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HomeMy WebLinkAbout1994 09 06 - Consumptive Use Permit ApplicationCONSUMPTIVE USE PERMIT APPLICATION NO.2-061-0142AUNR2 J CITY OF SEBASTIAN - SEBASTIAN HIGHLANDS WTP RESPONSE TO REQUEST FOR ADDITIONAL INFORMATION MA/ns/copy/cov.rpt m Prepared for: CITY OF SEBASTIAN 1225 Main Street Sebastian, Florida 32958 Prepared by: HARTMAN & ASSOCIATES, INC. 201 E. Pine Street, Suite 1000 Orlando, Florida 32801 SEPTEMBER 6, 1994 HAI # 92-023.14 .. HAIdTMAN & ASSOCIATES, INC. PRINCIPALS: lam<..I.Chr;smPncr.P.E. Chance W. Dnakc, PG. Gmld C. Hartman, P.E. Stark I. Luke, P.L.S. Mark A. RynnioR, Y.F.. engineers, hydrogeologists, surveyors & management consultants ASSOCIATES: William D.MusscgPr.. Scott C.. Quinlan, Pli. Timothy A. Hochuli. P.1:. Marco H. Rocca, C.MC. 11anold E. SchmWLJc, P.E. September 6, 1994 HAI #92-023.14 Ic. E Rcgmfohn WW.IP .. Mr. Rich Burklew, Hydrologist ,� Department of Resource Management St. Johns River Water Management District 305 East Drive ,.. Melbourne, Florida 32904 Subject: Consumptive Use Permit Application -No. 2-061-0142AUNR2 City of Sebastian - Sebastian Highlands WTP Response to Request for Additional Information "I Dear Mr. Burklew: The following . is the response to your letter dated July 7, 1994, requesting additional it'll, information to aid in the evaluation of the City of Sebastian's consumptive use permit (CUP) application, No. 2-061-0142AUNR2. We have reprinted the questions from your letter and provided the responses below each question to assist you in your review of the City's permit application. We trust that the .. information presented is sufficient for you to complete your review and recommend approval of the City's permit. City of Sebastian CUP Application No. 1-061-0142AUNR2 Response to SJRWMD Request for Additional Information - July 7. 1994 PART I - ADMINISTRATIVE INFORMATION 1. Please submit an additional $600.00 to complete the application processing fee of $1000.00 since the requested average daily use will exceed 500,000 gallons per day (see attached fee schedule). [(40C-1.603(1)] Attached, please find a check in the amount of $600.00 to complete the application processing fee of $1,000.00. 201 EAST PINE STREET - SUITE 1000 - ORLANDO, FL 32801 alw TELEPHONE (407) 839-3955 - FAX (407) 839-3790 ORLANDO FORT MYERS JACKSONVILLE TALLAHASSEE Mr. Rich Burklew .. September 6, 1994 Page 2 PART H - TECHNICAL INFORMATION 1. Based upon the amount of wastewater treated at the current level of potable water use, wastewater flows will exceed 100,000 gallons per day within two years. Please _ submit a detailed reuse feasibility study which includes a map of potential reuse sites, the irrigated acreage of each site, and a proposed implementation schedule. The potential use of reclaimed water at the municipal golf course should be ., included in the study. [Paragraph 10.3(e)(f), A.H.] Included in this package as Item A is an effluent disposal evaluation report prepared by Engineering Sciences, Inc. for the former water utility owner General Development Utilities. This report evaluates alternatives for meeting projected effluent disposal requirements of the Sebastian Highlands WWTP through the year 2008. The potential - use of reclaimed water at the municipal golf course is included in this report. Based on the 1993 monthly operating reports, the annual average daily flow from the Sebastian Highlands WWTP was 0.066 MGD. Effluent wastewater is disposed into on-site percolation ponds with a permitted capacity of 0.142 MGD. The City has spoken with area grove owners in reference to accepting reuse water once average daily effluent flows exceed 0.100 MG. Interest from grove owners, however, _ is not very high. In regards to supplying the municipal golf course with reuse once average daily effluent flow exceed 0.100 MG, the City believes it is currently not in a position financially to construct approximately 3 miles of transmission lines. The most .. direct route from the WWTP to the golf course entails crossing a major canal, possible easement access problems, and the possibility of crossing wetlands. Once the average daily effluent flow from the plant exceeds 0.100 MG, the City will further investigate ., the transmission of reuse to the golf course. 2. Please revise Table 2, page PS -4, based upon a more representative per capita usage of 85 gpcd. In addition, please include the number of units and use a 6.5% annual growth rate for the population served as indicated on page PS -1 in place of the 15% to 22% growth rate initially submitted. [Paragraph 10.3(a), A.H.] The City of Sebastian - Sebastian Highland WTP is currently serving 1,518 units. This is a water service area population of 42% of the total population, or approximately 4,860 people of the total estimated city population of 11,570. It is the City of Sebastian's goal to supply water service to at least 78% of the population (or 13,168 people out of a total projected city population of 16,882) by the year 2000. As can be seen on Table 2A included as Item B, the increase in the projected total city population is based on a growth rate of 6.5%. The increase in the projected population served, Mr. Rich Burklew September 6, 1994 Page 3 however, is based on the goal of the City to supply water service to 42% of the total population in 1994, 48% of the total population in 1995, and so on. The projected units served will, thus, increase with the increase in the population served. It should be noted that with a change in per capita usage from 90 gpcd to 85 gpcd, the requested total annual average daily and maximum daily flows for each year have decreased 5.5%. This makes the average day and maximum day usage in the year 2000, 1.12 MG and 1.87 MG, respectively. Therefore, we request modification from what was originally requested for average day and maximum day flows to the values submitted in Table 2. 3. The monthly operating reports for 1993 indicate that 135 million gallons were pumped from the wells and 123 million gallons of treated water left the plant for - distribution. Please explain the water loss of 9%, propose appropriate corrective action, and provide an implementation schedule. [Paragraph 10.3(a)(e), A.H.] The water loss of 9% can mostly be accounted for through the backwashing of filters. Plant records show that on average, approximately 10.0 MG of water is used annually _ for backwashing of filters. Water used for the backwashing of filters drains into a holding pond which was inherited from the former utility owner GDU. When the City bought the facility, the pond was dirty and contained vegetation growth and wildlife. In regards to reusing this water, the City of Sebastian is concerned with the possibility of water born diseases and other health hazards associated with the backwash holding pond and its poor condition. Once funding is available, however, the City will clean the pond and consider reusing the water used for backwashing. 4. Staff agrees that the water audit should be addressed as a permit condition in this case. Staff will propose a reduced permit duration of three years with the water audit to be submitted two years after permit issuance. [Paragraph 10.3(a)(e), A.H.] Mr. Rich Votapka, manager of Sebastian's Water Utilities will schedule a water audit with the Florida Rural Water Association. This will be conducted after the Park Place and Palm Lake Club mobile home park developments are connected to the Sebastian Highlands System, probably sometime in the latter part of 1994. 5. Please propose an implementation schedule when River Run, Sebastian Lakes, and Reflection's on the River will replace their master meters with cluster meters to provide individual metering. [Paragraph 10.3(a)(e), A.H.] Mr. Rich Burklew September 6, 1994 Page 4 It is anticipated by year's end (December 1994) that River Run and Reflections on the River will be connected to a new water main being installed by Indian River County, and thus, be taken off of the Sebastian Highlands system. The County is currently in the process of constructing a water main in U.S. Highway 1 right-of-way. Both River Run and Reflections are located on the east side of U.S. Highway 1 and are actually in the Indian River County service territory. The City of Sebastian provides the developments with water by special agreement. Once the County water main is installed, the City will cease serving the developments. An implementation schedule for the replacement of master meters with cluster meters at Sebastian Lakes is no longer being considered by the City of Sebastian. This implementation was entered into a utility agreement between the City and Sebastian Lakes, however, the agreement fell through. Sebastian Lakes has a master meter for .. each of its eight buildings; each building has six units. To replace master meters with cluster meters, each unit would have to undergo major and expensive plumbing renovations. 6. When will the City implement a retrofit program for non-residential water use. [Paragraph 10.3(a)(e), A.H.] Mr. Rich Votapka has been in contact with Mr. Mike Miller of the Water Management District regarding the District's assistance with the City of Sebastian in implementing a retrofit program for non-residential water use. Attached as Item C is a letter dated August 16, 1994 to Mr. Miller from Mr. Votapka expressing the City's interest in meeting on the subject. 7. Please provide a schedule for the adoption of the following water conservation related ordinances or an explanation of why it cannot be undertaken. (a) Requiring the installation of ultra-low volume plumbing fixtures in all new construction, such that plumbing fixtures are installed to comply with the following maximum flow volumes at 80 PSI; Toilets 1.6 gal/flush Urinals 1.0 gal/flush Shower heads 2.5 gal/min Faucets (bathroom) 2.0 gal/min Faucets (kitchen) 2.5 gal/min (b) Prohibiting master meters on new service connections. Mr. Rich Burklew September 6, 1994 Page 5 (c) Prohibiting wasteful use of water. (d) Requiring the installation, where practical, of a dual piping system to provide reclaimed water in new construction. (e) Requiring water efficient (Xeriscape) landscape where economically feasible. Please be aware the District staff are available to assist in ordinance development. [Paragraph 10.3(e), A.H.] Mr. Rich Votapka with the City of Sebastian has been in contact with Mr. Mike Miller from your office regarding the District's assistance in development of the water conservation ordinance listed above. Attached as Item C is a letter dated August 16, 1994 to Mr. Miller from Mr. Votapka expressing the City of Sebastian's interest in developing a water conservation ordinance with assistance from your office staff. 