ML19308D687

Rept to Util on Foundation Problems

ML19308D687
Person / Time
Site:	Crystal River
Issue date:	10/31/1972
From:	AFFILIATION NOT ASSIGNED
To:
References
69114, NUDOCS 8003120813
Download: ML19308D687 (65)

Text

{{#Wiki_filter:. e WW .Rmnau@ ni, c,, d Golder Associates D CONSULTING GEOTECHNICAL ENGINEERS Ri]U!.ATOIl DOCKti it,.e CDn,Y A + - -e t RECEIVED 4 AUG 3 01973 2 SEP 121973 p,.. ;ic : t,it :-u: I~ U.S. Atom'c Energy Commnsion 2 Regulatory O) Mail Section d 4 REPORT TO FLORIDA POWER CORPORATION ON FOUNDATION PROBLEMS NUCLEAR POWER PLANT, UNIT NO. 3 CRYSTAL RIVER, FLOR'A \\ OOM 01r- -y -^ "E^ULATORY CENIRAL FILES R o 3 'T oc:4 nTio usuc ,e SEP 121973 .~ - = EE%w:RT S e Nu sectice e accur cas Distribution: Of y; /, Tb 6 copies - Florida Power Corporation, St. Petersburg, Florida. 2 copies - H. Q. Golder & Associates Ltd., [- 2 Mississauga, Ontario. 80031 l October, 1972 69114

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~ r l TABLE OF CONTENTS Page 1 INTRODUCTION 1 STATEMENT OF THE.*' 3BLEM 1 ~ POSSIBLE SOLUTIONS TO THE PROBLEM 3 1. Transfer of Load to Lower Level 3 2. Replacement of Bad Material 4 3. Improvement of Bad Material DISCUSSION 5 SITE INVESTIGATION 6 GROUTING TEST 7 MAIN GROUTING PROGRAM 9 Stage I Cement Grouting 10 Stage II chemical Grouting 11 PROOF-TESTING OF GROUTED AREA 12 ASSESSMENT OF QUALITY OF GROUTED AREA 13 a) ESP boreholes 14 N values 14 b) Infill and Cement Grout in Chemical Grout Holes 15 c) Grouting Records for Chemical Grout Holes 15 d) Large Diameter Inspection Boreholes 16 SETTLEMENT OBSERVATIONS 17 CONCLUSIONS 17 APPENDIX I In Order TABLES I " 11 wing II Page 18. FIGURES 1 to 10 I l Golder Associates i

INTRODUCTION During the early stages of construction in October, 1969 of a Nuclear Power Plant (referred to as Unit No. 3) at Crystal River, Florida, unsatisfactory foundation conditions were ' discovered. Golder Associates were aske( to advise the owners, The Florida Power Corporation, on the design of the foundations and to work in conjunction with Gilbert Associates of Reading, Pa. the main consultants, and Woodward Clyde Associates of Philadelphia, Gilbert's foundation consultants. Golder Associates' terms of reference are given in Appendix I. The writer visited the site on five occasions between October 26th,1969 and May 14th,1970, and visited Philadelphia for meetings on three occasions during the same period. STATEMENT OF THE. PROBLEM The area is a flat limestone region with many lakes formed in solution cavities. The rock is in general close to the surface, but in many places is covered by a white sand. At the site of the power station, there is a surface access fill of sand and gravel, and some. concrete has been placed. All foundation levels however are in the rock which is described as Biopel, which is a limestone, and which may be decomposed in places and may contain solution cavities a'nd joints enlarged by i solution. At a depth below general ground level of about 70 ft. Dolomite is encountered. This is a much harder rock than the s Golder Associates

2. Biopel, but also contains solution cavities in places. The local practice, which was used satisfactorily, in the cases of the two existing adjacent power stations, is to drill and grout the top 30 ft. or so of the Biopel with cement grout to fill any existing voids. All elevations on the site are referred to an arbi-trarily established datum of +100 feet, general ground level being around +90. During the exploratory drilling on the site, an area of unsatisfactory foundation material was discovered under part of the site of the main foundation. The material is badly decom-posed Biopel and fine-grained sands and silts in a loose condition. The sands and silts are believed to be infill material in the inter-section of two vertical joint systems which have been enlarged by solution. The bad area appears to extend over a roughly circular area with an extent of between 4,000 and 5,000 sq. ft. and a thickness of 10 to just over 30 ft. This bad material poses a foundation problem since the proposed structure will impose a pressure of 6 to 8 kips /sq. ft. over a considerable area. The problem is complicated by a water problem. The normal g_ sandwater level is at elevation +88 but this was drawn down inside a curtain wall of cement grout to elevation +65 for construction purposes by pumping from two wells and a sump in the excavation. l Golder Associates

~ 3. The problem is how to carry the load of the structures in the bad area. The present report deals mainly with the Reactor Building. The other foundations affected by the bad foundatien conditions were the Auxiliary Building with the Decay Heat pit and the Nuclear Service Sea Water Pump Sump. (Fig. 1.) The foundation problems were complicated by con-siderations of scheduling. Although I took part in these dis-cussions, the decisions were largely made by Gilbert Associates and Woodward Clyde Associates, who have reported on these problems. POSSIBLE SOLUTIONS TO THE PROBLEM Solutions to the problem will be based on one or more 3 of the following principles. 1. transfer the load to the rock below the bad zone, 2. excavate the material in the bad zone and replace by good material, 3. improve the properties of the material in the bad zone. 1. Transfer of Load to Lower Level This is the normal solution to a problem of this type, the transfer being made by piles, piers, or caissons. The complications at this site of the layer of Biopel above the bad zone, the water problem, and the fact that the Dolomite may be cavernous rule out some of the normal solutions. It will be necessary to grout the Dolomite below each pier with cement grout to fill any cavities. This suggests the use of large diameter bored piles or piers, with fewer injection points. Golder Associates l l l

. +., L 4. caissons, with their advantage that the foundation material is inspected do not show to advantage when the rock may be cavernous, also it might be difficult to dewater the hole for inspection purposes. Normally, high pressures can be used on the base of a pier on rock, but it may be more economical here to use lower pressures and more piers in view of the nature of the rock. ~ 2. Replacement of Bad Material It seems unlikely, that in this cavernous material, the site could be dewatered to a sufficient depth to enable excavation of the bad material to be carried out in the dry, except with great difficulty. It is assumed that pumping would be stopped and exca-vation would be done under water by dragline and grab. This is feasible. The hole would be filled with lean concrete placed by tremie. The bottom portion of the fill might be sand and gravel if this resulted in a saving. Consideration must be given to the sides of the excavation and 'it may be necessary to support these by steel sheet piling in } some 3f not all areas. The driving of the piling will be hard. An alternative method which employs the same principle is to excavate by grab inside large diameter (6 to 10 ft.) steel shells sunk to the Dolomite and backfilled with lean concrete placed by tremie. Whether or not the steel shells could be recovered is doubtful. 3. Improvement of Bad Material The bad material is granular and saturated. Its mechanical properties can be improved by freezing the water or by replacing \\ Golder Associates . - -l

.. ~. 5. it by a cementing material with an adequate intrinsic strength. Where a permanent increase of strength is desired freezing is impracticable and an injection technique must be used. In material as fine as the ' infill' at this site chemical solutions of low viscosity are the only grouts which will penetrate the soil. Visual inspection of the soil samples, and the few grading curves available indicate that there is a very good chance of in-creasing the strength of the infill material sufficiently to support the applied loads. If attempted, the work must be very carefully carried out and must be proved by visual inspection preferably in large diameter holes. i DISCUSSION l From the foundation engineering point of view, the solution to be preferred is large diameter cylinders sunk to the Dolomite which will be grouted with cement below each pier. How-ever there are other considerations such as time required to re-design the foundation slabs to span between the piers, the extra cost of this slab, and the effect on the seismic design of the structure. Chemical grouting of the bad area, seems to be an acceptable alternative solution provided the infill is no finer than the samples seen and sieved. The only way to check this is by a test section which will form part of the finished work and which can be thoroughly tested and examined. If the test proves satisfactory the grouting can be completed, the inspectior. pro-ctdure applying throughout. If not then the problem can be solved by a combination of methods 1 and 2 above using large diameter cylinders sunk to the Dolomite and filled with lean concrete. 1 Golder Associates

6. The balance between few cylinders using high pressure on care-fully grouted rock and a redesigned slab, and a large number of cylinders with low pressures and little or no grouting and better seismic conditions will be struck on the basis of prict and tuna. The important point is that the problem can be solved. It was decided to adopt a solution by g outing provided that a test section proved satisfactory. l The alternatives of removal and replacement of the i weak material, or large dirmeter caissons were considered but not adopted because they would take longer, and involve redesign of the foundation from the seismic point of view. They would be re-considered if the grouting test proved unsatisfactory. SITE INVESTIGATION Many boreholes had been put down in the area of the reactor built:ng foundation. (See Fig.1 and 2) These had pro-duced some core; of the rock and some split spoon samples of the infill material in the voids. There were many areas where the recovery was very poor (30%) and where samples were Icst. Nothing is known of the properties of the lost material except that it is very. soft. ~ The infill material which was recovered was mostly sand and silt. None of it could be grouted with cement. Much of it could be grouted with chemical grouts, e.g. silicates, chrome lignin, AM9. The missing material may be too fine to accept grout at all. Golder Associates .y -e v ---r

