lag values may be attributable to one of the two separate components of phase lag not being adequately accounted for. The error associated with phase lag predictions is uniformly large; therefore, fluid flow within the column is most likely the cause of the error. The advection time parameter ta is the parameter responsible for fluid flow within the column. Similar results were obtained for column #2. 72 Period Exp. Model % Diff. Exp. Phase Model % Diff. Attenuation prediction lag prediction 7.5 0.327 0.435 33.0 3.31 2.65 19.9 8.75 0.419 0.476 13.4 2.93 2.34 20.1 10 0.478 0.512 7.14 2.63 2.05 22.1 11.25 0.520 0.504 3.10 2.39 1.94 18.8 12.5 0.543 0.564 3.94 2.19 1.75 20.1 13.75 0.587 0.578 1.53 2.03 1.65 18.7 15 0.615 0.608 1.14 1.88 1.62 13.8 Table 6 Comparison of Fourier predictions to experimental values for attenuation and phase lag in column #3 Input Cone. Effulent Cone. Model Input Model Output 0 5 10 15 20 25 30 Time (hours) Figure 28 Frequency response predictions, using parameters from Fourier analysis for column #3, Period = 7.5 hours 73 Figure 29 Frequency response prediction, using parameters from Fourier analysis for column #3, Period = 8.75 hours Figure 30 Frequency response prediction, using parameters from Fourier analysis for column #3, Period =10 hours 74 Input Cone. Effulent Cone. Model Input Model Output 0 10 20 30 40 50 Time (hours) Figure 31 Frequency response prediction, using parameters from Fourier analysis for column #3, Period = 11.25 hours Input Cone. Effulent Cone. Model Input Model Output 0 10 20 30 40 50 Time (hours) Figure 32 Frequency response prediction, using parameters from Fourier analysis for column #3, Period =12.5 hours 75 10 20 30 Time (hours) 40 50 -Input Cone. - Eff ulent Cone. Model Input - Model Output Figure 33 Frequency response prediction, using parameters from Fourier analysis for column#3, Period = 13.75 hours 10 20 30 40 Time (hours) 50 60 • Input Cone. - Effluent Cone. -Model Input -Model output Figure 34 Frequency response prediction, using parameters from Fourier analysis for column #3, Period =15 hours 76 The next step in the investigation was to compare the Fourier analysis to actual rinsing results. In the rinsing tests the column was initially flooded with a high concentration tracer solution. However, as seen in Figure 17 the conductivity of NaCl in water is not linear over the entire range. This required changing the conductivity values to concentration values. To do this Table 71 \"Concentrative Properties of Aqueous Solutions\" from the CRC Handbook of Chemistry and Physics was used. At appropriate intervals linear interpolation was used to change the conductivity values to concentration values. The concentration values were then non-dimensionalized. The results of the non-dimensionalized rinsing tests for column #2 and column #3 can be found in Figure 35 and Figure 36 respectively. Also depicted in the two figures are the rinsing model results from the Fourier analysis and a best fit line. As can be seen in the two figures the Fourier predictions do not provide a fit to the data. The model parameters were varied to obtain a best fit to the rinse profile. Figure 37 shows the results of changing (j> while holding the other parameters constant. Increasing (J) tends to increase the time necessary for rinsing. This is an expected result as increasing (j) is the same as increasing the amount of stagnant water in the heap and therefore the amount of cyanide that has to be rinsed. Figure 38 shows the effect of changing the advection time parameter ta while holding the other parameters constant. Assuming that the flow rate and the cross-sectional area for fluid flow remain unchanged, ta is proportional to column height. Figure 39 shows the effect of changing the diffusion time parameter td while holding the other parameters constant. Here the result is as expected. Increasing the diffusion time parameter has minimal effect on the fast rinsing phase, while the slope of the slow rinsing phase is made less negative; thus, increasing 77 the time required for rinsing. Figure 40 shows the effect of changing the GGS parameter m while holding the other parameters constant. In this case, increasing the GGS parameter shifts the slow rinsing phase vertically. Compared to the USBM study[4] the GGS parameter in this case is relatively large, thus indicating a large portion of long, slowly rinsed pores. The model parameters for the best fit line are presented along with the Fourier analysis in Table 7. Column #2 Column #3 Fourier Best Fit Fourier Best Fit 0(1) 5.53 4.5 (t>(D 5.53 4.8 ta (hours) 0.565 0.2 ta (hours) 1.13 0.6 tj (hours) 80.8 80 td (hours) 80.8 80 m(l) 0.589 0.43 m(l) 0.589 0.48 Table 7 Rinsing model parameters of the Fourier analysis and the Best Fit lines for columns #2 and #3 c o c 0) o c o o n c o 'in c a E '•5 • c o z 0.0001 0.01 + 0.001 40 Time (hours) + Rinse Profile Fourier Par. Best Fit 80 Figure 35 Non-dimensionalized rinsing results showing the Fourier analysis prediction and a best fit line for column #2 78 c a> o c o u 15 c o w c 0) E '•5 • c o z 0.01 0.001 0.0001 40 60 Time (hours) + Rinse Profile Fourier Par. Best Fit 100 Figure 36 Non-dimensionalized rinsing results showing the Fourier analysis prediction and a best fit line for column #3 1.00E+00 1.00E-01 1.00E-02 + 1 .OOE-03 -+-ta = 1, td = 175, m = 0.5 H h H 1 h 0 10 20 30 40 50 60 70 80 90 Figure 37 Effect of changing (j) at constant ta, tj, and m 79 1 .OOE+00 1.00E-01 1.00E-02 4-1.00E-03