8. The aquifer hydraulic parameters used appear to be outside the range typical for this area. Please justify the use of these parameters. Please run the model again using a pumping rate based upon the additional water requested over current water use and an additional run of 90 days at the maximum daily pumping rate. Please provide a diskette with a copy of the MODFLOW input and output files as well as the version of MODFLOW used to run the simulations. [Paragraph 10.3(c)(d), A.H.] ., As we have previously discussed via telephone, the aquifer parameters used in drawdown impact model submitted with the permit application were obtained from the report "Drilling and Testing for Public Water Supply from the Shallow Aquifer" prepared by Geraghty & Miller, Inc. in 1981. This test area consisted of the Sebastian Highlands WTP and surrounding area. A copy of this report was forwarded to you in mid-July. Attached as Item D is a drawdown impact model simulating 90 days of pumping at the requested average daily flow of 1.12 MG, a model simulating 90 days of pumping at the requested maximum daily pumping rate of 1.87 MG, and a simulation of a pumping rate based upon the additional water requested over the current use. Also included as Item D is a diskette with a copy of the MODFLOW input and output files as well as the version of MODFLOW used to run the three (3) simulations. Mr. Rich Burklew September 6, 1994 Page 6 9. Please provide the water level and water quality information requested in conditions 18, 19, and 20 of the existing permit. If the previous water system owner's records are missing or incomplete, please collect and analyze water quality samples and record water levels as specified in the above referenced conditions. The information should be included with the next submittal along with a monitor well location map. [Paragraph 10.3(d)(h), A.H.] Attached as Item E, please find the water level and water quality information requested in conditions 18, 19, and 20 of the existing permit. Information pertaining to condition 18 is weekly data dating from July 1993 to June 1994. Information pertaining to condition 19b, 19c and 20a is monthly data dating from July 1993 to June 1994. Information pertaining to condition 20b is quarterly data dating from January 1993 to June 1994. T Also included as Item E is a map showing Sebastian Highland WTP production well and monitor well locations. Thank you for your time and assistance throughout this permitting process. If you have any questions, please contact either me or Bruce Lafrenz at (407) 839-3955. Very truly yours, Hartman & Associates, Inc. William J. Wasson Hydrogeologist Attachments cc: Richard B. Votapka, P.E., City of Sebastian Hal E. Schmidt, P.E., HAI Gary J. ReVoir, P.E., HAI W. Bruce Lafrenz, P.G., HAI Steve J. Rapp, HAI Neil C. Klaproth, HAI WJW/ns/11/C-1/burkl.wjw ITEMA SEBASTIAN HIGHLANDS WWTP T EFFLUENT DISPOSAL EVALUATION PREPARED FOR GENERAL DEVELOPMENT UTILITIES Miami, Florida PREPARED BY ENGINEERING -SCIENCE, INC. Tampa, Florida APRIL. 1988 I r M TABLE OF CONTENTS SECTION 1 INTRODUCTION SECTION 2 EFFLUENT DISPOSAL EVALUATION Demand Forecast Existing On -Site Capacity Future On -Site Capacity Off -Site Alternatives Cost Evaluations SECTION 3 SUMMARY AND CONCLUSIONS APPENDIX A GDU PROJECTIONS APPENDIX B ES LETTER REPORTS TA013.03-250/15 SECTION I INTRODUCTION SECTION 1 INTRODUCTION The purpose of this report is to evaluate alternatives for meeting .. projected effluent disposal requirements of the Sebastian Highlands WWTP through the year 2008. This year closely represents the full _ projected buildout density for the Sebastian Highlands Development. The Sebastian Highlands WWTP is an extended aeration plant and has a rated capacity of 300,000 gpd. Plant flows averaged only about 50,000 gpd in 1987 indicating significant excess treatment plant capacity. The entire plant flow is currently disposed of on-site through the use of three percolation ponds, approximately 0.8 acres each (Figure 1.1). GDU projections (Appendix A) for water and sewer demands indicate .. the potential for significant increases in WWTP flows and effluent disposal requirements over the next ten years. The WWTP upgrade in the early 1980's increased the capacity of the WWTP to handle projected flows until buildout in the year 2008. However, only a portion of the effluent disposal system was constructed at that time because capacity was not required. Five ponds were originally designed but only three of the five ponds were actually constructed. Of the three existing ponds, Ponds #1 and U2 have primarily been relied upon for effluent disposal due to past operational problems with Pond 113. Included in this report is an operational rating of present on-site disposal capacity, and a study of on-site and off-site alternatives for meeting future effluent disposal demands in the year 2008 at the Sebastian Highlands WWTP. This report was based on field visits, review of operations data, review of on-site disposal evaluations by other consultants (ESE, 1984), and local interviews. Portions of this report _ were previously developed by ES in other tasks related to plant operations at Sebastian Highlands WWTP (Appendix B). TA013.03-250/13 1-1 SECTION 2 r EFFLUENT DISPOSAL EVALUATION 46 w., I- SECTION 2 EFFLUENT DISPOSAL EVALUATION Current effluent disposal needs of the Sebastian Highland WWTP are met by the existing on-site percolation pond system. The purpose of this section is to evaluate alternatives for meeting future effluent disposal needs. First, a demand forecast is discussed and the need for future effluent disposal capacity is established. Next, the expansion 0- of on-site effluent disposal capacity is presented as the primary alternative for meeting near term future flows. An evaluation of .. off-site effluent disposal options is also presented to address future needs through the year 2008. Budget -level cost estimates are presented at the end of this section for feasible alternatives. 2.1 Demand Forecast For the purposes of this report, the "maximum" wastewater demand forecast developed by GDU in 2008 for the Sebastian Highlands WWTP will be used to estimate future needs for effluent disposal (Table 2.1). The basis for the GDU forecast is presented in Appendix A of this report. .r The actual 1987 wastewater flows measured at the Sebastian Highlands Plant (50,000 gpd) are significantly less than that which was projected (92,000 gpd) by the GDU forecast. However, it is assumed that the shortfall between actual and projected flows is a temporary _ phenomena and that actual future flows will more closely approximate projected future flows. This is believed to be a valid assumption since the current number of connections (620) in January 1988 is actually running slightly ahead of projected connections for 1988 (575). One plausible explanation for the discrepancy is a combination of demographics and/or an overestimation of the current ERC (equivalent residential connection) factor of 173. GDU is currently investigating reasons for this discrepancy. When conclusions of that investigation are available, the conclusions of this report should be re-evaluated. On the basis of the GDU forecasts, the ten year planning horizon calls for a demand for 200,000 gpd effluent disposal capacity by 1998. am Ma TA013.03-250/14 2-1 Table 2.1 GDU Maximum Sewer Forecast for Sebastian Highland WWTP Single Master Unbuilt Total ERC * Average Annual Family Metered Commercial ERCs Factor Water Billed Increase ERCs ERCs ERCs (GPD) 1986 427 66 0 493 173 85,000 - 1987 461 71 0 532 173 92,000 7.9% 1988 498 77 0 575 173 99,000 8.1% 1989 538 83 1 622 173 108,000 8.2% 1990 581 90 2 673 173 116,000 8.2% 1991 622 96 3 721 173 125,000 7.1% 1992 666 103 6 775 173 134,000 7.4% 1993 713 110 9 832 173 144,000 7.5% 1994 764 118 21 903 173 156,000 8.5% 1995 818 126 33 977 173 169,000 8.2% 1996 858 132 45 1,035 173 179,000 5.9% 1997 900 138 57 1,095 173 189,000 5.8% 1998 944 145 69 1,158 173 200,000 5.8% 1999 990 152 81 1,223 173 212,000 5.6% 2000 1,039 159 93 1,291 173 223,000 5.6% 2001 1,085 166 104 1,355 173 234,000 5.0% 2002 1,133 173 109 1,415 173 245,000 4.4% 2003 1,183 181 110 1,474 173 255,000 4.2% 2004 1,235 189 110 1,534 173 265,000 4.1% 2005 1,289 197 110 1,596 173 276,000 4.0% 2006 1,320 202 110 - 1,632 173 282,000 2.3% 2007 1,352 207 110 1,669 173 289,000 2.3% 2008 1,384 212 110 1,706 173 295,000 2.2% Source: GDU, January, 1987 (Ed Huber). See Appendix A for details. * ERC = Equivalent Residential Connection TA013.03-250/16 2-2 r Approximately 300,000 gpd effluent disposal capacity will be required by 2008. This report will examine alternatives for meeting the projected 2008 effluent disposal demands of 300,000 gpd. 2.2 Existing On—Site Capacity • At the WWTP site, there are currently three percolation ponds, approximately 0.8 acres each in size. When the system was originally designed, the ponds were believed to have a design capacity of 1.55 2 gpd/ft Thus, the three ponds which were constructed at that time were thought to have a combined capacity of approximately 165,000 gpd. Due to recent inquiries by DER and _Qgssible_operational_ problems at the Sebastian Highlands WWTP, ES was asked to conduct an operational evaluation of the ponds to determine their actual capacity. Beginning in November 1987, operational data on the ponds was collected by GDU plant operators and analyzed by ES. In addition, existing reports were studied and a letter report was prepared by ES (Appendix B) which addressed the issue of the operational capacity of Ponds #1, #2 and #3. The following rates were developed during the study and represent best available estimates of potential operating capacity of the existing Ponds #1, #2, and #3: SIZE RATE POTENTIAL POND (ACRE) (GPD/FT2) CAPACITY (GPD) Pond #1 0.82 1.23 44,300 Pond #2 0.82 1.92 68,600 Pond #3 0.80 1.15 35,100 Total Potential Capacity 149,000 gpd The above operating capacity estimate is not an absolute forecast of capacity. For example, the estimate for Pond #3 capacity is based on short term operating data taken after the pond was out of service for ,.. over a year. In addition, the Pond #2 observed capacity (1.92 gpd/ft 2) • TA013.03-250/14 2-3 M ;.► i'j, r M 'PM I•+ is substantially above projected design capacity (1.55 gpd/ft 2) Substandard construction of the berms which separate Pond U2 and Pond #3 may allow for hydraulic connections between the two ponds, thus potentially creating an artificially high rated capacity for Pond fit when Pond #3 is out of operation. If this hydraulic connection or other mitigating factors prove to be significant, then the potential site capacity should be "down rated". A more conservative assumption of 1.23 gpd/ft2 for all existing ponds would result in a combined operating capacity of Ponds O1, U2, and #3 of about 130,000 gpd. Based on GbT projectionsmade._j<p„_198(1 (See Table 2.1), this analysis indicates that the existing site capacity will be exceeded by about 1993 on an optimistic forecast of 149,000 gpd site capacity or by about 1991_.gn.a_.'.'.wors.t-case” basis of 130,000 gpd site capacity. This analysis assumes that proper operations and maintenance of the ponds will enable the ponds to operate at maximum capacity, otherwise, existing capacity may be diminished and therefore exceeded at a sooner point in time. On the other hand, if demographic anomalies continue, or the ERC factor is, in fact, over-estimated, then existing capacity may be adequate further into the future. 2.3 Future On -Site Capacity Additional on-site capacity may be available. The original site design specified two additional ponds (Ponds A4, #5) north of existing Pond #3 to be constructed when required. The area currently is a pine _ forest with dense undergrowth bordered on the east by a marsh. A review of existing data (ESE, 1984) from on-site hand augers and well drilling activities indicated a high variability in soils across the entire plant' site. Percolation studies found that the western edge of the area proposed for Ponds #4 and #5 had acceptable percolation rates, however, further east in the heavy scrub, highly organic peak and mucky sands with lower permeability were present up to 2 feet thick with lower M permeability. Subsequent investigation by ES revealed that the soils beneath the r site were classified in the recent (1987) Soil Conservation Service soil r TA013.03-250/14 2-4 W ., survey as "Arents" which are "displaced" soil types typically with irr- .r egular and discontinuous soil horizons characteristic of fill materials. This explains the site variability found in early studies (ESE 1984) and ,. lowers the accuracy of predictions of the percolation capacity based on soil characteristics. The undisturbed soil (Myakka Sands) directly adjacent to the site are not typically well drained and potentially further reduce the projected capacity of the north area (i.e. Ponds #4 and 115). .. Proposed Ponds 04 and #5 were originally designed to be approximately 1 acre each and to provide an additional 135,000 gpd of on-site disposal capacity, at a rated capacity of 1.55 gpd/ft2. However, based on the uncertainties of the local soil horizons and the .. swamplike feature along the eastern boundary of the proposed site for Ponds #4 and 115, ponds placed in this area are expected to have