~ 7. GROUTING TEST An area in which previous borings had shown the founda-tion conditions to be bad was selected for the grouting test. A pre-grout exploratory program consisting of three test borings and three static penetration tests was carried out, the test borings bedng at the position proposed for the grout pipes. (See Figs. 3 and 4) The layout of the grouting pipes in the test area is shown in Fig. 3b there being five primary, four secondary and f6ur tertiary holes. In any grouting operation the groundwater should be static, i.e. there should be no flow of groundwater. In the present case there was a water-lowering system in operation. To carry out the grouting test with no flow of water it would have been necessary to backfill the area to elevation 90 from its existing elevation of 70 and stop the pumps. This would have de-layed the test considerably. It was decided to carry out the test with the pumping system in operation, the work being done from elevation 70. It was realised that this might vitiate the test. In an atte.mpt to minimize the effect of groundwater flow a grouted cut-off wall was formed around the area to be grouted before the test was carried out. 1 In the event the grouting was not completely success-ful, the improvement in properties below elevation 36 being patchy. Between elevations 36 and 60 the soil properties improved markedly. The post-grouting boreholes numbers B.O and B.1 were done after the grouting of primary, secondary and tertiary holes had been completed as planned. (See Figs. 3 and 5) Golder Associates l

8. B.O showed fairly good results but was stopped at elevation 40 and is therefore useless. B.1 showed good results down to elevation 40 and bad results below this down to elevation 26. Re-grouting was then started in some of the holes. ~ During this time B.3 was drilled (Fig. 5. d. ). The results were i fairly good down to elevation 38 and bad down to elevation 30. Further re-grouting was carried out af ter wh(ch bore-holes B.4 and B.2 were drilled (Figs 5.e, c). B.4 showed bad results from elevation 38 to 30. B.2 was good throughout (Fig. 5.c). The cone penetrometer results, althou..h indicating some improvement, showed some unsatisfactory material between elevations 30 and 36. The grouting records show some tightening up on re-grouting in the area of B.2 which was the only satisfactory hole. Near B.4 which was unsatisfactory after grouting three ti'nes, there is no reduction of grout taken after each grouting. This indicates that the grout is escaping from the immediate area of the test section. The conclusions drawn from the grouting test by the writer (January 19th,1970) were: 1) the results are not satisfact.ory, possibly due to escape of grout because of groundwater movement. Golder Associates

9. r' 2) examinstion of camples and the N values show consider-able improvement over pre-grout condition in some areas. ~ 3) grouting from elevation 90 with no pumping should give ~ better results than the test. 4) the next stage of grouting should also be considered to be.a test. 5) the spacing of grout holes should certainly not exceed 4 ft. and it must be possible to return and regrout any hole. MAIN GROUTING PROGRAM Following the grouting test we were fcrtunate to obtain the services of Mr. E. Huni of Vancouver, B.C., an expert in chemical grouting to advise on the main grouting program. The program adopted owes much to Mr. Huni's advice., At one point the possibility of washing the infill material out of the voids before filling the voids with cement grout was considered. This is a procedure which has been success-ful many times. However, following the test grouting in which the } infill material which was recovered appeared to be mainly angular fine sand which could be grouted with chemicals this idea was aban- .doned. Instead a two stage grouting procedure was adopted. The first stage was to be gravity grouting with a heavy cement grout to fill the voids and compress the infill material. The second stage was pressure grouting with chemicals, of all the material too fine to accept cement grout. The area to be grouted was back-filled to elevation 90 and all pumping of water was stopped. Golder Associates -.py, -w.

.2 s 10. Stage I Cement Grouting This was cement grouting to replace all water or soft infill in voids by a solid mass of grout leaving only more or less compact infill material to be chemically grouted. The -operation was based on primary holes at 16 ft. centres, secondary holes in the centre of the squares formed by the primaries, and tertiary holes between the primaries and secondaries, thus forming a final pattern at 8 ft. centres. The primary holes were to be grouted with a heavy grout using gravity flow only, to fill voids and displace soft infill. The secondary and tertiary holes were to be pressure grouted to compress the infill remaining and~the decomposed rock. Throughout the drilling of the grout holes only one void of 2 ft. was found. This was in hole C 95 P, the second hole to be drilled. This was in spite of the fact that many large voids had been found in this area in holes drilled previously. Many holes encountered sand and infill material. This improvement in ground conditions can be attributed, certainly in part, to the amount of grout injected during the previous grouting test. The holes around the perimeter of the area in general showed better rock conditions than those nearer the centre indicating that the area was correctly delineated. Grout was found in the area of the earlier chemical grouting test' and also to the south-i east of this area. This confirms the earlier suggestion that flow of water to the deep well had caused movement of grout in thir direction. Golder Associates

y-VWW 9 a v 11. The grouting started using a gravity technique which was designed to fill large cavities with a cemert sand grout. The first three holes took a reasonable amount of grout, but the next twelve holes took very little grout. As the drilling had showed no voids in any of these holes, the technique was changed to pressure grouting. The secondary and tertiary holes were also pressure grouted. The grout take in each hole is shown in Table I. As is usual the take was very variable in the primary holes ranging from 99 to 13,000 cu. ft.,was more constant in the secondary holes - from 112 to 318 cu. ft., and was small and fairly uniform (5 to 68 cu. ft.) in the tertiary holes. These results indicated clearly l that the cement grouting had been successfully carried out and no l further cement grouting was required in this area. Stage II Chemical Grouting The chemical grouting again consisted of three stages. The primary grout holes formed a north-south orientat:ed pattern of. squares of 8 ft. side. The secondary grout holes were drilled in the centre of these squares. The tertiary grout holes were drilled between adjacent primary and secondary holes. Thus the maximum spacing between holes was 4 ft. (See Fig. 6.) This grid of holes was offset from the cement grout holes. l t The grouting was carried out between elevations 25 and 65. The grout tubes were 60 mm. dia, valve tubing driven into the ground by an 'Alvik' air drill mounted on an Atlas Copco air track, and leaving an expendable ring bit in the ground. The tubing had ports in it covered by leaf springs which could be opened by the grout pressure. By using a suitable packer assembly it was pos-sible to grout at any desired level and to return to any hole and i re-grout if desired. The effect is similar to the ' tube-a-manchette' developed by soletanche. Golder Associates

e 12. The chemical grout used in the consolidation grouting (as 1 opposed to curtain grouting which was also carried out) in areas A and B (See Fig. 6), was a Siroc grout. Two different mixes were used with different gel times. mixes are given in Table II. This table is taken from Woodward Clyde's report. The Siroc 132 grout was used for the main grouting work. Siroc 142 with a shorter gel time was used in the curtain grouting as was Tbrranier C. Siroc-Cement was used in the curtain wall wherever high takes were expected. Grouting started at the bottom of the hole and was moved up-wards in 14 in. lifts. The maximum pressure used was 200 p.s.i., but grouting' stopped when 50 gallons (U.S.) of grout had been injected at any point. Careful records of quantity and pressure for each hole were kept on site. PROOF-TESTING OF GROUTED AREA As the grouting of an area was completed (i.e. primary, secondary and tertiary holes) exploratory borings were put down to l check the soil conditions. These borings were numbered ESP 14 to ESP 26 plus 15A, 25A, 26A and 26B, i.e. 17 holes in all. Where thu hole was in rock NX core was recovered. In grouted infill and decomposed rock which could not be cored, i l Golder Associates

-r 13. Standard Penetration Tests (N values) were made and the samples kept for laboratory tests. Permeability tests were made at inter- . vals in some of the holes. In some areas of drilling in Biopel rock core recovery was quite low and there are no N values, e.g. ESP 25. In order to obtain some information on lost material, borehole ESP 25A was put down 5 ft. from 2SP 25 and continuous N values were obtained. On Fig. 7.a. the essential data from both these holes are plotted side by side. It is evident that even where the per-centage of core recovery is low in broken limerock that the N values are high, and the material is satisfactory as a foundation. In borehole ESP 26 the N values were low. A confirma-1 tory hole ESP 26A was put.down 5 ft. from ESP 26. Although the N values were much higher there was one low value of 3. The primary and secondary holes were re-grouted. Borehole ESP 26B was then put down some 10 ft. away (Fig. 7.b) The N values in this hole were satisfactory. 8 ASSESSMENT OF QUALITY OF GROUTED AREA Three approaches have been used in assessing the quality of the grouted area from the foundation point of view. s These are based cn, a) the samples and N values from the ESP boreholes, b) the amount of infill and cement grout found in the chemical grout holes, ~~ Golder Associates

14. ~ c) the groutir, records (pressure and volume) for all of the chemical grout holes. a) ESP boreholes .ite assessment was based on a visual examination of all rock cored and the samples of grouted infill obtained, the measured permeability in the boreholes, and the N values. The descriptions of the samples are given in the ESP bore-hole logs some of which are given in Fig. 7. The permeability of the mass was reduced to about one thousandth of the pre-grout figures,i.e. x 10-3 This is the amount which would be expected with chemical grouting. The N values proved the most satisfactory measure of improve-ment in mechanical properties. These are discussed below. l N values The specification sets a lower ibnit for N values in the grouted foundation material of 30 blows per foot. It also allows a certain proportion of test results to be below this value. This is simply one man's judgment of what is reasonable. Out of a total'of 196 standard penetration tests 'in 17 holes 24 values were below 30, i.e. 12%. However the tests in hole 25A should be taken out of this total, since the continuous N values in this hole unfairly overweight the total. Holes 26 and 26A should aAsc be omitted since because of the unsatisfactory condition ( shown by these holes this area was re-grouted and improved as shown by hole 26B. This I saves 137 N values of which 13 or less than 10% l are below 30. Of these only 6 or less than 5% are below 20. Golder Associates