signifi- cantly less capacity than originally anticipated, much the same as the difference between design and actual disposal capacities of the existing Ponds lit and #3 (i.e., 1.23 vs 1.55 gpd/ft 2). In addition, the areal extent of the ponds may also be limited due to encroachment into the wetland area to the east. A re-evaluation of additional on-site capacity from proposed Ponds #4 and D5 indicates that a single additional 1 acre pond with limited capacity is probably the most feasible design which can realistically be expected from the undeveloped area to the north of the plant. On that basis, and using the rated capacity of 1.15 gpd ft for Pond U3, which is the closest to the proposed pond, an additional 50,000 gpd may be contributed from the undeveloped, on-site areas. A cost estimate for this expansion is presented in Section 2.4. Thus, with the unbuilt on-site disposal capacity, the total on-site capacity may reach as high as 200,000 gpd and potentially meet 1998 disposal requirements on a "best case" basis, but fall short of the r. ultimate demand in the year 2008. More conservative estimates may be appropriate if Pond 02 capacity (1.91 gpd/ft 2) cannot be sustained when Pond #3 is brought into service. If this "worst case" approach is followed, ultimate site capacity for Ponds #1, 112, #3 and #4 should be down -rated to about 180,000 gpd based on a 1.23 gpd/ft2 capacity for Pond 112. On that basis, total on-site capacity is less than that TA013.03-250/14 2-5 required to meet 1998 projected demands and therefore, the development of off-site capacity will be required sooner, by approximately 1996. i° If, after further investigation, the original Pond #4 site is found to have severe site constraints, a tentative alternative site has been *� identified on the east side of Lake Schuman, approximately 600' from the existing WWTP site. This 2.7 acre parcel is owned by General Development and is bordered on the south by Baily and Manly Drives and on the north by the Vicor property. The current land is unused except for a small potable water pump/storage station. In order to use the site, a detailed site assessment would be required. Potential constraints include the location of nearby wells, soil conditions, d, buffer requirements and potential neighborhood objections. 2.4 Off -Site Alternatives On a "best -case" basis, additional off-site disposal capacity will be required prior to 1998 to meet forecasted effluent demands for the year 2008. As noted earlier, a "worst-case" analysis indicates off-site disposal capacity will be required sooner, by 1996, after existing and expanded on-site capacity is fully utilized. The following off-site options (Figure 2.1), are discussed in this section to meet the year r 2008 demand: o Golf Course/Airport Spray Irrigation o Residential Reuse/Other Irrigation o Rapid—rate Infiltration Basins o Orange Grove Irrigation o Wetlands Alternatives o Deep Well Injection Golf Course/Airport Spray Irrigation A number of golf courses exist or are proposed in the Sebastian/Vero Beach Area. However, not all are available for effluent spray irrigation. The new 1.0 mgd Indian River County (IRC) North County WWTF will be located about 3 miles south of the Sebastian Plant and should be operating by mid-1990. This facility has secured reuse agreements for effluent disposal with a number of the existing and proposed golf courses to the south of the Sebastian Highlands plant. TA013.03-250/14 2-6 FUTURE Y-IiVi- INDUSTRIAL PAR m m FIGURE 2. SEBASTIAN HIGHLANDS WWTP EFFLUENT DISPOSAL OPTIONS 0� -AIRPORT/GOLF COURSE SITE BROWN GROVE \�--EXISTING WWTP SITE DAVIS GROVE TURE CONDO SITE APPROXIMATE SCALE IN MILES enn!n� 0 1/2 1 6a ^ There is, however, a unique opportunity with the City of Sebastian Golf Course/Airport site that presents a favorable opportunity for effluent ^ disposal by reuse. The entire site is controlled by the City of Sebastian and contains .. about 600 acres. The golf course is approximately 128 acres. There is no information on the number of acres under irrigation or actual ^ irrigation needs. Due to the number of lakes and general layout, it is assumed that only about half the available acres are under irrigation at the golf course. In addition, due to the low-lying nature of the area where the golf course is located, a conservative loading rate estimate is recommended. On a conservative basis of 1/2"/week, the golf course ., can reasonably be expected to handle 125,000 gpd and maintain good playing conditions. During certain periods of the year, the ^ requirements for irrigation at the golf course may be twice or three times this amount. On the other hand, prolonged wet periods will reduce irrigation demand to near zero for periods upto two or three weeks. Effective operation of a golf course effluent reuse system requires _ that alternate an means of disposal or large amounts of storage be available. Adjacent to the golf course site, there are large tracts of open land associated with the airport. A supplemental irrigation system could be constructed at the airport to alleviate pressure on the golf course to take water when wet conditions prohibit application at the golf course. Supplemental irrigation at the airport as an alternate means of disposal is available but would not likely be necessary. Not ^ only does this represent a significant investment in a distribution system, but it may not be required since back up disposal systems are available at the WWTP site with the existing percolation ponds. The advantage of the alternate system is that it is not dependent on ^ maintaining playability of the golf course and could accept water under conditions when golf course irrigation is not feasible. The golf course/airport reuse system would require a pump station with approximately three miles of force main to deliver the water to the site. Storage would be required on-site to integrate effluent into the ^ existing irrigation system. Because the site is an airport, approvals by the FAA would be required. ^ TAO13.03-250/14 2-8 in Because the golf course and airport have unrestricted public access areas, upgrades at the WWTP would be required to meet effluent quality standards. A cost estimate for this alternative is presented in Section 2.4. Coordination and a long term agreement (5-10 years) with the City ., of Sebastian would be required to exercise this option. Residential Reuse/Other Irrigation GDU was required to review the potential residential landscape irrigation as part of the recent SJRWMD Consumptive -Use permit renewal. The review concluded that because of the low population densities and high cost of installation, this option is not feasible at this time. Two additional areas were examined for large scale spray irrigation. In Figure 2.1 these areas are identified as the "Future Industrial Park", and the "Future Condo Site". The industrial park lands were rejected as too valuable. A preliminary study of the condo site indicated numerous depressional areas and was generally unsuitable for use. High cost was an additional factor which caused this site to be rejected. Rapid -Rate Infiltration Basins The soils present beneath the existing and future on-site percolation ponds have a limited effluent disposal capacity due to high groundwater and the presence of "Arent" soils which contain restricting soil layers. However, nearby soils associated with the Atlantic Coastal Sand Ridge are deeply drained "sugar" sands and are favorable for rapid infiltration basins. The 1987 Indian River County Soil Survey indicates that large deposits of the coastal sand ridge exist to the east, �. adjacent to the plant, running north and south, roughly paralleling the west side of US -1 and extending westerly toward the plant into the orange groves. Because of the proximity to the WWTP site and the high reliability and capacity of ponds constructed on these types of soils, this alternative for off-site disposal capacity is favorable. Although much of the sand ridge area has pre-existing permanent uses incompatible with rapid infiltration basins (i.e., homes, businesses), parcels of suitable agricultural land may be available and converted to rapid infiltration r" basins. ES examined the property ownership and availability of several of TA013.03-250/14 2-9 W r Several important concerns were brought out during these discussions. There are very few agricultural reuse projects in Florida involving effluent application to edible crops. Although used frequently in the west, effluent application to crops in Florida are primarily restricted to non -edible crops such as hay, etc. Citrus production requires a highly seasonal irrigation demand, and extensive coordination would be required during effluent use and significant back-up disposal capacity would be required during the off season. Upgrades at the plant would probably be required to increase reliability and long term (10 year) agreements would be required to demonstrate long term assurance of allowable discharge. Because of the marginal benefits, backup disposal requirements and only recent introduction of this practice in Florida, the option is not considered feasible at this time unless GDU purchases these groves. Deepwell Injection Although suitable injection zones probably exist within the geologic structures beneath the Sebastian site, the expense of a typical deep well in the area will normally run about two or three million TA013.03-250/14 2-10 the orange groves near the plant including the Vicor, Brown and Davis groves. Property assessments indicated that the lands were valued at $4000 to $5000/acre. None of the grove owners contacted indicated great interest in selling portions of their property, and one owner claimed he ,., had recently turned down offers of $20,000 per acre. Another grove owner indicated interest in utilizing the plant sludge as a soil amendment. Of the three groves, the Brown property appears to offer the best opportunity for use due to more "out of production" land that appears to be available. Although the rapid infiltration option is highly favorable, it is dependent on land availability. It will require approximately 1.4 acres of basins to meet the 2008 demand. A total of 4.65 acres would be required for a buffer zone (200' setback) and access requirements. No WWTP upgrade is required. A cost estimate for this option in presented in Section 2.4. r Grove Irrigation This concept was discussed with local grove owners and with DER. Several important concerns were brought out during these discussions. There are very few agricultural reuse projects in Florida involving effluent application to edible crops. Although used frequently in the west, effluent application to crops in Florida are primarily restricted to non -edible crops such as hay, etc. Citrus production requires a highly seasonal irrigation demand, and extensive coordination would be required during effluent use and significant back-up disposal capacity would be required during the off season. Upgrades at the plant would probably be required to increase reliability and long term (10 year) agreements would be required to demonstrate long term assurance of allowable discharge. Because of the marginal benefits, backup disposal requirements and only recent introduction of this practice in Florida, the option is not considered feasible at this time unless GDU purchases these groves. Deepwell Injection Although suitable injection zones probably exist within the geologic structures beneath the Sebastian site, the expense of a typical deep well in the area will normally run about two or three million TA013.03-250/14 2-10 i WE dollars. Because of this high cost, the deep well option is probably not justified for such small flows as are projected for the Sebastian WWTP. On that basis, this option is not considered feasible at this time. .. Wetlands Alternatives The feasibility of use of the wetlands for treatment and disposal was also examined. The use of natural and artificial (created) wetlands for treatment or disposal are the basic options available. The nearest _ natural wetlands exist adjacent to the site in the northern end of Lake Schuman. The size of these wetlands (+ 15 acres) and the fact that General Development owns only a portion of these wetlands limits their usefullness. At loading rates generally accepted by DER (1"/wk), only about 60,000 gpd of capacity would potentially be available from the natural wetlands. In addition, a critical concern would be the impact of additional nutrients on Lake Schuman. Because the travel time through the wetlands to the lake is less than 24 hours, a wasteload allocation study would be required for the lake. _ Artificial wetlands could be created in the area. However, a point of discharge is generally required as part of the design of these systems, otherwise they can be land intensive and less feasible. This point of discharge would require a wasteload allocation for Lake Schuman. Discussions with DER indicate that effluent discharges to bodies of water as small as Lake Schuman can potentially lead to water quality problems. DER's current water quality philosophy is that technology based limits (i.e., AWT, Advanced Secondary, etc.) may not adequately protect water quality in receiving water bodies. To determine appropriate treatment levels, wasteload allocation studies are typically required. An exemption exists for wetlands systems which does not require wasteload studies if the travel time is greater than 24 hours from: o The point of discharge to a natural wetland to the receiving water body, or o The point of discharge from an artificial wetland to a non-juristical wetland or to a natural wetland and to the receiving water body. TAO13.03-250/14 2-I1 ri {M of $700,000 for a 100,000 gpd system. Although wetlands offer potential in some areas of the state, they are largely experimental and potentially costly to operate and maintain (harvest). Operations and maintenance costs can be partially offset if .. contract harvesting for a "wetlands plant" market can be achieved. Additional studies both on the existing wetlands and Lake Schuman (impact assessment) are needed to assure, with an equal level of confidence, the success of a wetland alternative compared to the other alternatives.. On that basis, the use of natural or artificial wetlands was eliminated from further consideration at this time. �. TA013.03-250/14 2-12 Because of the small size of the existing wetlands, it would take significant dredge and fill activity to alter the existing wetland to maintain a 24-hour travel time to meet this exemption. Although this option could be pursued, a simpler option is to first perform a wasteload allocation study on the lake. A wasteload allocation study on Lake Schuman would involve a detailed study of the lake to determine fundamental nutrient and hydraulic characteristics. Typically these studies are closely coordinated with DER and cost on the order of $40,000-$80,000, depending on the available data and the complexity and length of the study. These studies generally last a year and require extensive field data to verify a model which then predicts the impacts of nutrients on the lake. Because Lake Schuman does have an outlet (i.e., not a "closed" system) there is a possibility of allowing a wetland discharge to the lake. i� Because of additional flow through the lake, this results in increased "flushing" of the lake and canals, and water quality could actually !., improve. If there were no outlet to the lake, then DER would consider the lake to be an inappropriate receiving water. Another consideration is that neighborhoods may object to the use of the lake unless they were j educated on the potential benefits of wetlands creation and lake flushing with reclaimed effluent. Including the initial lake study, an artificial wetland system involving approximately 4 acres of artificial "fringe" wetland, natural wetlands monitoring, plant AWT upgrades, piping and pumping, and construction of artificial wetland basins could cost in the neighborhood of $700,000 for a 100,000 gpd system. Although wetlands offer potential in some areas of the state, they are largely experimental and potentially costly to operate and maintain (harvest). Operations and maintenance costs can be partially offset if .. contract harvesting for a "wetlands plant" market can be achieved. Additional studies both on the existing wetlands and Lake Schuman (impact assessment) are needed to assure, with an equal level of confidence, the success of a wetland alternative compared to the other alternatives.. On that basis, the use of natural or artificial wetlands was eliminated from further consideration at this time. �. TA013.03-250/14 2-12 r 2.5 Cost Evaluations Costs for the three principal alternatives for meeting future effluent disposal requirements are presented in this section. The costs should be considered as budget -level cost estimates and are prepared to ., reflect 1988 dollars. Prices include contractor overhead and profit. .. Alternative 1: On-site Percolation Pond #4 The following estimate was prepared based on a one acre pond _ located north of existing Pond #3, with a 50,000 gpd capacity. Design features include a liner on the inside face of the berm to discourage lateral flow and seepage. Cost items are as follows: ITEM COST Slurry trench 4,000 Delivery Pipe - 180 LF 3,600 Distribution Structure 1,200 Outlet Structure 1,200 r Select Compacted Fill 35,600 Pond Liner 13,200 Site Preparation 7,000 r Monitoring Wells 1,300 Subtotal 67,100 r Engineering @ 15% 10,065 Contingencies @ 20% 13,420 i1 TOTAL $90,600 P Alternative 2: Golf Course/Airport Irrigation The golf course/airport irrigation system will require a number of r capital expenditures including upgrade of the WWTP to meet higher effluent quality standards for unrestricted public access. Capacity to filter entire plant flow is included in the cost estimate. Additional design features include a pump station and force main and 3 days storage TA013.03-250/14 2-13 M M at the golf course. Capacity for this option was estimated at 120,000 gpd for golf course irrigation. Supplemental airport irrigation is not included. Cost items include: ., ITEM Effluent pump station Force main 16,400 LF - 6" DIP Storage pond - Excavation/compaction - Liner Connections with existing irrigation system Monitoring wells Effluent Filter at WWTP Subtotal Engineering @ 15% Contingencies @ 20% Total COST 28,000 172,200 18,000 42,000 4,000 3,250 105,000 372,450 55,870 74,490 Say $502,800 Alternate 3: Rapid Infiltration Basins The feasibility of the infiltration basins are highly subject to the availability of suitable land. Design features include 4.7 acres of land with room for two basins with 120,000 gpd total site capacity. In addition to land for the pond, a 200' buffer is also included in the estimated land requirements. This cost estimate assumes that a premium will be paid for suitable land and that sufficient land will be purchased to meet flows beyond 1998 requirements as follows: TA013.03-250/14 2-14 I r � r ITEMS COST Effluent Pump Station 28,000 Force Main, 6000 LF VDIP 63,000 Select fill, compacted 43,200 Interior Liner 17,000 Monitoring Wells 2,600 Site Preparation 7,200 Land, 4.7 acres @ $25,000/acre 117,500 Subtotal 278,500 Engineering @ 15% 41,775 r Contingencies @ 20% 55,700 Ib` ly 1 fir• TOTAL Say $376,000 �' J r Aw r r r r M r TAO13.03-250/14 2-15 i SECTION 3 SUMMARY AND CONCLUSIONS SECTION 3 SUMMARY AND CONCLUSIONS Current projections indicate that existing disposal capacity will be exceeded by 1991 on a "Worst -Case" basis. In order to meet future (2008) effluent disposal demands, additional disposal capacity must be developed. Section 2 of this report identified and described several alternatives for meeting future effluent disposal demands. Of critical importance is the need to identify timing requirements and to develop a strategy for meeting future disposal needs. In Table 3.1, two basic scenarios for meeting 1998 demands are presented. The "Best Case" scenario assumes a slightly higher capacity of the existing three pond system. Both scenarios assume that proper maintenance and operations of the existing ponds will allow them to operate at their full capacity. This is a critical assumption since, as ponds age and deteriorate, it is especially important to invest in _ proper maintenance and operations strategies. In the "Best Case" scenario, no additional off-site capacity is needed to meet 1998 demands but will be required beyond that to meet 2008 demand. However, not only must the existing ponds operate at full capacity, but on-site capacity must be expanded to meet 1998 demand. The i cost estimate for an additional on-site percolation pond to obtain 52,000 gpd of additional capacity is approximately $90,000 or $1.80/gal .. of capacity. On a "Worst -Case" or "Best -Case" basis, additional off-site capacity must be developed in addition to expansion of on-site capacity to meet 2008 demands. Two main alternatives are presented to meet these _ additional disposal capacity requirements. The rapid infiltration basins are recommended as the most cost effective ($372,000 or $3.13/gal of capacity) means of acquiring additional off-site capacity. In TA013.03-250/18 3-1 .n 6. I TABLE 3.1 SCENARIOS FOR MEETING 1988 DEMAND SOURCE CAPACITY TOTAL ADEQUATE COST (gpd) CAPACITY UNTIL (gpd) (yr) "Best Case" Existing Ponds 149,000 149,000 1993 111, #21 113 New Pond D4 50,000 180,000 1996 $100,000 New Pond 114 50,000 199,000 1998 $90,000 Rapid 120,000 300,000 2008 $376,000 Infiltration Basins -or- Golf Course 120,000 -or- 2008 $502,800 Golf Course 120,000 300,000 2008 $502,800 Irrigation Existing Ponds 130,000 130,000 1991 111, 112, 113 New Pond D4 50,000 180,000 1996 $100,000 Rapid 120,000 300,000 2008 $376,000 Infiltration Basins -or- Golf Course 120,000 300,000 2008 $502,800 Irrigation * Assumes necessary operations and maintenance maintains optimal disposal capacity TAO13.03-250/19 3-2 i addition to lower initial costs, the salvage value is significantly higher. If the Sebastian WWTP is ever abandoned in favor of the regional WWTP system, the land purchased for the ponds will have a .. significant recoverable cost. A second alternative for meeting future effluent disposal requirements would be to develop a golf course spray irrigation system at the City of Sebastian Golf Course. Although this system is more expensive ($502,800 or $4.02/gal of capacity), it does _ have the advantage of meeting reuse and water conservation goals of DER and the Water Management District. Regardless of the alternative followed for meeting future disposal capacity, maintenance and operation of existing facilities will be the most cost effective means of meeting future flows requirements. In addition, careful monitoring of the existing disposal system for signs of early decline or failure is important in planning for development of future capacity. Disposal systems operated at or near capacity are more prone to failure. In order to avoid a failure situation, it is recommended that future capacity be brought on line at least a year prior to the year of projected need. This would alleviate the potential overload of the existing disposal systems. TA013.03-250/18 3-3 To: General Development Distribution From: Ed Huber . Memorandum February 10, 1987 -------------------- Subject: ------------- - Subject: Final Sebastian Water & Sewer Projections Enclosed is a copy of both the water and sewer growth projections for Sebastian Highlands. Each forecast is broken down into a minimum and maximum scenario. Additionally, I have included a copy of my January 12th and January 21sT memos which define the growth rate and the territory covered in different scenarios, respectively. If you have any questions regarding these forecasts please contact me at ext. 427. EH:sb Enclosures Distribution: B. Betschart J. / Peralta v A. Deister T. Rohrmoser C. Fancher, Jr. S. Uhrick G. Kisela T. Waldeck E. Myers MEX0/DIST/FIN'AL SELECTION SEBASTIAN HI6HLANDS WATER FORECAST MAXIMUM k MINIMUM SCENARIOS E. HUBER 94 -Feb -87 SEBASTIAN HIGHLANDS WATER OUTSIDE DEVELOPMF.N' .