~ n; + 15. The pressure we wish to put on this soil is 6 kips /sq. ft. -(8 kips /sq. f t. in extreme cases). I consider this satisfactory. b) Infill and Cement Grout in Chemical Grout Holes The treatment of weathered limerock by cement grouting is quite usual in this area. The unusual feature of this foundation is the large percentage of voids and sand infill. The voids have i j been satisfactorily treated by cement grouting, and the chemical grouting was intended to t'reat the infill material. It is of interest therefore to look at the amount of infill found in each of the chemical gr. holes. This is plotted in Fig. 8. If a hole contains infill then a portion of the symbol for the hole is blacked in. Very approximately the proportion blacked is the proportion of infill occurring to the total grouted depth. It will be observed that many of the ESP holes are situated in areas where there is little infill. This is quite fortuitous. The occurrence of infill is quite sporadic. There is no indication of an orientation of joints in the infill. ESP holes 18 and 20 might be expected to be the worst but this is not so. The whole pattern of infill is sporadic and there are large areas of no l infill. This is encouraging, and cince the treatment of weathered ILmerock in the district has been shown to be satisfactory by past i experience, from this approach the foundation can be judged to be satisfactory. ) i c) Grouting Records for Chemical Grout Holes The grouting record of pressure and quantity for each hole has been examined and the hole has been assessed as excellent, good, O.K., possibly O.K. but questionable (O.K. ?), definitely i questionable (?), and bad. This is a personal judgment. The [ Golder Associates , _,, _... ~ _ _

16. holes were assessed in ESP areas and so some holes were assessed twice. In most cases the assessments agrced. In a few cases the assessments differed, but in no case were they more than one class apart. When assessing the value of a hole account was taken of whether the hole was Primary, Secondary or Tertiary, e.g. a hole marked as ' good' if Primary might be O.K.? if Tertiary. It is difficult to co-ordinate all this information so that it can be assimilated all at one time. Fig. 9 is an attempt to do this. The ' cool' part of the figure (green to pale yellow) is satisfactory. As the colour gets ' hotter ' so the condition de-teriorates, red being dangerous. The final answer is again a personal opinion which can differ from one engineer to another. In my opinion this picture is sufficiently ' cool', and the founda-tion is satisfactory. d) Large Diameter Inspection Boreholes I consider that the best method of ascertaining the success of the grouting operation is to sink a large diameter (24") bore-hole through the grouted zone so that at angineer can go down the hole and inspect the grouted material. The hole is kept filled with water which is pumped out in stages a few feet at a time, an inspection being made at each stage from a safety cage. I do not share the opinion put forward by others that this would be r. dangerous procedure because the hole might collapse and ruin the foundation. If the hole collapse'd the grouting would have been proved to be faulty. However, I agreed to proceed with the indirect methods of Golder Associates l

17. investigation described above as a.first step. In the event, I did not ask for large diameter inspection holes because I was satisfied with the assessment of quality based on these methods for the modest pressures to be used, and in a foundation of this size several holes would have been required at considerable cost and involving delay to the work. SETTLEMENT OBSERVATIONS A system.for measuring the settlement of the building in the grouted area was designed by Woodward Clyde Associates and installed. The system proved entirely satisfactory. 4 Five measurement points were established around the l perimeter of the foundation of the reactor building. These were called RB 1, 2, 2/3, 3 and 4. Measurements of settlement were started in August 1971 when approximately 40% of the final founda-tion's pressure had been applied. What the settlement was up to this time is not known. At the time of writing over 70% of the total load has been applied and the measured settlement (apart trom the initial unknown settlement) is of the order of 1/5 of an inch. If the mechanism of deformation does not change the final measured settlement can be expected to be about half an inch. This is satisfactory. The settlement with load applied, and against time ic shown in Fig. 10. CONCLUSIONS 1. The cavernous limestone containing soft infill material below \\ j the proposed power station posed a serious foundation problem j on which positive remedial measures were essential. l Golder Associates m..

18. 2.- Of the 'several possible alternative solutions considered grouting was chosen. In my opinion this was the correct choice. 3. The grouting procedure was soundly planned and executed. 4. The testing of the grouted area has been thorough. The tests indicate a satisfactory improvement in the properties of the foundation material. 5. The settlements have been carefully measured and have been small - (less than 1/4 inch). 6. With over 70% of the final load on the foundation the behaviour is such that I consider the foundation satisfactory. ~ HQG:jb H. Golder, P.Eng. 69114 5 Golder Associates

APPENDIX I TERMS OF REFERENCE FOR ADVICE ON FOUNDATION PROBLEM J AT UNIT NO. 3 CRYSTAL, RIVER, FLORIDA 1) Golder Associates will serve as technical advisor to Florida Power Corporation's Nuclear Project Mannar.; on the foundation-problems at the Unit No. 3 site at Cryr cal River, Florida. 2) The terms of payment will be in accordance with the attached Gehedule of Charges. 3) H. Q. Golder will work as part of a team comprising one or more engineers from the Florida Power Corporation, Gilbert Associates, and Woodward-Clyde Associates who will be jointly responsible for the success of the work. 4) The project will be considered to be a foundation problem and will be treated in phases as discussed at meetings in Philadelphia on October 29 tit and 30th. Phase I will test the possibility of grouting as a solution to the problem. 5) The work in Phase I will be carried out by a contractor accept-able to all the members of the engineering team, and will be supervised full. time by engineers on site who are acceptable to the team. 6) Golder Associates will receive copies of all field data promptly during drilling and grouting and a weekly field progress report. The contents of these field records will be discussed and agreed by the term. 7) H. Q. Golder will have the right to approach the site engineers directly by _ telephone or letter for amplification of points in the records, confirmatory notes being sent to all parties, and to visit the site if he feels this to be necessary. 8) Golder Associntes will be concerned only with the technical aspects of the work and not with the financial arrangement made with any contractors employed. 9) All activities of Golder Associates and/or H. Q. Golder in the carrying out of the work under this Agreement are subject to the approval of Florida Power Corporation's Nuclear Project Managsr. 10) This Agreement is subject.to termination by either party on forty eight (48) hours written notice. Goider Associates

~.. - TABLE I CEMENT GROUTING IN ' BAD AREA' Gravity Grouting - Primary Holes Pressure grout TAKE on same hole ORDER HOLE NO. CU.FT TAKE TOTAL 1 C 111 P 359 509 868 2 C 95 P 1,903 75 1,978 3 C 34 P 684 55 739 4 C '41 P 40 71 111 5 C 43 P 18 88 106 6 C 32 P 135 397 532 7 C 39 P 71 364 435 8 C 56 P 152 40 192 9 C 54 P 37 265 302 10 C 52 P 33 7,718 7,751 11 C 60 P 33 60 93 12 C 58 P 69 2 19 288 13 C 75 P 21 1,455 1,476 14 C 77 P 48 738 786 15 C 79 P 41 515 556 Pressure Grouting - Primary Holes 16 C 91 P 13,074 17 C 93 P 107 18 C 97 P 7,781 19 C 99 P 107 20 C 101 P 1,763 21 C 73 P 2,561 22 C 71 P 2,445 23 C 115 P 406 24 C-117 P 465 25 .C 119 P 1,735 26 C 113 P 190 Golder Associates

_2nma n-, m a~. u. ~. Pressure Grouting - Secondary Holes HOLE NO. TAKE CU. FT. C 35 S -109 C 37 S 135 C 44 S 223 C 46 S 261 C 48 S 177 C 50 S 318 C 62 S 248 C 64 S ,178 C 66 S 249 C 68 S 227 C 70 S 158 C,82 S 177 C 84 S 142 C 86 S 117 C 28 S 181 C 90 S 197 C 103 S 174 C105S 117 C 107 S 163 C 109 S 112 Pressure Grouting - Tertiary Holes C 31 T 45 C 33 T 12 C 36 T 40 C 38 T 29 C 40 T 17 C 42 T 59 C 45 T 33 C 47 T 30 C 49 T 48 Golder Associates

.;rdcatai e ~ vp ;m Pressure Grouting - Tertiary Holes HOLE NO. TAKE CU. FT. C 51 T 10 C 53 T 30 C 55 T 30 C 57 T 30 C 59 T 5 C 61 T not yet grouted C 63 T 14 C 65 T 20 C 67 T 68 C 69 T 10 C 72 T 31 C 74 T 15 C 76 T 32 C-78 T 26 C 80 T 20 C 81 T not yet grouted C 83 T 65 l C 85 T 8 j C 87 T 12 C 89 T 10 C 92 T 30 C 94 T 39 C 96 T-10 1 C 98 T - 15 j C 100 T 63 C 102 T not yet groutad C 104 T 34 C 106 T 15 C 108 T 8 C 110 T 42 Golder Associates

...mm; gy - 4, o Pressure Grouting - Tertiary Holes HOLE NO. TAKE CU. FT. C 112 T 9 C 114 T 28 C 116 T 13 C 118 T 25 l i l e Golder Associates

T ._.._.s .1 'l t } TABLE H - StM4ARY OF CHEMICAL GROUT PROPORTIONS Gel Forming Catalyst / Initiator l Predicated {< Solution (A) Solution (B) Pump Ratio Range of Gel Time L Grout Type Reagent Amount Reagent Amount (A) to (B) (min.) Sodium 40 gals. Fonnamide 8 to 12 gals. 8 to 12 min. f Siroc 132 Silicate Water 38 to 40 gals. I to 1 or Water 10 gals. Calcium 5.3 to 8 lbs. 20 to 30 min. Chloride t Sodimn 40 gals. Formamide 12 gals. I Siroc 142 Silicate Water 38 gais. I to 1 5 to 15 min. Water 10 gals. Sodium 16-2/3 lbs. Aluminate Sodium 24 gals. 2 to 1 Siroc-Cement-Silicate Wa ter 36 gals. to 2 to 12 se. Formamide 2.5 gals. Cement 4 bags 1 to 1 Water 33 gals. l Terranier "C' 100 lbs. Sodium 12 to 20 lbs. 3 to 1 Terranier Formaldehyde 1.8 gals.+ Bichromate to 2 to 5 min. I i "C" 1 gal, water 7 to 1 i Water 47 gals. Water 17 gals. FROM WoopWAP.D CLycEl RE:PortT.