-'-.- A. : A. Reflections D. River Run C. Sebastian Lalces M MINIMUM IM A4I iml 1987 1988 1989 1990 1991 1992 199-1 1994 1995 1496 1997 1998 1999 20,?0 2001 2M?2 20p04 2V! 5 2606 'k)(17 anr,8 7009 2ign 1 1 ) } 1 SEBASTIAN HIGHLAHDS SINGLE - FAMILY MINIMUM WATER FORECAST JANUARY, 1987 BEGINNING ENDING CONNECTIONS COMIECTIONS CONNECTIONS IN SERVICED MACRO IN SERVICED IN UNSERVICED TOTAL PLATS . ------------ GROWTH RATE ------------ PLATS ------------ FLATS CONNECTIONS 644 B.01 69b ------------- 53 ----------- 749 696 8.0% 752 53 805 752 8.03 012 53 865 812 8.01: 877 53 930 077 7.13 939 53 942 939 7.13 1006 53 1,059 1,006 7.13 1,077 53 11130 1,077 7.13 1,153 ' 53 1,206 11153 7.17. 11:35 53 1,2BB 1,235 4.9% 1G96 53 1,349 1.296 4,97. 11360 53 1,413 1,360 4,93 11427 53 1,480 1,427 4.97. 1,497 53 1,550 1.497 4,93 1,570 53 1,623 1,570 4.43 1,639 53 1.692 1.639 4.43 1,711 53 1,764 1,711 4.43 1,786 53 11839 11186 4,43 1,865 53 1,91B 1,065 4.4% 1,947 53 2,000 1,947 2.4% 1,994 53 2,047 1,994 2.47, 2,042 53 2,095 2.942 2,43 2,091 53 2,144 2.691 2.47, 2,141 53 2,194 2,141 2,43 2,192 53 2,245 2,192 2.07, 2,236 53 2.269 1PASTIAN I I I I I 1 I I I I 1 HIGIILANDS MASTER -METERED CUSTOMERS MINIMUM WATER FORECAST JANUARY, 1987 SEBASTIAN ELEM. 1986 USAGE 1,603000 PELICAN ISLAND ELEM. 1986 USAGE 899,000 TOTAL USAGE 21492,000 DAILY CONVERSION 365 DAILY USAGE 6,827 ERC FACTOR 173 1986 ERCs 39 BEG. YEAR END YEAR ERC's OF T0TA1_ MASTER MASTER RIVER RUN MASTER METERED MACRO METERED REFLECTIONS METERED YEAR ERCs ------ - - -------- GROWTH RATE --- --- - ERCs ------ SEB. LAKES --------- ERCs ---- ----- 1987_- __39_ B.OX 43 122 1,65 % 1988 43 B.OX 46 0 46 1989 46 B.OX 50 0 50 1990 50 B.OX 54 0 54 1991 54 7.I1 58 0 58 1992 58 7.1X 62 0 62 1993 62 7.IX 66 0 66 1994 66 7.IX 71 0 71 1995 71 7.1% 76 0 76 I4gb 78— 4.9% BO 0 BQ__.,''2 7J 1997 80 4.9X 84 0 84 v 1998 84 4.91 80 0 00 1999 89 4.9X 92 0 94'4 2000 92 4.9X 97 0 97 2001 97 4.4% 101 0 101 2002 101 4.4X 105 0 105 200; 105 4.4% 110 0 110 2004 I10 4.4% 115 0 115 4005 115 4.47. 120 0 120 2006 120,__. 2.4% 123 0 7 2007 123 2.4X 126 0 126 2008 126 2.4X 129 0 129 2009 129 2.0 1344' 0 132 2010 132 2.4% 135 0 135 2011 135 2.0% 130 0 13B ALL CUSTOMERS MINIMUM SEWER FORECAST JANUARY, 1907 SINGLE MASTER UNBUILT AVG. DAILY FAMILY METERED COMMERCIAL TOTAL ERC WATER BILLED ANNUAL YEAR --------- ERCs ------------ ERCs ------------ ERCs ------------ ERGs -------------- FACTOR (MGD) INCREASE 1986 427 66 0 ----------- 493 173 ------------ 0.005 ------------ - 1987 461 71 0 532 173 0.092 7.9% 1988 498 16 .0 514 173 0.089 -3.4% 1989 538 17 1 556 173 0.096 8.27. 1990 581 18 2 601 173 0.104 8.1% !991 622 19 3 644 173 0.111 7.2% 1992 666 20 6 692 173 0.120 7.5% 199; 713 21 9 743 173 0.1<9 7.4% 1994 764 27 21 807 173 0.140 8.6X 199`• 818 24 33 875 173 0.151 8.47. 1996 850 25 45 928 173 0.161 6.1% 1597 9,111 26 57 983 173 0.170 5.9% 179P 944 2? 69 1,040 173 O.IBO 5.B% 1909 990 28 81 11099 173 0.190 5.7% 2000 11039 29 93 11161 173 0.201 5.6% 2001 1,085 30 104 1,219 173 0.211 5.07. 2002 1,13; 31 109 11273 173 0.220 4.4% 2:11'''.• 1,18; 32 110 11325 17'• 0.229 4.1% 2(!'i4 L2v Z • 110 19378 173 0.238 4.0% 2 05 1,299 34 110 1,433 173 0.248 4.0X 2i1f6 1.320 35 110 1,465 173 0.253 2.2X 2'1"7 11'•52 7.6 110 1,498 173 0.259 2.3% 20(19 h--84 737 110 11531 173 0.265 2.2X 2("o 1.417 :P ILO 1,565 173 0.271 2.27. 2t'!(' 1,4`_•I .9 )10 1,600 173 0.277 20! 1 1.4C -f' 90 110 1,630 173 0.282 1.9% THE E1:CLU310N OF 1 CURRENTLY SERVICED MASTER METERED CUSTOMER (REFLECTIONS) IS RESFONSIPLE FOR T'IE !;ESATIVE GROWTH Iq !erg, FEBASTIAN WIGHUNDS ALL CUSTOMERS MAYIMAI SEWER FORECAST JAIg,14RY, 1987 SINGLE MASTER UNBUILT WATER BILLED ANNUAL FAMILY METERED COMMERCIAL TOTAL YEAR ------- ERCs ------------ ERCs ERCs ERCs 1986 421 ------------ 66 ------------ 0 ------------- 493 1987 461 71 0 532 1988 498 77 0 575 1989 53B 83 1 622 1990 581 90 2 673 1991 622 96 3 721 !997 666 1011 6 775 19113 713 110 9 832 1994 764 IIB 21 903 199; 018 126 33 977 1996 859 132 45 11035 1997 900 138 57 1,095 1998 944 145 69 11158 1999 990 152 91 1,223 2000 110'9 159 93 11291 tool 1.085 166 104 1,355 :002 1.133 173 109 1,415 1.18: 181 !10 1,474 -o04 1.235 IB9 110 1,534 :4Q5 1,299 197 110 1,596 _406 1.720 202 110 1,632 '(07 1.352 207 110 11669 2008 L 354 212 110 1,706 :009 1,417 217 110 1.744 :!110 1,451 222 110 1,783 To II I,4B0 226 I10 1,816 AVG. DAILY ERC WATER BILLED ANNUAL FACTOR --------- (MGD1 ' INCREASE 173 ----------- 0.085 ------------ - 173 0.092 7.9X 173 0.099 B.IX 173 0.108 0.2% 173 0.116 8.2% 173 0.125 7.1% 173 0.134 7.5% 173 0.144 7.4% 173 0.156 9.5% 173 0.169 8.2X 173 0.179 5.9% 173 0.189 5.8% 173 0.200 5.8% 173 0.212 5.67. 173 0.223 5.6X 173 0.234 5.07 173 0.245 4.4X 17.11.. 0.255 4.7% 173 0.265 4.1% 173 0.276 4.0% 173 0.282 2.3'/. 173 0.289 2.3X 173 0.^295 2.2% 173 0."02 2.2X 173 0.308 2.2% 173 0.714 1.9% MAYIMUM WATER FORECAST JANUARY, 1981 ANNUAL INCREASE 18.4% 16.5%, 14.8% 13.3% 11.5% 11.1% 10.3% 10.1% 9.4% 7.47. 7.2% 6.9% 6.6% 6.3% 5.7% 5.4% 5.1% 4.9% 4.8% 3.6% 1.5% 1.5% 1.4% 1.4% 1.:% AVG. DAILY SINGLE MASTER UNBUILT AVG. DAILY RAW WATER FAMILY METERED COMMERCIAL TOTAL ERC WATER BILLED PUMPED (MGD) YEAR --- ERCs ------------ ERCs ------------ ERCs ------------ ERCs FACTOR (MGD) (1.4 FACTOR) 1985 69? 153 0 --------- ---- 050 ----- ----- 173 ----------- 0,147 ------------ 0.206 1907 841 165 0 1,006 173 0.174 0.244 1988 999 178 5 1,172 173 0.203 0.284 )9n9 1,141 197 11 1,345 173 0.233 0.326 1990 1,340 207 17 1,524 173 0.264 0.369 !°9! I,°`•5 -43 1,700 173 0,294 0.412 1^�. I,bIJ 243E 35 11888 173 0,327 0.457 199' 117130 255 47 2,082 173 0.360 0,504 1994 1,951 27:: 68 2,292 173 0.397 0.555 1995 2,128 292 Be 2,508 173 0.434 0.607 1996 2,281 306 107 2,694 173 0.466 0.652 :997 :,478 321 129 2.098 177 0.500 0.699 19SE 2,59E 337 151 3,086 17771 0.5714 0.747 ;993 2,762 354 173 31289 173 0.569 0.797 2000 2,929 371 195 3,495 173 0,605 0,846 2001 31092 387 216 31695 173 0.639 0,895 71259 404 231 31893 173 0.673 0.943 =00 7,427 472 242 4,091 173 0.708 0.991 2404 ;,600 441 252 4,293 173 0.743 1.040 20115 3,777 460 261 4,498 173 0.778 1.089 2406 3,921 471 269 4,661 173 0.806 1.129 2007 3,973 4824 277 41732 173 0.819 1.146 2008 4,026 494 261 4,001 173 0.031 1.163 i,9 4.090 506 282 4,869 173 0.842 1.179 =014 4,176 516 282 4,936 173 0.854 1.195 2011 4,183 5?8 282 4,993 173 0.864 1,209 ANNUAL INCREASE 18.4% 16.5%, 14.8% 13.3% 11.5% 11.1% 10.3% 10.1% 9.4% 7.47. 7.2% 6.9% 6.6% 6.3% 5.7% 5.4% 5.1% 4.9% 4.8% 3.6% 1.5% 1.5% 1.4% 1.4% 1.:% MINIMUM WATER FORECAST JANUARY, 1907 AVG. DAILY SINGLE MASTER UNBUILT AVG. DAILY RAW WATER FAMILY METERED COMMERCIAL TOTAL ERC WATER BILLED PUMPED (MGD) ANNUAL YEAR --------- ERCs ------------ ------------ ERCs ERCs ------------ ERCs -------------- FACTOR (MGD) (1.4 FACTOR) INCREASE 1986 697 153 0 850 ----------- 173 ------------ 0.147 ------------ 0.206 ---------- - 19B7 749 165 0 914 173 _ 0.158 0.221 7.5% 19BG 805 46 5 856 173 0.148 0.207 -6.3% 1489 865 50 11 926 173 0.160 0.224 0.2% 1990 930 54 17 1,001 173 0.173 0.242 8.1% 1991 992 58 K 1073 173 0.186 0.260 7.2.7. 199: 11050 62 31 1,152 173 0.199 0.279 7.47. 1991 11130 66 39 1,235 173 0.214 0.299 7.7% 1994 1,206 71 56 11333 173 0.231 0.323 7.9Z 1995 1,288 76 73 1,437 173 0.249 0.348 7.8% 1996 1,3'•49 80 90 1,519 173 0.263 0.368 5.7Z 1997 1,413 84 107 1,604 173 0.277 0.388 5.6% 199B 1.480 8B 174 1,692 173 0.293 0.411) 5.5% 1999 1,59) 92 141 1,783 173 0.308 0.432 5.4% 700 1,623 97 158 1,878 173 0.325 0.455 5.3% 2001 1,692 101 174 1,967 173 0.340 0.476 4.7% ?00? 1,764 105 184 2,053 173 0.355 0.497 4.4Z 20(13 11839 110 190 2,139 173 0.370 0.518 4.2'!. 200a 11918 115 195 ?,228 173 0.305 0.540 4.2% i5 21000 120 200 2„1.20 173 0.401 0.562 4.1Z 2006 2.047 123 205 2,375 173 0.411 0.575 2.47. 2007 2,095 1?6 210 2,431 173 0.421, 0.589 2.4% 2008 2,144 129 211 2,484 173 0.430 0.602 :Oi'9 2,194 132 211 2,57 173 0.439 0.614 2.13 2010 2.245 135 211 2,591 173 0.448 0.628 ?.IZ 2011 2,289 138 211 2,638 173 0.456 0.639 1.K. , TIME E7CLUS100 OF ; CURRENTLY SERVICED MASTER METERED CUSTOMERS (REFLECTIONS, RIVER RUN, AND SEBASTIAN LADES) IS ;�ESFONSIELE FOR THE NEGATIVE GROWTH INN 1988. 0 T I_IIA'. kwal,s 1 I I I. 1 I I I' 1 UNPUILT COMMERCIAL MINIMUM WATER FORECAST JANUARY, 1987 TOTAL UNBUILT --------------------------------- GENERAL COMMERICAL CHURCH COMMERCIAL PLAT 7 PLAT 12 PLAT 17 ------------------ PLAT 16 PLAT 17 ---------- BUILDING SPACE (000+S SO.FT.) --------- B ----- -- 175 -------- 145 ------- --------- 58 7B OFD PER 1,000 SO. FT. 100 100 100 26 26 BUILD OUT GPD -------- 800 ----'---- 17,500 -------- 14,500 - - �— --- 11508 -^ - 2,0248 ERC FACTOR 173 173 173 173 173 -------- -------- - -- - ----- ----- BUILD OUT ERCs 5 101 84 9 12 YEAR END ERCs /�g211 VY�7/V ��I'� // { � / =� ----------------------------- 1987 0 U 1988 5 5 1989 1 10 t1 1990 - 15 17 1991 3 2240 43 1972 4 25 I I 31 1993 5 30 2 2 39 1994 5 35 10 3 3 56 1995 1996 5 5 40 45 20 30 4 5 4 5 73 !90 �y 1997 5 50 40 6 6 107 1998 5 55 50 7 7 124 1999 5 60 60 0 8 141 2000 5 65 70 9 9 158 2001 5 70 80 9 10 174 • 2002 5 75 B4 9 11 184 3M.'• 5 110 84 9 12 190 2004 5 05 04 9 12 195 2005 5 90 84 9 12 200. 3'7 2006 5 95 84 4 12 205 2007 5 100 B4 9 12 210 200B 5 101 84 9 12 211 20A9 5 101 84 9 12 211 2010 5 101 84 9 12 211 2011 5 101 84 9 12 211 0 T 1 1 1 ! 1 1 1 ! SEBASTIAN HIGHLANDS SINGLE - FAMILY MAXIMUM WATER FORECAST JANUARY, 1987 I I I I 1 I 1 I 1 I !- CUMMULATIVE BEGINNING ENDING ANNUAL 51 CONNECTIONS CONNECTIONS ADDITION IH SERVICED MACRO IN SERVICED OF UNCOIUNECTED TOTAL 7EAR --------- FIATS ------------ CMWTH RATE ------------ FLATS HOMES CONNECTIONS 1987 697 8.01 ----------- 77, ------------- ----------- 88 841 1988 753 8.0% 613 176 989 1989 613 8.07. 878 264 1,142 1^-90 876 8.0% 948 352 1x300 1991 940 7.17. 11015 440 1,455 1997 1,015 7.11 1,087 526 1,615 199, 1,087 7.1% 11164 616 1,780 1994 1,164 7.1% 1,247 704 1,951 1995 1,247 7.1% 11336 792 2,128 109A 1.376 4.9% 1,401 800 21781 1%97 1,401 4.91 1,470 968 2,430 1995 1.474 4.9.7, 1,542 11056 2,598 1"99 1,542 4.9% 1,618 1,144 2,762 2440 11616 4.9% 1,697 1,232 2,929 7001 1,697 4.47 1,772 11320 3,092 1,772 4.4'1. 1,650 1,400 ?,250 .(a?'. 11050 4.4%11911 1,496 3,4-7 =004 1,931 4.4'„ 2,016 1,504 31600 ?005 2,016• 4.47. 2,105 1,672 3,777 20.6 ?,105 2.41 2,156 1,765 3,921 =x'07 :,156 2.4% 7,208 1,765 3,973 ^ryi'p 2.=i g 2.4% 2,261 1,765 4,076 1,761 2.41 2,315 1,765 4,080 _?10 _,315 :.4: 2.371 1,765 4,136 :41! 2,371 2.4% 2,418 1,765 4,183 At4'ROX Md7L'/ :,5'.•,? HOMES IN SEBOSTIAIN HICtILAIIOS AS OF 12(31106, UNCONNECTED HOMES EQUAL 2,5?0 - 765 = 1765. ASSUME THAT 57. OF THESE UNCONNECTED HOFS WILL BE CONNECTED EACH YEAR (1,765 4 5/ = BBI. !- MAXIMUM NATER FOG£C6 JANUARY, 1987 SEBASTIAN ELEM. 1986 USAGE 1,603,000 PELICAN ISLAND ELEM. 1906 USAGE 889,000 REFLECTIONS 1906' USAGE 3,272,000 RIVER RU11 1906 USAGE 2,508,000 SEBASTIAN LAKES 1986 USAGE 1,350,00 TOTAL USAGE 9,830,000 DAILY CDVIVERSION 365 DAILY USAGE 26,384 ERC FACTOR 173 1986 ERCs 153 u BEG. YEAR END YEAR MASTER MISTER METERED KPOO METERED YEAR '------ ERCs --------- GROWTH RATE ERCs 1987 153 --------- 8.01 --------- 165 ' 1908 165 8.01 178 1989 178 8.01 192 1990 192 8.01 207 1991 207 7.11 222 1992 222 7.IX 238 1993 238 7.11 255 1994 255 7.1% X27 ! 1995 273 7.17. 292 1996 292 4.91 306 1997 306 4.91 321 1998 321 4.91 337 1999 337 4.9% 354 20M 354 4.91 371 7001 371 4.4X 387 2002 307 4.41 404 2003 404 4.47. 422 2004 422 4.41 441 205 441 4.4% 460 Dm6 460 27.4% <47p_— 2(u)7 471 2.4% 482 2008 482 2.4% 494 2009 494 2.41 506 :010 506 2.4X 5I8 :011 518 2.0% 520 u 1 1 1 1.28, I m,GI j UNBUILT COMMERCIAL MAXIMUM WATER FORECAST JANUARY, 1987 CHURCH PLAT 2 PLAT 8 ------------------------------------------------------- GENERAL COMMERICAL 21 29 58 PLAT 7 PLAT 10 PLAT 13 FLAT 12 PLAT 17 BUILDING SPACE IrKiO'S SO.FT.N --------- 8 --------- 64 --------- 47 --------- 175 ------- 145 GPD PER 1,000 SO. FT. 3 100 100 100 100 100 BUILD OUT GPD -------- 800 --------- 6.400 --------- 4,700 ------- 17,500 -------- 14,500 ERC FACTOR 173 173 173 173 173 BUILD BUT ERCs - ----- 5 -------- 37 ------- 27 --- 101 — — 84 YEAR END ERCs ----------------------------- 1987 1988 5 1989 1 10 1490 2 IS 1991 3 20 149; 4 2 25 1993 5 4 30 1994 5 6 35 10 1995 5 8 40 20 1996 5 10 45 30 1997 5 3 12 50 40 1998 5 6 14 55 50 1999 5 9 16 60 60 2000 5 12 IB 65 70 2001 8 15 70 70 80 2002 5 t8 22 75 84 2003 5 21 24 80 84 2004 5 24 26 B5 84 2005 5 27 27 90 84 200b 5 3o 27 95 84 N07 27 100 84 2008 5 36 27 101 84 2009 5 37 27 lot 84 2010 5 37 27 101 84 .011 5 37 27 101 84 CHURCH PLAT 2 PLAT 8 PLAT 16 PLAT 17 21 29 58 78 26 26 26 26 546 754 11508 2,028 173 173 173 173 3 4 9 12 I 1 1 2 2 2 3 3 3 3 4 4 3 4 5 3 4 6 3 4 7 3 4 8 3 4 9 3 4 9 4 9 3 4 9 3 4 9 3 4 9 3 4 9 3 4 9 3 4 9 4 9 ? 4 9 3 4 9 TOTAL UNBUILT COMMERCIAL 282 0 5 17 23 35 47 68 88 107 129 151 173 195 216 231 242 252 261 2"69 - 277 281 282 2282 282 r. I■ APPENDIX B ES LETTER REPORTS o Operations Review and Site Visit o DER Capacity Report OPERATIONS REVIEW AND SITE VISIT R 10 ES ENGINEERING -SCIENCE 2901 WEST BUSCH BOULEVARD • SUITE 603 • TAMPA, FLORIDA 33618.813/933-4650 TA013.02-250/2 6 November 1987 Mr. Leighton Hew GDU Engineering 1111 S. Bayshore Drive Miami, Florida 33131 RE: Sebastian Highlands WWTP '^ Operations Review and S.ice Visit Dear Leighton: .r On Wednesday, November 4, I visited the Sebastian Highlands WWTP to collect information relating to the influent flow discrepancy and the effluent disposal capacity. I met with Mr. Keith Knight, chief operator, and Mr. Jack Reece, operations supervisor for the Port Malabar Division of GDU. This letter summarizes my preliminary findings and recommendations for further action or data. I Flow Discrepancy I �* Regarding the discrepancy between the actual flow into the plant and the projected flow based upon number of connections, the following observations were made: 1. Plant flow is measured by a 900 V -notch weir at the effluent end of the chlorine contact chamber. At the time of my visit, the head on the weir was 0.4 feet, as measured by an attached staff gage, and the flow �. meter indicated a flow of about 0.12 mgd. At this head, the flow through a 900 V -notch weir should be a 0.1635 mgd. The operator should verify the following: o the staff gage is monitored property (i.e., the 0 point being level with the point of the V), o that it is indeed marked in tenths of feet and not inches, o spot-check the head and flow with the flow indicated by the recorder at several flows. I have included a table of heads and flows for a 900 V -notch weir as a reference. The spot checking should be done at several flow rates for a few days to verify meter accuracy. ENGIN EERI NG- SCIENCE I� 2. The operator has pressure -tested all pump station force mains i except one, which he plans to do shortly. All have passed with no indi- cation of leaking (held 55 psi for 20 minutes). Once the last force main is tested, this will eliminate major leaking along the force main as a cause of lost flow. 3. Pump station run time records and pump flow rate data indicate that considerably more flow was pumped to the plant than than the effluent flow meter indicated. However, there have been in the past, and apparently still are, some problems with leaking check valves at the pump stations. This will cause some flow to be recirculated back to the wet well and con -sequently cause the pumps to run considerably longer than should be re- quired to pump a given flow. I recommend that all check valves be thor- oughly checked and overhauled if necessary as soon as possible so that reliable pump flow data can be obtained. The operator has checked the capacity of all the pumps at each pump station by measuring wet well draw- down, so pumping rates should be reasonable accurate. 4. Service and Flow Records from 1981 to present were examined and indicate that the population served by the treatment plant was 1,270 by August of 1987. Apparently this figure was obtained by multiplying the number of connections by 2.5, which is the average number of people per household. It is possible that given the demographics of this area (older retired people, many of whom are away for substantial periods of time), that the true population served is considerably less, and that they gener- ally use less water per person than.the population as a whole. I recommend that the water consumption for those people specifically connected to the sewer be analyzed for the past year to determine actual water use by those connected to the sewer. A better judgment of what the expected wastewater flow is could then be made. ift 5. Presently the force main from the Reflections condominiums ties into a common pipe with the discharge from pump stations 1 and 2, before the combined flow is discharged into the plant. Since the tie-in point is just before the discharge into the plant, it would be relatively easy to I� peparate this force main and discharge it to the plant separately from the other two lift stations. I recommend that this be done, since this is a private lift station over which CDU has no control. This would remove it completely from GDU's wastewater conveyance system and eliminate any possi- bility of maintenance problems with this station, such as a leaking check valve or leak in the force main, from impacting GDU's pump stations and force mains. • On -Site Disposal Capacity The plant operator reports that at present there is more than ample on-site effluent disposal capacity for the plant flow. This is in spite of the fart that percolation pond U3 does not, and apparently never has, �u worked satisfactorily. In order to determine the capacity of the two operating ponds, I recommend that a staff gauge be mounted in each of the two ponds and that pond level in each be recorded daily. Additionally, it would be useful to monitor the water level in the monitoring wells weekly ift �• I ENGINEERING -SCIENCE for a while to allow a better determination of groundwater level. With this information, and knowing the plant flow into the {ponds as well as .. rainfall at the site, a fairly accurate determination of the percolation capability of the existing ponds can be made. With the available data, I do not have a a reasonable explanation for why percolation pond #3 does not percolate. We will review existing geo- technical and groundwater data to try and determine the problem. It is especially vital to pinpoint the reason since if additional ponds are built on site, they will be adjacent to (north of) pond U3 and may be subject to the same problems. of Recommendations 1. Monitor head, flow, and flow meter reading through effluent V -notch weir. 2. Overhaul all lift station check valves and closely monitor their performance. 3. Determine actual water use for all those connected to the sewer for the past year. 4. Separate Reflections force main discharge from other lift station force mains. 5. Install staff gauges in both operating percolation ponds and record water level in each daily. When the recommendations set forth above have been implemented and more data become available, we should be able to more accurately provide answers to CDU regarding the flow and effluent disposal questions at this plant. In the meantime, should you have further questions, please call me. Very truly yours, ENGINEERING -SCIENCE, " INC. Thomas T. Jones,! P.E. TTJ/sah cc: Jim Butner, ES Mike Yates, GDU - Miami �. Buddy Betschart, GDU - Port Malabar r 6� 1991 4e m 010 m m 11b TABLE 6-1E DISCHARGE OF 900 V -NOTCH WEIR FORMULAS: CFS=2.SOOH2'S GS=CFS X 7.481 MGD=CFS X 0.6463 HEAD FT. CFS GS JMGD HEAD FT. CFS GS MGD HEAD FT. CFS GS MGD HEAD FT. CFS GS MGD HEAD FT. CFS GS MG 0.01 .0000 .0001 .0000 0.26 .0862 .6447 .0557 0.5t ,4614 ).111 .1001 0.7e 1. 259 9.417 .8136 t.01 2.563 19.17 1.65 o.a2 .0001 .0011 .0001 0.27 .09.1 .7065 .0612 0.52 .4075 3.647 .3151 0.71 1.301 9.1)0 .0106 1.02 2.627 19.67 1.69 0.03 .000. .00x17 .0005 O.Is .1037 .7759 .0670 0.53 .5112 5.0:5 .3304 0.10 1.343 10.05 .8632 1.03 2.692 20.14 1.7. 0.04 .0000 .0060 .0005 0.29 .1132 .0410 .0712 0.54 .3357 1.005 .3462 0.79 1.301 10.77 .0963 1.04 2.736 20.67 1_.71 0.05 .0014 .0105 .0009 0,30 .IZJZ .9219 .0796 0.55 .5600 4.196 .3625 0.00 1.431 10.71 .9249 1.05 2.524 21. 1) 1.02 0.n6 .0022 .0165 .0011 0.31 .1736 1.001 .0665 0.56 .5007 4,709 •)192 0.01 1.476 11.01 .9511 1.06 2.092 21.64 1.06 0.01 .0032 .OH2 .0021 0.12 .t.44a 1.003 .0936 0.51 .6132 4.506 .3963 0.02 1.522 11.19 .9036 1.07 2.961 22.13 1.91 0.08 .0015 .0119 .00x9 0.71 .1564 1.170 .1011 0.56 .6,03 4.191 .4139 0.03 1.569 It. 74 1.014 1.00 3.010 22.67 1.91 0.09 .0061 .0454 .0039 0.)4. 1605 1.261 .1009 0.59 .6605 5.001 .1120 0.04 1.617 12.09 1.015 1.09 3.101 23.20 2.00 0.10 .0079 .0591 .0051 0.15 .1012 1.755 .1171 0.60 .6911 5.215 .4506 0.05 1.665 12.46 1.076 1.10 3.117 21.71 2.01 O.II .0100 .OT SI .0061 0.76 .1941 1.1S4 .1256 0.61 .7265 5.415 .4646 0.06 1.715 12.67 1.105 1.11 3.245 24.26 2.04 0.12 .0123 .0933 .O Oat 0.37 .2002 1.557 .1145 0.62 .7567 5.661 .4091 0.07 1.765 13.20 1.141 1.12 3.319 24,03 2. 14 0.13 .ot sz .1140 .0096 0.36 .2225 1.665 .1410 0.63 .7016 5.692 .5090 0.56 1.616 13.59 1.174 I.11 3.791 23.79 2.14 0.14 .0161 .1372 .0110 0.39 .2315 1.776 .05)5 0.61 .6192 6.120 .5291 0.09 1.066 11.96 1.x07 1.14 3.169 25.95 2.24 0.15 .0216 .1630 .0141 0.40 .2530 1.091 .1615 0.63 .1516 6,371 .5504 0.90 1.921 IA. 37 1.242 l.ts 3.546 26.52 2.29 0.17 .0258 .1913 .0165 0.41 .2691 2.138 .1739 0.66 .0047 6.672 .5710 0.91 1.975 14.71 1.216 1.17 3.623 27.10 2.34 0.17 .0290 .2229 .0291 0.41 .2030 2.270 .1017 0.68 .9107 6.012 .5931 0.92 '2.010 15.10 1.112 1. 3.701 27.69 2.4 0.10 .0791 .2571 .0223 0.41 .7010 2.200 .1959 0.60 .9515 7.111 .6160 0.93 2.005 15.60 1.110 t.16 le 3.731 20.29 2.445 0.09 .0391 .2997 .0251 0.44 .1210 2.102 .2073 0.69 ,40611 7.6 96 .6)90 0.91 2.199 16.02 1.404 1.19 3.042 1 20.64 2.5 0.20 .0997 .3316 .0209 0.45 .339679b 2.511 .2195 0.10 LOSS 7.667 .6624 0.95 2.199 1e.45 1.921 1.20 1.944 29.30 2.154 0.21 .0505 .3760 .0327 0.46 .3500 2.664 .2119 0.71 1.062 1.944 .6063 0.9b 2.257 16.09 1.459 1.21 4.026 30.12 2.6C 0.22 .0360 .4246 .0367 0.47 ,3706 2.33.1 .2147 0.72 1.100 0.227 .7107 0.97 2.117 13.3) 1.197 1.22 4.110 30.75 Z.63 0.23 .0644 ,4745 .0410 0.45 .3991 2.903 .2579 0.11 1.136 6.51S .7157 0.95 2.317 17.70 1.536 1.23 4.195 71.36 2.71 0.24 .0705 .5271 .0416 0.49 .42C2 ).14) .2716 0.74 1.170 6.510 .7510 0.99 2.430 16.24 1.576 1.24 4.280 32.02 2.76 0.25 .0781 .5845 .0505 0.50 .4119 3.306 .2656 0.73 1.210 9.111 .7071 1.00 2.500 18.70 1.606 1.25 4.367 32.67 2.6Z DISCHARG pF�--0 0 CH WEIR TABLE 6-lE CONTINUED HEAD FT. CFS GS MGD HEAD FT CFS GS MGD HEAD FT CFS GS MGD HEAD FT CFS GS MGD HEAD FT CFS GS MG t.26 4.555 )].33 2.a 79 1.61 4.227 61.51 5.114 1.96 1).13 100.6 a.b90 2. 31 20.25 151.7 13.10 2.66 26.35 238.! 13.6 1.21 4.514 )).99 2.917 1.62 4.151 62.47 5.397 1.91 13.A7 101.9 4.401 2.12 20.50 151.1 38.25 2.61 29.12 21T.9 44.4 1.24 4.631 14.67 2.995 1.61 4.440 61.44 5.441 1.94 38.79 101.2 8.91) 2.)3 20.72 155.0 13.19 2.14 29.40 219.9 72.0 1.29 4.725 35.35 1.554 1.64 0.611 b4.1z 5.565 t.99 13.97 724.5 9.326 2.14 20.94 156.1 13.51 2.69 29.67 zzz.o 19.1 1.10 4.017 16.04 1.113 t.6s 0.14] 65.40 5.650 2.00 14.14 105.4 9.140 2.15 21.16 150.3 13.64 2.70 29.95 224.0 19.3 1. 3t 4.910 )6.71 3.174 1.61 0.476 66.40 5.716 2.01 14.12 101.1 9.255 2.16 21.19 I6a.0 13.57 2.71 30. Z2 226.1 19.5 1.32 5.005 31.44 1.238 1.61 9.0to 62.72 5.02) 2.01 11.50 106.5 9.110 2.11 20.62 161.7 13.91 2.72 30.50 220.2 19.7 1.)1 5.100 70.15 3.296 1.64 9.146 60.42 5.911 2.0) 6,.6d 109.4 9.141 2.16 21. 05 161.4 14.12 2.73 )0.19 270.3 19.9 1.34 5.196 )a. a1 1.154 1.69 9.242 69.44 5.999 2.04 11.16 111.2 9.604 2.19 22.06 166.2 14.27 Z.74 31.07 232.4 20.0 1.35 5.294 39.60 1.421 1.70 9.420 70.47 6.044 2.05 15.01 112.5 9.722 2.43 2.1.11 166.9 14.,2 2.75 3t.15 211.5 20.2 1.)6 3.392 40.)4 3.A as 1.71 9.559 71.$1 6.170 2.06 15.23 111.9 9.841 1.11 22.54 164.6 11 .5 1 2.T6 31.64 2)6.7 20.1 t.37 5.492 41.09 ).550 1.72 9.700 72.56 6.769 2.01 15.11 115.) 