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n.. FIGU'L. 4a t.OG of BORI NG No. P-2 DATE II/I - 11/23 9 SURFACE ELEV. 70 0 LOCAT ON S " UL_3 3 0 CU m E..k ~ 2 2 f S S.: DESCRIPTION C .c a. <w O E*

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Oh l. I i Accen on-site fill. 5_ 64.0 l -:, SC;~3 ' ~" 58?e N;; Medium hard to hard white biopelecrenite (Cop Rock) 10 _ 57.7 .L 3 loose ton coor:e to fine sand, trace silt (infill) 56.0 15 _ 6 " Toft creamy wnite decomposed timerock 54.5 3 Los;e ton coarse to fine sand, trace silt, (infill) 53.0 ~ 6 20 - 3 Soft to very soft creamy white differentially cemented decomposed limerock 48.0 3 21 Loose to medium dea <e ton coarse to fine rond, tr. silt (infill) 46.3 ,g 12 Med. riense white differential.ly cemented ilecomposed limerect 45.0 19 7 Loose /med. dense ton coarse to fine sand, tr. silt (infill) r' 44.3 Med. dense white differentially cemented decompesed limerocis-43.0 1 3 1/54" yogo 41,0 30 - [ Very soft dark brown t > block slightly organic silt /cloyey silt /cloyey fine sond/ silty fine sand (infill) i 3C l o, l g 1/16 lt I i 31.0 n C3ly ~ Loose to med, dense white to ton decomposed limerock 29.0 40 ] g l ~~ 71 t 45. 41.0' 6.0 I W. O COMPLEilON DEPTH Water Depth o,, $AMFLER: 2" o.o setet saangt $4urtta

FIGU?.E 4b LOG of BORING No. P-4 t DATE 11 'lLl ? 1~ O SUPFACE ELEV. 40 1 LOCATION 38 fih 3a l jU O = = 25 = y y gg D E S C RI P T IO N G ,l 5 5 5::: 5 o a w Access on-site fill 64.3 ~~ 59 Medium hard to hard creamy white biopelcorenite (Cop Rock) J 49 60.3 ~ 10 l 2/2P Very loose (very soft) to dense creamy white to ton differen-tiolly cemented decomposed limerock 15 2/18" S3.3 8 ~ 1.oose to very loose light ton fine sand with trace silt , 6/18" (infill) 49.8 20-2 Very soft creamy white decomposed limerock, slight plasticity 3 46.3 I Very loose / soft ton fine scnd, trace silt (infill) 44.3 25-2/4" T Firm creamy white decomposed limerock f 44.0 W* VQlD l H&R 38.4-30- ~ 'W Very loose / soft ten-brown fine sond/ silty fine sand, [ H&R occasionally with slight plesticity (infill) 34.5 35-- Very soft creamy white decomposed limerock ,1 32.3 ) 22 Medium dense tondecor: posed licerock 31.3 f-14 4 Medium dense to dense ton-white decomposed limerock 27.8

• Combined weight of hommer and drilling rods J

45 COMPLEilON DEPTH 41.5' wore, oepih+ A n' oos. SAMPLER: 2* o.o sptif sa88t t sAmrtta

~ ~ ' nauut - LOG of BORING No. 'P-5 _ DATE 11/17 - 11/18/!0 SURFACE ELEV. 60 5 -- LOCATION See fic. 3a oO $ b5 5 { $ gg D E S C RI P TION g C b & M d 0 0% l Access on-site fill ~ 65.0 100 5-- 6" 75 % Hard creamy white biopelecrenite (Cop Rock) NX 60,0 2 19 57 S ft t hard creamy 23iite differentially cement'ed 15 - 36 decomposed limerock ~j 6 11 jy 20_.. 2 47.5 3 -- Very loose / soft whi.. ton silty fine sand (infill) 45.5 2 -- Very soft creamy white decomposed limerock --- 43.2 25 w, . H&F un.m 30 38.5 .- 1/18" .. _Very loose / soft brown silty fine sand, occasionally with 35 - 1/24* slight plasticity and with slight organic content (infill) j.j 30.0 4/8" j i 40_ Firm ton decomposed limerock with slicht plasticity W.3 . _.V 0 1 D.._ 27.7 U""5" "'

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"'I IIY ""*""'"d d ' *P **d 32 26.0 limrod ~ 45.: '* Combined weight of hommer and drilling reds COMPLETION DEPTH - Water Depth

Dog, 11/18'69 O'

5 AM P L E P.: 2" o.o sein sneer t saurige

. -. ~.. FIG"RE SL LOG of BORING No. So 12/20/69 SURFACE ELEV. 69.0 LOCATION See fic. 3c DATE I gO 5 =- O = f $ t D E S C RI P TION C 5 Sh [h O Access on-site fill 67.0 Medium hard white biopelcorenite portially saturated 5-with Terronier "C" ~ 62.0 i ~ij 20 13 10 I 35 Medium dense to dense creamy white decomposed limerock 27 partially soturated and solidified with Terronier "C" and Siroc-cement, some vertical Siroc-cement lenses e j 13 IO - ' 41 53.0 0 _ j 69 73 Dense to very dense light ton decomposed limerock .i 20 - 100 saturated and solidified with Terronier "C"/Siroc-r[ F cement /Siroc 142 i 46.5 72 a l 25 - Dense to very dense light ton decomposed timerock with ] 43 little permeation of Siroc 142 l l 7 76 I 30 2 39.5 ~ . -l ? 35_' s' 40-I g 4 j 45 - l ( j COMPLETION DEPTH D 'O Water Depth Dona j { I S AMPL E R: 2" o.o 5Plet sanat t saurtte l l

+,.wwe- - @:ei FIGURE Sb 1.OG of BORI NG No. B-1 DATE 12/21/6? SURFACE ELEV. 69.0~ LOCATION See fic. 3c U 0 @i e s { $ gy D E S C RI P TION = S 5 50 g O 'Oh d I Access on-site fill 66.0 5 Medium hard to hard light ton biopelcorenite (Cop Rock) 10 _. g 59.0 60 Medium dense to dense light ton differentially cemented y 69 decomposed limerock generally with good saturation of 15 51 Terronier "C"/Siroc-cement /Siroc 142 34 46 20 _ becomino _ _ _ _ _ i _ _ _ _ _ m .-r 54 with less Terronier "C" and more Siroc-cement /Siroc 142 17 % 25 I NX with depth 25 '41.5 i 11 ~ 30 - very I se (v ry s it) to medium dense ton / gray-broun fine 23 sandy silt / silty fine sand (infill) fairly well soturated and s l 3 solidified by Siroc-cement /Siroc 142 e ~ 9 becomi (with depth) 35 _ 1/18" i very soft portioi'.f o fully soturated but occasionally partially -s t jj solidified by_Siroc 142 becominJo with depth) fairly well soturated and portially solidified by Siroc-40_' 15 7 cement /Siroc 142 30.0 f 9 Medium dense light ton decomposed limerock with 9 occasional permeotion of Siroc-cement 13 45 - 27 22.5 COMPLETION DEPTH-40.5 Water Depth Data _ SAMPLER: 2" o.o setst eatat t saaietta

rt.,uz. se LOG of BORI NG No. s-2 _.DATE 1/3/70

URFACE ELEV.

60 0 LOCATION See fic. 3e ~ go = e si = f $ g3 D E S C RI P TION { 5 5 55 O d o = 3_ Access on-site fill 60.5 10 Hard to very hard white biopelcorenite (Cop Rock) 55:5 47 15 _ ; Very dense white differentially cemented limer'ock generally 20-{' 49 with fairly good soturation of Siroc 142 and with occasional Siroc-cement seams 45.2 - 74 25 -i Dense to very dense brown-gray fine sond/ silty fine sand (infill) very well sotureted and solidified by Siroc 142/ 36 Terronier "C"ocessionally with Siroc-cernent seems 30 -- 24 j 32 ery dense white decomposed limerock with good saturation of Siroc 142 l s 36 35 -L 60 Very dense brown fine sandy silty (infill) and ton l 73/9' decomposed limerock generally well soturated with 32.0 92/8" 30.2 40 _ j { ~ 45 COMPLETION DEPTH 38.8 woie, o,pis oos. 5 AMPL E R: r o o srtir saaert sametta J

riaras se. ~ 1.OG of DORING No. s3 DATE 12/22/69 SUP. FACE ELEV. 60.0 LOCATION See fig. 3c C 90 +

z

~. es d a( o i %O DESCRIPTION C 5 5 35 Oh d Access on-site fill 65.0 S_ Medium hard to hard biopelcorenite (Cop Rock) 10_ 58.0 4I Very dense light ton coarse to fine sand (infill) and decom-41 Posed limerock with Siroc-cement /Siroc 142 seems 55.0 15.3 I4 Medium dense light ton coarse to fine sand (infill) fairly 53.5 37 } well saterated/ solidified by Siroc 142 f 2 40 Dense to very dense light ton differentially cemented lime-20_i rock generally well soturated with Siroc/Siroc cement seems 49.0 44 Dense ton fine sand (infill) and decomposed limerock fairly .3 well soturated with Siroc 142/Siroc cement seems 46.0 j9 25_. Madium dense to dense creamy white differentially cemented 33 decomposed limerock poorly soturated with Siroc 142 41.0 32 30_ Very loose (very soft) to very dense dark brown-block silty -r 39 fine send (infill) occasionally with clay seems,well to poorly soturated and solidified by Siroc 14.2 with depth hecoming__ _ _ _ __ _ ___ __ ___ _ 35-very Poorly to unsaturated and unsolidified 1/6" becoming (with depth) ~ 7 30 gr duelly well saturated and solidified by Siroc 142, "" Si " I S I ' * ~ * * * * "' "' 40) 59 28.0 45_ COMPLETlON DEPTH 4I* Water Depth Data S AMPL E R: 2" o o satir sarett 5AMetEE t

FtGcAE 5e l.OG -f BORI NG No. a-4 DATE 12/33-12/31/6 SURFACE ELEV. Ao n LOCATION See fic. 3c l gs E- { $ :g g:i D E S C RI P T ION G S 5 5* 5 Oh Access on-site fill 5_ 63.8 10036 - lNX Medium hard white to light ton biopelcorenite/bioclastic - 110096 peleolcoronite saturated with Siroc 142 and Siroc-cement NX 10-5896 58.2 .6. NX 48 Dense to very denn white decomposed limerock genercily 74 with good permeati.. af Siroc 142 or Siroc 142/Terronier 15 ~Jl "C" 125 34 51.0 ~ 33 20 - 27 Dense to very dense white decomposed limerock generally 4g win good permeation or siroc 142/Terronier "C" and with 120 little Siroc-cement 25 1 43 34 42,9 31 37 30 _ Loose to dense brown-block silty fine sand (infill) soturated 77 and solidified by 43r~ /<! qc-cement and occasionally by 15 Terronier "C" becoming 8 35 - portially solidified by Siroc/Siroc-cement and Terronier "C" 7 with depth 11 8 ~ j Dense white decomoos ' limerock with good permeation of { 29.5 l 40 - 30 s troc/Stree-cemeni ?R s 45 - COMPLETION DEPTH 40.5' w 3,,, o,p,h 6.0'

poi, 12/31/69 S AMPLE R:

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4 30 SEBRING UTILITIES COMMISSION Sebring, Florida REPORT OF EXAMINATION Year Ended September 30, 1976 t-DocHtPpp2 7DN#I Ocer:!g2") race w c.Tl x cai:i."" 0:'af 'iN rtah

SEBRING UTILITIES COMMISSION r Sebring, Florida REPORT OF EXAMINATION ~ September 30, 1976 COMMISSIONERS AND OFFICERS J Eldridge Pollard, Chairman Robert G. Pollard, Secretary J. A.. Butler, Vice Chairmaa Rex E. Bond, Assistant Secreta ry Jim Fulton, Commissioner J. H. Phillips, General Manager T. M. Priest, Assistant Manager ~ R. D. Priest, Controller \\ 9 r m uwo-. --- - +, .. _. _, ~ --m-.

SEBRING UTILITIES COMMISSION Sebring, Florida r REPORT OF EXAMINATION September 30,.1976 CONTENTS fage Accountants' Letter 1 Comparative Balance Sheets 2 Comparative Statements of Surplus 3 Comparative Statements of Sources of Funds Used for Construction 4 Comparative Summary Statements of income 5 Comparative Statements of income - Electric Department 6 Comparative Statements of Income - Water Department 7 Cost of Plant Maintenance and Operations 8 Comparative Detail of General and Administrative Expenses 9 Notes to the Financial Statements 10 - 12 Supplementary Financial information: Comparative Statement of Labor Expenses 13 Schedule of Revenue Certificates Principal and Interest Requirements 14 Summary of Property, Plant and Equipment 15 Condensed Comparative Operating Results 16 r l 1 .----L.-

O WICKS & WlCKS r camneD PueUC ACCouMAMS 140 soufM Conaanancs AvtNUE P. O. SOX SST SEBalNG, FLORfDA 33870 (8131 306-8251 CHAstt$ P. WlOS. C P. A. Uutt PLACID OFFICE ttAINE O. WlOS, C P. A. It $0UTH AAAIN Statti P. O. BOX 1834 ptANOS L WILLIAAAS, C F. A* (8133 W 2835 Sebring Utilities Commission 368 South Commerce Avenue Sebring, Florida We have examined the balance sheets of Sebring Utilities Commission as of September 30, 1976 and September 30, 1975 and the related statements of surplus, sources of funds used for construction, and operations for the years then ended. Our examination was made in accordance with generally accepted auditing standards, and accordingly incl uded such tests of the accounting records and such other auditing procedures as we considered necessary in the circumstances, f in our opinion, the accompanying balance sheets, statements of surplus, sources of funds used for construction, operations and notes to the financial statements present fairly the financial position of Sebring Utilities Commission at September 30, 1976 and Sec tember 30, 1975 and the results of its operations for the years then ended, in conformity with generally accepted accounting principles applied on a consistent basis. Respectfully submitted, Js jw t kb Certified Public Accountants Sebring, Florida April 1, 1977 s, 1-Members. American Institute of Certified Public Accountants - Florido institute of Certified Public tantants s + w. e 4

i ( SEBRING UTILITl:1 COMMISSION

f COMPARATIVE BALANCE SHEETS

{ Years Ended September 30, 1976 and 1975 - 4eeets -9/90/76 -9/90/75 Property, Plant and Equipment: 1 Property, plant and equipment in cary!ce $11,651,181.59 $10.971,330.52 Less: Accumulated depreciation _4,488,169.11 4,094,968.89. Total 7,163,012.48 6,876,361.63 Construction work in progress - Note 6 2,380,223.79 2,149,197.55 Nuclear fuel assemblies 161.663.16 Total property, plant and eqelpment 9.704,899.43 9,025,559.18 Restricted Assets: Electric revenue cert {ficates sinking fund and reserve fund: Cash on deposit 256.81 100.82 Certificates of deposit 950,907.50 394,250.00 Depreciation fund: Cash on deposit 282.30 221.69 Certificate of deposit 50,000.00 Construction funds: Cash on deposit 9,490.67 183.483.40 Certificates of deposit 622,500.00 850,000.00 Contingency funds: Cash on deposit 7,147.46 5 Certificates of deposit 340,000.00 Cash with fiscal agents 139,225.25 134,121.50 Total restricted assets 2,069,809.99 1,612,177.41 Current Assets: Cash on hand and in bank 78,210.79 86,077.25 Accounts receivable: Customers, less allowance for unco 11ectible accounts in 1976 of $ 16,260.79 and in 1975 of $18,167.89 347,314.86 320,876.67 other, less allowance for uncollectible in 1976 of $31,500.00 and in 1975 of $30,897.81 1,460.49 7,395.58 Inventories 316,350.00 342,407.66 Accrued interest receivable 18,045.42 3,124.95 Insurance claims receivable 73,219.86 Prepaid Insurance 25,710.00 18,855.91 ' Prepaid -Interest 603.67 Other prepaid expenses 2,751.70 1,103.97 Total current assets 789,843.26 853,665.52 Deferred Charge - Unamortized btid expense 200,793.80 90,529.52 Total assets $12.765.346.48 $11.581.931.63 C kj J

-iteth-and -1.isbil itles, 3/30/76 -9/30/75 Net Worth: Net worth (no change during period) 712,647.47 712,647.47 Surplus reserve - Note 4 3,076,238.67 2,788,527.06 Su rplus 216.353.21 287,711.61 Total net worth 4,005,239.35 3,788,886.14 Long-term Debt: Funded debt: Revenue Certificates payable: Series of 1961 177,000.00 268,000.00 Series of 1964 2,131,000.00 2,131,000.00 Series of 1973 2,050,000.00 2,100,000.00 Series of i975 3,300,000.00 Accrued interest on revenue certificates 151,584.45 80,854.04 Total funded debt 7,809,584.45 4,579,854.04 Revenue c -tificates payable - Barnett Bank at Sebr..sg, payable $90,000.00 each September 1st plus interest at 6.65%, less current portion of $90,000.00 in 1976 and $180,000.00 in 1975 180,000.00 270,000.00 Customer utility deposits 2472750.80 194,224.30 Accrued pension IIabilities - Note 5 111,302.78 55,337.88 Total long-term debt 8,348,630.03 5,099,416.22 Current Liabilities: Accounts payable 274,520. % 597,147.42 Lease-purchase agreement payable 4,726.45 Social recurity tax payable 5,817.65 5,708.52 State sales tax payable 3,506.28 5,095.61 Accrued state utility tax 14,125.75 15,752.05 Accrued payroll 22,002.21 13,921.31 j Accreed interest payable 1,496.25 21,277.91 i Totals 321,469.1,0 663,629.27 Current portion of revenue certificates payable at Barnett Bank at Sebring 90,000.00 180,000.00 Short-term notes payabl e 1,850,000.00 Total current liabilities 411,469.10 2,693,629.27 i Total net worth and liabilities $12.765.346.48 $11.581.931.63 N The accompanying notes to the financial state-ments are an integral part of this statement. i i.