9.961 2.12 2Z. 75 170.4 14.72 2.77 11.41 236.4 20.6 1.38 5.593 41.44 3.615 1.71 9.811 7).62 6.160 1.05 15.60 116.7 10.01 7.11 21.01 172.2 14.37 2.76 12.21 211.0 20.3 1. Ill 5.695 42.60 1.601 1.14 9.901 74.69 6.151 2.04 15.19 116.1 10.20 2.11 23. IS 171.9 11.0) 2.79 32.50 243.2 21.0 1.40 5.194 43.1? 3. Tal t.IS 10. 11 73.11 6.546 2. to 15.94 119.5 10.11 2.15 2).19 115.7 15.16 2.80 )9.60 245.4 21.2 1.41 5.902 44.15 ).814 1.76 10.27 76.86 6.610 2.11 16.17 120.9 10.45 2.46 21.71 171.5 Is.), Z.al )1.09 247.6 2l.3 1.42 6.007 44.94 3.532 1.71 10.4z 11.95 6.131 2.12 16.10 122.4 10.57 2.47 21.911 119.) 15.19 2.42 13•19 249.4 21.5 1.51 6.111 43.77 1.951 l.la 10.57 79.06 6.5)0 2.11 16.55 121.a 10. To 2.41 21.21 141.1 15.65 2.81 1).66 252.0 21.7 1.44 6.221 46. 14 4.020 1.79 10.17 60.17 6.926 2.14 16.75 125.1 10.82 2.49 24.16 163.0 13.31 2.84 11.96 254.2 21.9 1.15 6.129 41.)5 4.091 1.80 10.11T 61.)0 1.02, 2.15 10,9. I2n.A 10.95 1.50 2a. Tl 1l,.! 15.91 2•!7 ,)9.2! 2)6.5 22.1 1.46 6.419 44.11 4.162 1.31 11.02 AI. t1 7.111 1.15 11. t4 123.2 11.04 Z.51 24.95 136.1 16.11 2.A6 )4.38 213.1 ZZ.3 1.47 6.5)0 49.00 4.21) 1.11 II.11 61.53 7. tZn 2.11 17.)4 129.1 11.71 2. 5.1 25.20 161.5 16.29 2.47 )4.39 261.0 Z2.5 1.43 6.662 49.31 4,106 1.aI 11.11 8..71 7. L•0 2.13 17.54 111.1 11.11 2.t) 25.15 190.4 16.15 .1.83 75.19 261.1 22.7 1.49 6.115 50.68 4.179 1.34 11.13 65_89 1.420 2.19 17.71 1 12. 1 11.11 2. 1, 25.11 191.) 16.61 2.39 35.50 263.5 22.9 1.30 0.469 5 1. 54 4.152 1.35 11.61 67.06 1.521 2.20 11.95 114.1 11.60 2.51 25.90 191.2 16.73 2.90 15.30 261.9 21.1 7.61, 2.21 IS.15 115.8 11. TI 2.16 26.21 176.1 16.91 7.91 16. 11 270.2 2).) 1.31 7.001 52.40 A. Sz7 1.36 11.80 as. .11 2.22 15.36 111.1 11.86 2.51 26.17 198.0 II.II L 9S 10.42 712.5 2l.) 1.52 7.121 5).21 4.602 1.17 11.95 09.11 1.726 2.21 10.5111" 12.00 2.5! 26.11 700.0 11.73 1.91 )6.11 11,.a 23.7 1.31 1.2)9 34.15 4.676 1.31 12. 12 90.61 1.310 2.2, 18.17 140., 1:.11 2.59 26.99 201.9 I1, 11 7.94 17.05 277.Z 21.9 1.54 7.3Sa 35.01 A. T55 1.39 12.23 91.11 1.915 10.90 142.0 12.21 Z.60 27.25 Z01.9 11.61 2.91 11.17 7.19.5 ZA.1 1.55 7.47A 3S.94 4.311 t.40 U." 91.06 3.040 2.2$ ,q a. 1,6 2.25 i9. 10 111.6 1.1.11 1.51 21.51 205.a 17.7! 2.91 71.63 231.9 21.1 1.14 7.594 )6.65 4.911 1.91 12.60 9,. 2.11 19.,1 t45.2 0.1. 54 2.61 27.75 201.! 11.95 2 .9 7 15•00 251.3 21.5 1.37 7.721 57.71 4.990 1.92. 12.117 95.51 0.:,1 1,4.3 IZ.66 -. ) 25. a, io9.3 13.1.1 2.91 )d.)2 233.7 2,.1 1.)1 7.611 54.69 5.070 1.91 12.94 9.. 7! "Al 2." 47.61 214.5 18.10 1.99 3d. 55 2)9.1 21.1 2.51 1.910 39.&2 S. 151 1.91 ll. It 91.01 8.03 2.29 19.!, 111., 1:.32 2.51 23.)1 1.50 )S.9/ 291.5 zs.t 1.10 3.095 60.16 5.21: 1.95 11.:7 99.11 a.111 2.)3 20.It 150.0 17.96 1.6) 25.51 211.8 15..1 DER CAPACITY REPORT ==j ENGINEERING -SCIENCE 2901 WEST BUSCH BOULEVARD • SUITE 603 • TAMPA. FLORIDA 33618.813/933.4650 15 March 1988 aft Mr. F. Ray Bailey, P.E. Director of Engineering General Development Utilities, Inc. 1111 S. Bayshore Drive .. Miami, Florida 33131 RE: Sebastian Highlands W14TP Effluent Disposal Evaluation Dear Mr. Bailey: DER's letter of November 12 (H. Lee Miller to R. Bailey) requested a �* hydrogeological survey of the Sebastian Highlands WWTP effluent disposal site. In response, ES suggested that an operational survey coupled with a review of existing data would be more meaningful in addressing DER's concerns for the design capacity of the "remaining two pond system". DER concurred with the suggested approach. An investigation of the "remaining two pond system (i.e. Pond D1 and Pond U2) was specified by DER due to pit reports from a DER reconnaissance inspection which indicated that Pond 03 was out of service. ES has completed the operational survey on Ponds O1, #2, and 1/3, the results of which are summarized in the attached report. .. Based on operational data, the actual operating capacity of the exist— ing Ponds O1 and 02 is 112,900 gpd and the facilities have sufficient cap— acity to meet current demands. Assuming a 10% growth rate, these ponds are also sufficient to meet 1996 flows. In addition, preliminary results indi— cate that Pond #3 may be relied upon for additional capacity, if required. ES was pleased to conduct this operational study for GDU and believes .. that it addresses DER concerns regarding available effluent disposal capacity at the Sebastian Highlands Facility. If you have questions or require additional information, please do not hesitate to call. Sincerely, JR31nv OR 2 5'J;' 1 ? ENGINE RING—SCIENCE, INC. iY//gyp aures R. Butner Project Manager Thomas T. Jones, P.E. Design and Operation Manager nFFICF.0 IN PPINCIPAI. CITIES W-1 m SEBASTIAN HIGHLANDS WWTP EFFLUENT DISPOSAL EVALUATION PREPARED FOR GENERAL DEVELOPMENT UTILITIES MIAMI, FLORIDA PREPARED BY ENGINEERING SCIENCE TAMPA, FLORIDA MARCH 1988 SEBASTIAN HIGHLANDS WWTP EFFLUENT DISPOSAL EVALUATION INTRODUCTION _ The purpose of this report is to assess the operational capacity of the percolation ponds at Sebastian Highlands WWTP and to address DER requirements for an engineering evaluation of the effluent disposal capacity of the ponds. APPROACH In November of 1987 ES visited the Sebastian Facility and met with +. plant operators to review data collection activities for the project. Beginning November 11, 1987, the operator recorded plant flow, rainfall, groundwater levels, operating status of each pond and pond levels. This information was collected daily and periodically forwarded to ES. The information was then used to construct a water balance for the ponds and to obtain estimates of the operational percolation rates for the ponds. Data for two full cycles were collected (full to empty) on Ponds #1 and i12. This information, along with existing site specific data made available to ES by GDU, were used to develop the conclusions of this study for Ponds #1 and #2. In addition, short term operating data on Pond 03 . .. were also available and analysed to determine its operating capacity. SITE DESCRIPTION The plant site is located within the city limits of Sebastian, Florida A and is bordered to the east and south by Schumann Lake, to the west by a citrus grove and to the north by scrub woods (Figure 1). The sand ridge deposits in the area in which the plant is located are part of a system of old beaches known as the Atlantic Coastal Ridge. Land elevations range from 19 feet to 28 feet above MSL. The shallow aquifer is located at or am TA013-250/12 L co J Q U 8. •7 STORAGE 19• BUILDING C WASTEWATER TREATMENT PLANT •17 018 20• CONTROL e18 BUILDING MW30 '15 MW10 1. rPERRC.LAT,O. SLUDGE @1 POND�-- PERCOLATIO ILTER A 14. L MW20 12, 13• Figure 1 FIELD TEST SITES SOURCES: GDU, 1983; ESE, 1983. MW40 5• 4, 10, KEY: • SOIL BORING PERC)#3 O WELL PO�3 O INFILTRATION TEST MARSH ' - W O CC PERCOLATIO C7 POND 92 ROAD co J Q U 8. •7 STORAGE 19• BUILDING C WASTEWATER TREATMENT PLANT •17 018 20• CONTROL e18 BUILDING MW30 '15 MW10 1. rPERRC.LAT,O. SLUDGE @1 POND�-- PERCOLATIO ILTER A 14. L MW20 12, 13• Figure 1 FIELD TEST SITES SOURCES: GDU, 1983; ESE, 1983. near the surface in depressional areas and up to 8 feet below the ground surface on some portions of the site. Ground water measurements taken in 1983 (ESE, 1984) indicated a southeasterly gradient toward the lake of 0.25 per cent. Water elevation at Schumann Lake is about 19.1 feet above MSL during normal periods. The lake acts as a hydrologic boundary and ,I maintains a fairly constant head. Soil and hydrogeologic studies were previously conducted (ESE 1984) to support design efforts on a new "trench" disposal system. Although the concept of trench disposal concept was abandoned in 1984, extensive soils and groundwater information was collected (Figure 1) at that time and now ... provides a basis for an understanding of site specific conditions. Shallow geologic cross—sections constructed during the 1984 ESE study indicate that highly permeable, yellow sands (Immokalee and Pomello fine r� sands) predominate under Ponds #1 and i12. Underneath these sands, various intermittent sands with organic fines showing various degrees of cohesion and cementing were found. In addition, silty and clayey sands were found which act as a confining or semi—confining layer. The borings did indicate a_ that these confining layers were apparently discontinuous and tended to thin out as they approached Schumann Lake. Double ring infiltrometer tests were also conducted and demonstrated a high variability in percolation rates (from 1 to 50 in/hour) across the site. According to a recently updated soil survey of Indian River County (SCS, 1987), the ponds are located on Arent soils, consisting of materials .. displaced and imported from several different local areas. This informa— tion provides the best available explanation for high site variability in soil characteristics. FINDINGS The initial design criteria for the percolation capacity of the ponds was established in early 1980 during the design of the WWTP plant upgrade. These design criteria were based on field observations of the existing 0.3 acre percolation pond then operating at 1.55 gpd/ft2 (20,250 gpd). The planned plant upgrade will ultimately consist of five ponds totaling 4.44 acres. Ponds were planned to be built in stages, as required by plant TA013-250/12 3 — demand. Ultimate site disposal capacity was estimated at 300,000 gpd based on 1.55 gpd/ft and 4.44 acres. Ponds #1, #2 and #3 (2.44 acres total) were initially constructed to handle projected flows at least through the year 1995 (approximately 165,000 gpd). Since November 8, when data from the water balance was first collect- ed, Ponds #1 and #2 have gone through 2 full cycles each (full to empty) and several partial cycles allowing operating estimates of percolation capacity of the two ponds. For the period studied, over 100 days of opera- tions data were collected. Based on a water balance approach, an average percolation rate of 1.38 gpd/ft2 was estimated for Pond #1 and 2.13 gpd/ft2 was estimated for Pond #2. These rates represent a weighted average of several operating periods (Table 1). The difference between the observed vs estimated percolation rates is due to differences in soil permability and may be a function of variations in local soil conditions. As noted ;.� earlier, the available soils and geologic data support the idea of high site variability in percolation rates due to variable soil conditions. The observed rates for Ponds #1 and #2 represent maximum operating rates. To obtain long term operating rates, these rates should be reduced by 10% to reflect requirements for resting periods, maintenance, etc. Note that the water balance approach does not factor evapotranspiration into the percolation rate and does include rainfall amounts into the ponds resulting in conservative percolation estimates. On that basis, the following rates represent conservative estimates of actual operating capacity of Ponds #1 and #2: SIZE RATE ACTUAL POND (ACRE) (GPD/FT2)* CAPACITY (GPD) Pond #1 0.82 1.23 44,300 Pond #2 0.82 1.92 68,600 Total Capacity 112,900 gpd r * Reflects 10% 0 6 M Requirements TA013-250/12 4 TABLE 1 SUMMARY OF OBSERVED PERCOLATION RATE OF SEBASTIAN WWTP PERCOLATION PONDS OPERATING POND PERIOD DAYS RATE 2 (gpd/ft ) WEIGHTED AVE4GE RATE (gpd/ft ) 1 1* 7 1.46 1.38 2 36 1.32 3 43 1.45 4* 5 1.10 2 1* 24 2.11 2.13 2 41 2.11 3* 17 2.23 3 1* 35 1.28 1.28 * Partial Cycles TA013-250/12 5 I The data collected from the operating periods indicate that the existing Ponds Ill and 02 have sufficient capacity for at least 112,900 gpd and can meet the current and projected plant demands through 1996, based on a 10% growth rate from todays flows. The wet winter and cloudy days which occurred during the data collection period have provided a "worst-case" disposal capacity estimate. Actual disposal capacity may be higher due to .. greater potential evapotranspiration in other seasons of the year and the -_ practice of periodically disking the ponds. Although Pond #3 was initially reported by plant operators and the DER _ Reconnaissance Report to be non-functional, subsequent investigation revealed that Pond J3 had been used in the past but its use was discon- tinued due to either