l e = SEBRING UTILITIES COMMISSION a COMPARATIVE STATEMENTS OF SURPLUS Years Ended September 30, 1976 and 1975 Year Ended i Description 9/30/76 9/30/75 Balance at beginning of year $287,711.61 $177,282.57 Add: Net income for the year 490,547.61 437,967.20 Totals 778,259.22 615.249.77 Deduct: Transfer of utility account receivable balance to the City of Sebring: Balance at September 30, 1974 51,326.74 Balance at September 30,1975 - Note 3 126,314.76 Balance at September 30, 1976 121,942.42 Transfer of miscellaneous account receivable balance to the City of Sebring: Balance at September 30, 1974 13,648.28 Balance at September 30, 1975 - Note 3 16,248.38 Balance at September 30, 1976 7,251.98 Transfer of cash to the City of Sebring 145,000.00 Commitment to the City of ' ' 5 ring 120,000.00 Transfer to surplus reseru 287,711.61 Total deductions 561,906.01 327,538.16 Balance at end of year $216.M3. 21 $287.711.61 The accompanying notes to the financial state-ments are an integral part of this statement. m

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SEBRING UTILITIES COMMISSION COMPARATIVE STATEMENTS OF SOURCES OF FUNDS USED FOR CONSTRUCTION Years Ended September 30, 1976 and 1975 Year Ended Description 9/30/76 9/30/75 Source of Funds: Funds derived f rom operations: Net income for the year $ 490,547.61 $ 437,967.20 Add: items charged to net income not requiring cash outlay: Depreciation 393,200.22 354,199.46 1 Bond expense and discount amortization 12,289.40 9,413.94 Accrued pension expense 55, % 4.90 55,337.88 Total funds derived from operations 952,002.13 856,918.48 Net (Increase) decrease in net current assets (exclusive of short-term debt) ( 278,337.91) 302,570.52 Funds from financing and other sources: Net bond proceeds - 1975 series 3,177,446.32 Net increase (decrease) In short-term borrowing ( 2,030,000.00) 1,850,000.00 Accrued' interest on bonded debt 70,730.41 ( 4,310.55) Bonds redeemed ( 141,000.00) ( 137,000.00) Net decrease (Increase) In restricted cash ( 457,632.58) 121,618.75 Payments and commitments to the City of Sebring ( 274,194.40) ( 327,538.16) Increase in customer utility deposits 53,526.50 22,098.68 Total 398,876.25 1,524,868.72 Funds Used for Construction $1.072.540.47 $2.684.357.72 Changes in Net Current Assets (Exclusive of Short-t erm Debt): Increase (decrease) In current assets: Cash on hand and in bank ($ 7,866.46) ($ 69,425.31) Accounts receivable - net 20,503.10 ( 105,527.62) inventories ( 26,057.66) ( 33,142.11) Accrued interest receivable 14,920.47 ( 51,135.76) Insurance claims receivable ( 73,219.86) 73,219.86 Prepaid expense 7,898.15 ( 1,762.49) Decrease (Inc.rease) In current liabilities: Accounts payable 322,626.46 ( 122,132.98) Lease-purchase agreement payable 4,726.45 ( 3,225.80) Social security tax payable ( 109.13) 479.50 State sales tax payable 1,589.33 13,055.21 Accrued expenses 13,327.06 ( 2,973.02) Net increase (decrease) In net current assets (exclusive of short-term debt) $ 278.117.91 ($ 302.570.52) i The accompanying notes to the financial state-ments are an integral part of this statement. 4_

SEBRING UTILITIES COMMISSION COMPARATIVE

SUMMARY

STATEMENTS OF INCOME Years Ended September 30, 1976 and 1975 Year Ended Description 9/30/76 9/30/75 _ Net Operating income: Electric department - Page 6 $540,382.64 $478,987.66 Water department - Page 7 157,847.68 196,566.28 Total net operating income 698,230.32 675,553.94 Other income: Interest income (af ter credit to construction costs in 1976 of $57,488.74 and in 1975 of $68,696.57) 52,072.52 30,434.68 Total income 750,302.84 705,988.62 Other Deductions: Financing expense: Interest expense: 1961 issue revenue certificates 6,637.50 8,137.50 1964 issue revenue certificates 76,192.96 75,244.50 1973 issue re enue certificates ( af ter charge to r~nstruction costs in 1976 of $38,822.34 and in 1975 of $61,575.98) 74,075.77 53,421.93 1975 issue revenue certificates (after ( charge to construction costs of $110,342.72 in 1976) 30,239.16 Other 26,290.33 35,567.86 Amortization of discount and costs of revenue certificates 12,289.40 9,413.94 Total financing expense 225,725.12 181,785.73 Provision for uncollectible accounts - miscellaneous 602.19 30,897.81 Pension expense - prior years service cost 33,427.92 55,337.88 Total other deductions 259.755.23 268,021.42 Net income $490.547.61 $437.967.20 The accompanying notes to the financial state-l ments are an integral part of this statement. l l L.

SEBRING UTILITIES COMMISSION + ELECTRIC DEPARTMENT COMPARATIVE STATEMENTS OF INCOME Years Ended September 30, 1976 and 1975 Year Ended Description 9/30/76 9/30/75 i Opera' ting Revenue: Sale of electricity $2,191,137 23 $2,020,283.21 Escalation of electricity 1,201,140.00 1,107,228.99 Wholesale 2,480.40 Interdepartmental sales 62,953.14 25,636.90 Miscellaneous sales and services 80,624.81 70,202.04 17.244.62 inventory adjustment Total operating revenue 3,538,335.58 3,240,595.76 Operating Expenses: Plant maintenance and operation - as shown by statement - Page 8 2,385,880.08 2,189,152.61 Distribution system: Supervision and engineering and other salaries 3,751.70 4,061.06 Depc.clation 152,218.49 137,439.05 Meters: Installation, repairs and maintenance 5,717.99 9,988.27 Street lights: Repairs and maintenance 8,437.19 6,486.28 Depreciation 4,649.38 4,103.49 Line expense and miscellaneous: Overhead line expense 2,536.31 4,488.83 Repairs and maintenance 59,279.95 65,408.63 State utility tax and IIcense 47,983.48 46,021.47 Overhead applied 42,771.06 31,995.53 FICA, pension and group insurance 9,535.02 8,421.69 Use tax expense 1,916.99 General and administrative expense allocated - as shown by statement - Page 9 255,635.74 236,136.46 Inventory adjustment 6,147.38 Provisicn for uncollectible accounts receivable - customers 13,409.17 15,987.74 Total operating expenses 2,997,952.94 2,761,608.10 Net Operating income $ 540.382.64 $ 478.987.66 s The accompanying notes to the financial state-ments are an integral part of this statement. J. ~

l r-SEBRING UTILITIES COMMISSION WATER DEPARTMENT COMPARATIVE STATEMENTS OF INCOME Years Ended September 30, 1976 and 1975 Year Ended Description 9/30/76 9/30/75 Operating Revenue: Sale of water $431,575.84 $419,784.71 System charges to customers 15,794.00 9,300.00 Interdepartmental sales 3,600.00 3,600.00 Miscellaneous sales and service 42,899.18 41,313.02 Total operating revenue 493,869.02 473,997.73 Operating Expenses: Water meters: ~ ' Repairs and maintenance 4,409.09 4,517.30 l Plant maintenance and operations: Maintenance and salaries 51,245.80 52,122.68 1 Electric for pumping 53,999.08 25,636.90 Water treatment 4,692.60 4,507.16 Wells and storage facilities: Repairs and maintenance 6,900.28 9,776.51 Miscellaneous 428.88 404.51 i Depreciation 88,033.43 71,060.11 Overhead applied 25,678.44 15,577.74 FICA, pensions and group insurance 7,495.98 6,895.98 inventory adjustment 6,097.33 6,040.26 Unco 11ectible accounts receivable charged off - customers 1,828.52 2,180.15 General and administrative expenses: Allocated 85,211.91 78,712.15 Total operating expenses 336,021.34 277,431.45 Net Onerating income $157.847.68 $ 196.566. 28 i The accompanying notes to the financial state-j ments are an integral part of this statement. l - - -.

SEBRING UTILITIES COMMISSION COST OF PLANT MAINTENANCE AND OPERATIONS Years Ended September 30, 1976 and 1975 Total Year Ended 9/30/76 Year Ended 9/30/75 Description Amount KWH Sold Amount KWH Sold KWH generated and purchased 88.643.297 83.034.520 KWH sold and used 79.041.031 75.439.875 Operating supervision, $ 00257 $ 200,400.88 $.00265 engineering and other salaries $ 202,869.74 Fuel and lubricating oli 442,629.78 .00560 422,463.30 . 00560 Escalation 1,298,018.99 01642 1,156,089.60 .01532 Other power generation expense 183,585.64 .00232 174,382.72 .00231 Maintenance supervision and engineering 454.74 .00001 Maintenance of structures 1,049.74 .00001 678.18 .00001 Maintenance of grounds 294.13 433.10 .00001 Maintenance of generating and electrical equipment 86,687.60 .00110 65,163.82 .00087 03preciation 136,465.24 .00173 136,828.27 .00181 Overhead applied 192.99 4,324.72 .00006 FICA, pension and group insurance 33,631.49 .00043 28,388.02 .00038 Totals $2.385.880.08 $.121019 $2.189.152.61 $.02902 Percent to Percent to KWH G ross Net KWH generated 41,553,880 46.88% 48.34% KWH purchased 47,089,417 53.12 54.78 Total 88,643,297 100.00 103.12 Less: Station power 2,682,262 3.03 3.12 Net Kilowatt hours 85,961,035 96.97 100.00 Less: KWH sold and commission usage 79,041,031 89.17 91.94 Indicated line losses 6.920.004 7.80% __@206% J L l-l

'{- g Diesel Plant Steam Year Ended 9/30/76 Year Ended 9/30/75 Year Ended 9/30/76 . Amount KWH SoId Amount KWH SoId Amount - _KVH SoId' 11.063.000 8.252.900 30.490.880 1 6 7.489.059 27.187.955 $ 72,998.29 $.00740 $ 64,570.99 $.0086l $129,871.45 $.00478 55,241.77 .00560 41,989.13 .00560 152,252.55 .00560 212,874.34 .02158 139,433.68 .01860 537,614.41 .01977 10,027.43 .00101 11,014.79 .00147 7,717.30 .00028 454.74 .00002 131.62 .00001 74.70 .00001 918.12 .00003 294.13 .00001 ( ', 42,689. % .00433 29,838.98 .00398 43,935.31 .00162 38,450.98 00390 39,376.44 .00525 67,836.79 .00250 67.39 .00001 1,661.61 .00022 125.60 11.743.85 .00119 8,935.79 J0119 21,887.64 .00081 $444.225.63 $.04503 $336.896.11 $.04493 $962.908.04 ' $.03r,42 The accompanying notes to the financial state-ments are an integral part of this statement. lC f

)

~ ~

f i Plant ~ Purchased-h wer Year-Ended 9/30/75 __ Year tnded 9/30/76 Ye ir Eiided 9/3G/75 Amount KWH Sold ._ Amount _ KWH Sold Amount KWH Sold 38.991.680 go89.417 35.789.940 35.425.356 41.988.475 32.516.460 135,829.89 $.00383 198,381.99 .00560 235,135.46 .00560 182,092.18 .00560 578,907.52 .01634 547,530.24 .01304 437,748.40 .01346 10,452.90 .00029 165,840.91 .00395 152,915.03 .00471 603.48 .00002 433.10 .00001 35,272.59 .00100 62.33 52.25 67,531.71 .00191 30,177.47 .00072 29,920.12 .00092 2,663.11 .00008 19,452.23 .00055 $1.049.528.52 $dL235.3 $978.746.41 $.02331 $83 727.98 $.02469 4 -

SEBRING UTILITIES COMMISSION y COMPARATIVE DETAIL 0F GENERAL AND ADMINISTRATIVE EXPENSES Years Ended September 30,1976 and 1975 Year Ended Description 9/30/76 9/30/75 Administrative and general office salaries $ 57.717.37 $ 63,700.61 Office expense 31,049.13 28,803.16 Customer records and collection expense 58,122.42 61,976.00 Meter reading expense-19,978.00 17,746.66 Data processing expense 30,869.61 49,141.59 Outside services employed 30,043.00 9,633.85. Property ' Insurance and surety bonds 51,153.91 43,579.93 FICA, employee pension and group insurance 27,910.31 22,477.96 office rent 6,223.92 6,223.92 Maintenance of general plant 603.99 195.47 5 Depreciation - furniture and fixtures 4,911.85 4,768.54 - data processing equipment 4,319.87 4 - automobiles and trucks 2,601.96 Overhead applied 6,388.25 5,500.36 Electric and water expense 8,954.06 Miscelleneous expense 1.100.56 Totals $340.847.65 $314.848.61 Allocation of general and j administrative expenses: Electric department - 75% $255,635.74 $236,136.46 Water department - 25% _85 211.91 78.712.15 Totals' $340.847.65 $314.848.61 e The accompanying notes to the financial state-ments are an Integral part of this statement. _ _ _. - -wp ,-g,.wp-v-t9 ea-- ww w 1r-

SEBRING UTILITIES COMMISSION NOTES TO THE FINANCIAL STATEMENTS September 30, 1976 Note 1 - The Sebring Utilities Commission is an enterprise fund of the City of Sebring tha.t is incorporated unjer the laws of the State of Florida. Note 2 - Summary of Significant Acccounting Policies The financial statements have been prepared on the accrual basis of accounting, recognizing income when earned and expense as incu rred. Property, plant and equipment are stated at cost and, in accordance with Industry practice, construction period interest is capitalized. The assets are depreciated over estimated useful lives using the straight-ilne method of depreciation. A summary of property, plant and equipment and accumulated depreciation is included on Page 14 of this report. Inventories are stated at the lower of cost or market. Cost is de-termined generally on an average cost method, except for fuel inventory costs, which are determined using the last-In, first-out (LIFO) method. Issuance discount and expenses related to the long-term bonded debt are deferred and amortized over the life of the debentures on the bonds outstanding inethod. Note 3 - Transfers to the City Prior to the year ended September 30, 1975 the Commission treated the account receivable from the City of Sebring at the end of the fiscal year as a transfer to the City in the next fiscal year. Be-ginning with the year ended September 30, 1975 the Commission treated the account balance as a t.ansfer at the end of the year in which the charge was made. The effect of this change was to decrease accounts receivable and surplus by $142,563.14 at September 30, 1975 Note 4 - Surplus Reserve The balance in the surplus account at September 30, 1975 of $287,711.61 was transferred to the surplus reserve account during 1976. Note 5 - Employee Pension Plan The Commission has a pension plan covering the majority of its employees. Pension expense amounted to $88,098.72 and $87,461.94 in 1976 and 1975, respectively, which includes amortization of prior service costs i over forty years. As of the date of the latest actuarial valuation (Decembe r 31,1976), the actuarially computed value of vested benefits l exceeded the total of the pension fund and balance sheet accrual by l approximately $654,000.00. l SEBRING UTILITIES COMMISSION NOTES TO THE FINANCIAL STATEMENTS September 30, 1976 Note 5 - Employee Pension Plan (continued). The accrued pension liability of $111,302.78 represents the excess of pension expense over the amount contributed to the plan for 1976 and 1975. The Commission has consulted with actuaries and plans to fund pension accruals in the near future. { Note 6 - Construction Work in Progress - Crystal River Project Construction work in progress includes $1,991,759.60 invested in " Crystal River No. 3", a nuclear generation plant owned principally by Florida Power Corporation. An additional $161,663 16 is invested in nuclear fuel assemblies related to the plant. On July 31, 1975 the Commission entered into a participation agreement with Florida Power Corporation and ten municipal and cooperative utilities, to acquire undivided Interests in the facility. The Commission's share of the generation capacity amounts to.4473 percent or 3,690 kilowatts. Management estimates that adoltional construction costs will amount to approximately $130,000.00, to be incurred substantially in 1977, i and that bond funds allocated to construction, including contin-gency funds, will exceed actual construction costs by approximately .E $295,000.00. Note 7 - Electric and Water Revenue Bonds, Series of 1975 The Commission issued $3,300,000 in bonds during 1976 secured by electric and water revenues. The principal purpose for the issue was to fund construction of the nuclear generating plant described in Note 6. The Electric and Water Revenue Bonds, Series of 1975, are on a parity with the Electric and Water Revenue Bonds, Series of 1973. The Series of 1973 and Series of 1975 bonds are Junior lien to the Electric Revenue Certificates ..f 1961 and 1964, Note 8 - Rate Study i The_ Commission has engaged consultants to perform a rate study to de-termine rate adjustments necessary to offset operating costs of the nuclear generating plant and to cover debt service requirements on the bond issue described in Note 7 .( 11 - m . - - = w--- ,..-,m. 9 9 y .w

SEBRING UTILITIES COMMISSION C NOTES TO THE FINANCIAL STATEMENTS September 30, 1976 Note 9 - Revenue Requirements Revenue Certificates Resolutions for 1961,1964,1973 and 1975 bond issues provide that revenues shall be used as follows (amounts shown are present monthly requirements): 1. First.to pay cash operating expense (twelve month average for the fiscal year ended September 30,1976) $245,064.51 -2. Next deposits to the " Electric Revenue Certificates Sinking Fund": For interest $33,197.26 For principal 11,916.67 45,113.93 3. Next deposits to the " Reserve Fund" of 1/12 of 20% of sinking fund requirements until $623,745 is on deposit (provision has been met) 1 4. Next deposits to the " Depreciation Fund" of 1/12 of 14% of gross operating revenue of the imme-diately preceding year 47,042.39 Total monthly requirement $337.220.83 5. Balance to be used by the Commission for any lawful purpose. 4 I ' i-j i;

e {' SUPPLEMENTARY FINANCIAL INFORMATION Our examination has been made primarily for the purpose of formulating an opinion on the basic financial statements, taken as a whole, and the other data included in this report, although not con-sidered necessary for a fair presentation of the financial position, 3 results of operations, and changes in financial position in conformity 1 with generally accepted accounting principles, are presented for supple-mentary analysis purposes. The additional Information in the following pages has been subjected to the audit procedures applied in the examination of the basic financial statements and are in our opinion fairly stated in all material respects in relation to the basic financial statements taken as a whole. Respectfully submitted, j .c ' Certified Public Accountants Sebring, Florida April 1, 1977 l i. J. l ( l

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SEBRING UTILITIES COMMISSION Sebring, Florida COMPARATIVE STATEMENT OF LABOR EXPENSES Years Ended September 30, 1976 and 1975 Year Ended i Description 9/30/76 9/30/75 Administ ration $158,419.60 $157,517.09 j Electric - steam 149,130.35 148,661.37 Electric - diesel 80,016.14 76,070.72 Distribution 64,966.37 61,178.48 Water 51,073.44 53,347.27 Fixed Assets 57,190.23 51,626.42 Bond related construction 51,131.18 86,406.46 Direct billing to customers 6,084.66 6,720.22 overhead allocated to other departments 82,684.54 83,571.82 Total $700.696. 51 $725.099.85 [ -r

r SEBRING UTILITIES COMMISSION b SCHEDULE OF REVENUE CERTIFICATES PRINCIPAL AND INTEREST REQUIREMENTS September 30, 1976 Original issue interest Amount issue Date Rate Outstanding d Electric Revenue Certificates 10/01/61 3.75% $ 925,000.02 Electric Revenue Certificates 04/01/64 3% - 3.7% 2,268,000.01 Electric and Water Revenue Certificates 12/01/72 4% - 6.5% 2,200,000.01 Electric and Water Revenue Certificates 12/01/75 5.8% - 6.8% 3,300,000.00 Totals $8.693.000.00 Schedule of Principal andi Series of 1961 Series of 1964 Se Principal Interest Principal Interest Principa Fiscal years ended September 30, $ 76,193.00 60,003 1977 $ 94,000.00 $4,875.00 1978 83,000.00 1,556.25 14,000.00 75,955.00 60,004 70,00 65,00 101,000.00 74,000.00 1979 105,000.00 70,498.00 3 1980 109,000.00 66,860.00 75,003 1981 114,000.00 63,012.00 75,003 1982 118,000.00 58,952.00 80,003 1983 123,000.00 54,734.50 85,003 1984 128,000.00 50,342.00 90,004 1985 133,000.00 45,708.00 90,003 1986 118,000.00 41,190.00 115,003 1987 144,000.00 36,474.00 100,03j 1988 150,000.00 31,182.00 105,00a 1989 156,000.00 25,674.00 110,00j 1990 162,000.00 19,869.00 115,00j 1991 158,000.00 13,949.00 135,001 1992 175,000.00 7,788.50 130,00j 1993 123,000.00 2,275.50 190,00j 1994 300.,004 1995 1996 l 1997 1998 Totals $177.000.00 $6.431.25 $2.131.000.00 $814.656.50 $2.050.00( l i f I'

n L Certificates Certificates - Nrchased N rchased Prior ' Current Outstanding Periods Periods .Septenber 30, 1976 $657,000.00 $ 91,000.00 $ 177,000.00 2,131,000.00 137,000.00 100,000.00 50,000.00 2,050,000.00 3,300,000.00 $894.000.00 $141.000.00 $_7.658.000.00 Intsrest To Be Paid in Future Periods 71ss of 1973 Series of 1975 combined 0 Interest Principal Interest Principal interest Total $ 209,130.00 $ 154,000.00 $ 400,145 50 554.145.5@ 00 $ 109,947.50 00 106,047.50 50,000.00 209,130.00 207,000.00 392,688.75 599,688.75 00 102,147.50 60,000.00 205,755.00 226,000.00 381,902.50 607,902.5@ 00 97,922.50 60,000.00 201,705.00~ 235,000.00 370,125 50 605,125.5@ 00 93,372.50 60,000.00 197,655.00 244,000.00 357,887.50 601,887.51 00 ~ 88,497.50 70,000.00 193,605.00 259,000.00 345,114.50 604,i14.51 .00 83,622.50 70,000.00 188,880.00 268,000.00 331,454.50 599,454.51 .00 79,302.50 80,000.00 184,155.00 288,000.00 318,192.00 606,192.0% 00 75,052.50 80,000.00 178,755.00 298,000.00 304,149 50 602,149.51 00 70,552.50 90,000.00 173,355.00 313,000.00 289,615.50 602,615.5% .00 65,827.50 100,000.00 167,280.00 333,000.00 274,297 50 607,297.5$ 00 59,790.00 110,000.00 161,580.00-354,000.00 257,844.00 611,844.07 '. 00 54,390.00 110,000.00 155,310.00 365,000.00 240,882.00 605,882.02 .00 48,720.00 120,000.00 148,930.00 386,000.00 223,324.00 609,324.0@ 00 42,780,00 130,000.00 141,850.00 407,000.00 204,499.00 611,499.of 1.00 36,570.00 140,000.00 134,050.00 433,000.00 184,569 00 617,569.04 '. 00 29,280.00 150,000.00 125,510.00 455,000.00 162,578.50 617,57 8.53 '. 00 22,260.00 170,000.00 116,210.00 483,000.00 140,745.50 623,745.5% i.00 12,000.00 . -200,000.00 105,500.00 500,000.00 117,500.00 617,500.oC 500,000.00 92 800.00 500,000.00 92,800.00 592,800.oj 500,000.00 60,800.00 500,000.00 60,800.00 560,800.o's 28,800.00 450,000.00 28.800.00 478,800.02 450,000 _ $1.278.082.50 $3.300.000.00 $3.380.745.od $7.658.000.00 $5.479.915.25 $13.137.915.2 i l

( SEBRING UTILITIES COMMISSION

SUMMARY

OF PROPERTY. PLANT AND EQUIPMENT September 30, 1976 Cost of Assets Balance Balance sescript ion 9/30/75 Additions Deductions 9/30/76 35,000.00 Land 35,000.00 2,124,985.68 Ponser plant - diesel 2,123,229.85 1,755.83 - diesel 272,085.57 engine #9 272,085.57 2,784,583.65 - steam 2,780,114.76 4,468.89 Aerator and ground 64,966.07 storage tank 64,768.54 197.53 Electric transmission 903,594.41 system 901,181.34 2,413.07 Electric distribution 2,842,479.82 system 2,658,270.55 184,209.27 124,511.33 Street lights 107,878.93 16,632.40 2,026,161.07 c, Water system 1,578,682.42 447,478.65 246,344.95 Automobiles and trucks 238,269.53 8,075.42 Office furniture and 62,534.68 fixtures 60,561.17 1,973.51 30,724.03 Data processing equipment 30,230.00 494.03 38,903.69 Storage buildings 38,582.12 321.57 Tools and equipment 82,475.74 11,830.90 94.306.64 Work in progress 367,725.88 383,562.02 362,823.71 388,464.19 Work in progress - 1,991,759.60 Crystal River Plant 1,781,471.67 210,28 7 93 ^ 161.663.16 161,663.16 l Nuclear fuel assemblies Totals $ 13.120. 52 8. 07 $M35.364.18 $362.823.71 $14.193.068.54 l t' (

? I l Aceumulated Depreciation Net' Book Balance Balance Value 9/30/75 Additions Deductions 9/30/76 9/30/76 35,000.00 1,660,741.40 30,990.68 1,631,732.08 433,253.60 39,651.34 7,460.30 47,111.64 224,973.93 600,348.12 67,836.79 668,184.91 2,116,398.74 10,304.53 1,945.51 12,250.04 52,716.03 r 37,338.13 30,177.47 67,515.60 836,078.81 793.113.63 2,049,366.19 670,141.66 122,971.97 58,463.74 4,649.38 63,113.12 61,398.21 795,3 %.48 76,859.48 872,255. % 1,153,905 11 159,200.60 87,1 %.35 133,180.97 26,019.63 43,811.67 18,723.01 38,899.82 4,911.85 4.319.87 4,319.87 26,404.16 17,613.12 21,290.57 15,001.55 2,611.57 47,946.87 46,359.77 35,501.15 12,% 5.72 388,464.19 1,991,759.60 161,663.16 j $4.488.169.11 $9.704.899.43 $4.094.968.89 $393.200.22 1 ' l

( 6 SEBRING UTILITIES COMMISSION CONDENSED COMPARATIVE OPERATING RESULTS G ross Electric Generai and Kilowetts Electric -Operating Admini htrat ive Year Ended Generated I? venue Expense Expenses May 31,1%6 32,500,900 881,115 $ 414,737 59,859 May 31, 1%7 36,387,850 925,569 410,289 84,920 May.31, 1968 .39,224,200 .1,006,177 477,251 86,483 May 31, 1%9 45,186,163 1,075,596 515.439 94.736 May 31, 1970 52,806,085 1,199,827 552,379 127,584 May 31,1971 58,556,380 1,358,519 677,622 124,593 May 31 1972 64,809,920 1,621,431 772,374 146,490 May 31.1973 76,656,840 1,826, % 4 897,141 159,949 September 30,1973 (A) 24,947,740 646,146 376,341 61,579 Septenee r 30, 1974 82,812,090 2,388,136 1,592,431 263,240 Septen6er 30,1975 83,034,520 3,271,030 2,328,568 236,136 Septen6er 30,1976 88,643,297 3,535,855 2,416,627 255,636 Totals 685. 565.98J $,19. 736. 385 $_11.431.199 $1.701.205 (A) September 30, 1973 ended a short four-month period. (

L Electric Water Total Total Paid and 'Not Bond Net Bond Net Bond Depreciation interest Net Credited to l Profit Profit Profit Expense Expense Revenue City of Sebring $ 406,519 54,856 $ 461,375 $ 145,321 67,1 % $ 248,858 $ 100,000 430,360 67,028 497.388 182,043 81,855 233,490 100,000 442,443 136,432 558,875 210,056 t 13,698 235,121 110,000 465,421 83,426 548,847 203,870 112,512 232,465 130,000 519,864 100,016 619,880 213,979 109,036 2 %,865 192,882 556,304 134,498 690,802 242,880 106,476 341,446 158,643 702,567 155,025 857,592 262,776 102,916 491,900 140,508 769,894 214,853 984,747 295,381 108,323 581,043 204,939 208,226 45,376 253,602 104,665 35,291 113,646 204,037 532,465 184,671 717.136 300,255 118,918 297,963 136,283 706,326 267,626 973,952 354,199 181,786 437,967 327,538 863,592 245,881 1,109,473 393,200 225,725 490,548 274,194 $6.603.981 $1.669.688 $8.273.669 $2.908.625 $1.363 3 $4.001.312 $2.079.024 i . b ..}}