operational problems or because its capacity simply wasn't required. Pond #3 was reported by plant operators to work well in August 1986. However, in October of 1986, percolation was reported to be unsatisfactory and its operation discontinued. AM Pond #3 was used in late January of 1988 while Pond #2 was being disked and data were collected during that period to evaluate Pond #3 AW capacity. The preliminary results from Pond U3 indicate that it has an initial capacity of 1.28 gpd/ft2. This would indicate the total capacity of the existing ponds on site may be as high as 153,000 gpd. SUMMARY An operational study of Ponds Ill and U2 demonstrated that these ponds have a combined average percolation capacity of at least 112,900 gpd and meet current demands with substantial excess capacity. • Although not operated for a period of time, Pond 03 was tested and measurements taken indicated its operational capacity may be approximately 40,000 gpd. ES recommends further testing, inspections, and monitoring of Pond #3 prior to bringing it into full service, to ensure that it can be operated reliably after a prolonged non-operating period. In addition, operators should continue to collect data on Ponds Ill and 112 to monitor their capacity during other operating conditions. W41p'1�i0 P TA013-250/12 6 REFERENCES r ESE. 1984. Sebastian Highlands Wastewater Treatment Plant Groundwater Monitoring plan. Prepared for General Development Utilities, Miami, r Florida by Environmental Science and Engineering, Gainsville, Florida. .. SCS. 1987. Soil Survey of Indian River County, Florida. Soil Conservation Service, USDI. M A► r1 ON TA013-250/12 7 ITEM B I 1 I 1 I 1 I 1 1 h 1 I 1 I TABLE 2 FUTURE WATER USE Next y Years Projected Population Number Of .Units Per Capita Usage (gpod) Household Avg. day Max. day (mgal) (mgt) CommerclaOndustrlal Avg. day Max. day (m8�) (mgel) .Irrigation (urban landscape. recreation or common areas) (ngal) Water Utility (meal) Total Annual Avg. day Max day (mgal) (mgal) Installed Welllield capaary (mgaj) tg 94 4859 1518 85 0.413 0.690 N/A N/A N/A 0.413 0.690 1.728 ig 95 5915 1845 85 0.503 0.840 N/A N/A N/A 0.503 0.840 1.728 ig 96 7086 2210 85; 0.602 1.01 N/A N/A N/A 0.602 1.01 1.728 to 97 8386 2616 85 0.713 1.19 N/A N/A N/A 0.713 1.19 1.728 ig 98 9823 3065 85 0.835 1.39 N/A N/A N/A 0.835 1.39 1.728 7g 99 11413 3560 85 0.970 1.62 N/A N/A N/A 0.970 1.62 1.728 2000 13168 4108 85 1.12 1.87 N/A N/A N/A 1.12 1.87 1.728 Note: The Projected Population is assumed to be the number of people served by the Sebastian Highlands .Wter system. This.growth rate is explained in Table 2A which is a supplimental table to Table 2 explaining the City of Sebastians goal of supplying water services to at least 78% of the City's projected population by the year 2000. ITEM B TABLE 2A PROJECTED WATER USE SUPPLEMENTAL TO TABLE 2 YEAR TOTAL- PROJECTED POP_:: PROJECTED POPULATION SERVED - % OF TOTAL 'POPULATION SERVED PROJECT UNTTS SERVED PER CAPITA USAGE GPCD TOTAL ANNUAL Avg. Day Max. Day m al m al INSTALLED WELLFIELD CAPACITY 1994 11,570 4,859 42 1,518 85 0.413 0.690 1.728 1995 12,322 5,915 48 2,250 85 0.503 0.840 1.728 1996 13,123 7,086 54 2,725 85 0.602 1.01 1.728 1997 13,976 8,386 60 3,225 85 0.713 1.19 1.728 1998 14,884 9,823 66 3,778 85 0.835 1.39 1.728 1999 15,852 11,413 72 4,389 85 0.970 1.62 1.728 2000 16,882 13,168 78 5,064 85 1.12 1.87 1.728 WJW/ns/C-1/burkl.wjw 081094 HAI #92-023.14 ITEM C W City of Sebastian 1225 MAIN STREET a SEBASTIAN, FLORIDA 32958 TELEPHONE (407) 589-5330 o FAX (407) 589-5570 August 16, 1994 Mr. Mike Miller Intergovernmental Co-ordinator St. Johns River Water Management District 305 East Drive Melbourne, F132904 r�ur�ml>ii � ---------------- Re: Consumptive Use Permit Application No. 2-061-0142AUNR2 City of Sebastian - Sebastian Highlands Water Treatment Plant Wells No. 1 and 2 Dear Mr. Miller: The City of Sebastian is currently in the process of reviewing the referenced consumptive use permit for its potable drinking water system. In Rich Burklew's letter of July 7, 1994 to the City's consultant William Wasson of Hartman & Associates, Inc., '6 the question was asked "when will the City implement a retrofit program for non- residential water use?" Also, the request was made for the City to provide a'schedule for the adoption of a water conservation ordinance requiring the installation of ultra-low volume plumbing fixtures in new construction, prohibition of new master meters, requiring of dual piping for conveying reclaimed water where practical, and requiring water efficient landscaping where economically feasible. The comment was made that the at. Johns River District staff are available to assist in ordinance development. The City does not have a retro -fit program for non-residential water use but would certainly be interested in implementing one through working with the St. Johns River Water Management District staff. The City does not have a water conservation related ordinance, either. Therefore, I would appreciate the information, guidance, and assistance which you could provide me in the formulation of such an ordinance. Page 1 of 2 M ^ Mr. Mike Miller Page 2 of 2 August 16, 1994 I would like the opportunity ity to meet with you to review sample ordinances which the St. Johns River Water Management may have on file and to discuss them as to the applicability to our system which the City purchased in December 1993. I think that it would be possible to pass a conservation related ordinance next year. Please contact me when you have compiled the necessary documentation for review, so we can schedule a meeting. Thank you. Sincerely, �/z Richard B. Votapka, P.E. Utilities Director cc: Bill Wasson, Hartman & Associates, Inc. Rich Burklew, St. Johns River Water Management District RBV/sg ITEM D m n. m o" =1 MR go m A ON ON IIIIIIII X, lrJ v", 0 rks ebtia � IN I 26 sm Ar(7) 0 -JL- --- 25 9 tl N X23 23 A Vl 32%II HARTMAN & ASSOCIATES, INC. CITY OF SEBASTIAN engineers, hyd(ogmlogists, sumym & mamgment consultants DRAWDOWN IN SURFICIAL AQUIFER (Feet) FIGURE 201 IMT PIKE SMEET - WRE 1000 - OfgAK00, R 32WI REQUESTED ADF 1.12 MGD TaBIHME (07) &59-3Wi - FM (407) Mg -3790 m .as m .saI .Ish A on on m m ,as A 4 IL Ev railer- rks e - ebastia-_'-'��_t,, :; •r, Bm 14 1-^ / •e e P \`\yd {� ) dP 5 `\ y64S n{nd Pd �PN ed dS� Sny6 P � d° _ �� �\y ) C(°jNNN ° � ry� (�PP�I + ♦ y ♦ W 3' _ ) trS4' y44aoP o P � e y O \ i \` "� � %// 1\� \ x yy 4 �� �,n � N@ Pqy is p s . - -.- ��• � •'ll By4 4n ° @ N B By 4 P 94, �/ 1 li'� y p S° °P p N e♦ B •� O 1 �� y9 n 4 dP Ne Pd O O J l \ t- 1 Ep Ir i 0 / 1 I i 1 r\ =s= 25 .00 9 < _ f; f <1 x 1 ; l/ x i 1 it _ u' • .. it JS " .00 1 ..J 2 _ 30 V. '\ x , 29\\\\ /6 WASA O OAO 23 • ! • p • ... •SIO . , 11 x •p�� • p u; I Y p n e I o i �•. Y a u Y i 16___./x______ •. Y ' I• ••••. a I it u u n "\ ii � • II Q III nl al L �' '•;, ii 11 31 1 32% u p xd p v 1.00 i. 4=J• I \\ \\ ®® HARTMAN & ASSOCIATES, INC.CITY OF SEBASTIAN engineers, hydrogeologists, sur,,eyam A management aonsuaants DRAWDOWN IN INTERMEDIATE AQUIFER (Feet) FIGURE 201 EASt axe 9PEEf - SwIE I= - OIa W, n 32901 ®® REQUESTED ADF 1.12 MGD D-2 laEPHONE (wt) 839-3996- FAX (Y07) 939-3190 1 Q J O A - 1 I <-3 ' 18 _ — F 26 �1 E% 25 X Cha �O n`O NsX23 /�; .•I •X21 `�I •__1 30 n• 29WAO " OA 23 ii •^ ii 'vi jj• „a ' 510 • I1. JI _ • it �' p M " r , Ya ' tl i dd � 1 I tl NO I o 1 R " _ B 31 32 J36it,,R,p �• � rte) III �� i it ®® HARTMAN & ASSOCIATES, INC. CITY OF SEBASTIAN ®® e.g....hydrogeologills, surveyas @management cansulC- DRAWDOWN IN SURFICIAL AQUIFER (Feet) FIGURE 201 F/St PINE STREET — SURE 1000 — OMMM. R 32601 REQUESTED MDF 1.87 MGD D-3 TnOWNE (w7) M -3w - FAX(407)839-3M r3 � p s � •, __ x w 6-1 A� J, — (rk 14 x 4 t — p q A _ if MN pN Ad p. a a �\ • - - 'A �yca°� ANN e ANa ° a e ✓b �PW- _ _ _ - - — z 1 N u q q bS` aA pp pN % O 1 x q qq 4yc a A a CC q o / x s�� {- - 9gip gggq b A- pp Ap AA NNN /� rl � • IS ,~ ,r-� b 9��q N p p Np p pp pp q _ / .l �l \ •i (� • I gq�A a N NA Np Na a• 1 1 {.l � m Nbp Ap NP �A al I Z 9 1 _ fa .00 0 J O a h %23 !�. :%Z% 1N z 3 °, O 29 V IB WASA O ryAROAO 23 - ' p 'x p • p C• Vba. 510 I 4 p .p 1• •'510' 10 ••... .;• :g •�. p u n ? • •• i • • x 1 i I' • : 13 f�•• •• II III -dl II j PII III x �j tl i' ul `o a 2• � �'o y Y no yl o a 31 32� n 3 x � HARTMAN & ASSOCIATES, INC. CITY OF SEBASTIAN ®® engineers, hydrogeologisls. surveyors & management consultants DRAWDOWN IN INTERMEDIATE AQUIFER (Feet) FIGURE AI usr NNE man- 9311E IM - SSL . rt 32WI REQUESTED MDF 1.87 MGD D-4 iF1EP110NE (101) 839-3955 - FM (/07) M-3790 0 25. v N Il I G 0 li Jll INI. N \ 11 1 x23 •'•x2i 30 �; 29 Tanen 32% II 4 36f I'. ® ® INC HARTMAN & ASSOCIATES, CITY OF SEBASTIAN - DIFFERENCE IN ®® engineers, "rogeoWst3, surveyors 4 mm gement m u0anb DRAWDOWN IN SURFICIAL AQUIFER (Feet) FIGURE 101 FAST PINE 61flEET - S 1000 - OPo W, R 31N01 BETWEEN PERMITTED (0.7 MGD) D-5 R1IDf10NE (107) Mg -3955 - FM (107) N -3]90 AND REQUESTED (1.12 MGD) ADF _` � \ I / N J _ N u fy �^ 1 .%f1 Lrt -._ — 26 3l c J li \ \C" 25. v N Il I G 0 li Jll INI. N \ 11 1 x23 •'•x2i 30 �; 29 Tanen 32% II 4 36f I'. ® ® INC HARTMAN & ASSOCIATES, CITY OF SEBASTIAN - DIFFERENCE IN ®® engineers, "rogeoWst3, surveyors 4 mm gement m u0anb DRAWDOWN IN SURFICIAL AQUIFER (Feet) FIGURE 101 FAST PINE 61flEET - S 1000 - OPo W, R 31N01 BETWEEN PERMITTED (0.7 MGD) D-5 R1IDf10NE (107) Mg -3955 - FM (107) N -3]90 AND REQUESTED (1.12 MGD) ADF r w m •1 •A P.I sll ••(.•: ". 118 _ - ' I�Q railer• • - '" ' - ebastia : ua {_'-'� i`1 -..- rks — — — — ---1------- cl --- — — — r s 4— r �- VS it •• ... . ` d @Ud Q Orv( nn P qqq qS Q H - 5 Pw- q 4qq 4q Q 0 i W 6Lq Pw-L� v>z ; V ��1 �il;vlS�l1 _JL__ I 1 n q 4q �4QQ QQ ♦�Q qq q• + - - n-; qq9 1 q,q �.4 d •P d^ p q •/ 1 r �bG'ggqb dd@ ddo I q0�d@A@@ @Q �q / •@ dd @@ QP 11 ?S d P' 9 qqq q? 0 U. QUd Uy @U @Q // _` i/ l� .1 t 1 I 11P irm 1 ; ) 7lk q� •O ♦q � @@ d @ P O is d p % '1 '' ! ty =aa25 e t f=9 t c t ' f/ B ,4 e 0'ROAD 30 I'• Q 23 29 ` �\ \�+ N % I II •II Ii •.; i, lPH � u ••SIO.••..• •_• � .. • :g �.�. •t ,'� ..' tl tl tl tl I u x ,1 tl p O III nl II d n tl = G •f P• IIs -- --- 36i jL o I t\ilt� _ ®® HARTMAN & ASSOCIATES, INC. CITY OF SEBASTIAN - DIFFERENCE IN engineers, hydragw0glsls, sumyws & management msultanls DRAWDOWN IN INTERMEDIATE AQUIFER (Feet) FIGURE 201 FAST PINE SIMEEF — SDIIE 1000 — 0Bt D% R 32001 ®® BETWEEN PERMITTED (0.7 MGD) D-6 tF1IDIl0NE (wg) BU-3VS - FAX (w7) B —32gp AND REQUESTED (1.12 MGD) ADF p SIMULATION AT ADF SEBAVG.OUT - Output file BAS - Basic Package ,BCF . Block Centered Flow Package ELLAVG - Well Package IP - Strongly Implicit Procedure Package CPR - Output Control Package WEL.HIS - Uell History File P' SIMULATION AT MDF EBMAX.OUT - Output fits, oAS - Basic Package BCF - Btock Centered Flow Package ..WELLMAX - Well Package IP - StrongLy Implicit Procedure Package CPR - Output Control Package EL.HIS - Well History File SIMULATION AT DIFFERENCE BETWEEN PERMITTED AND REQUESTED ADF's ^EBDIF.OUT - Output file AS - Basic Package oCF - Block Centered Flow Package WELLDIF - WeLL Package SIP - StrongLy Implicit Procedure Package CPR - Output Control Package EL.HIS - Well History File REQUESTED AVERAGE DAILY FLOW BASIC input file 11): BAS 1 U.S. GEOLOGICAL SURVEY MODULAR FINITE -DIFFERENCE MODEL IMPACTS OCITY OF SEBASTIAN LAYERS WS 00 COLUMNS I STRESS PERIOD(S)OINOSIMULATION MODEL TIME UNIT IS DAYS 01/0 UNITS: 10 1 1 12 1 1 1 1 1 1 1 2 2 2 2 2 ELEMENT IUNIT: 0 0 0 0 0 019 0 22 0 0 0 0 0 0 0 0 0 0 0 0 1/ 11 12 1, 9/1/87 INPUT READ FROM UNIT 1 OBAS1 -- BASIC MODEL PACKAGE, VERSION ARRAYS RHS AND BUFF WILL SHARE MEMORY. START HEAD WILL NOT BE SAVED -- DRAWDOWN CANNOT BE CALCULATED 170208 ELEMENTS IN X ARRAY ARE USED BY BAS 170208 ELEMENTS OF X ARRAY USED OUT OF 3000000 BCF input file E113: BCF WELL input file (12): WELlavg P e utfileE223: OCpr OC input OBCF2 -- BLOCK -CENTERED FLOW PACKAGE, VERSION 2, 7/1/91 INPUT READ FROM UNIT 11 TRANSIENT SIMULATION HEAD AT CELLS THAT CONVERT TO DRY= 0.00000 WETTING CAPABILITY IS NOT ACTIVE LAYER AQUIFER TYPE .w 1 ; 2 0 40002 ELEMENTS IN X ARRAY ARE USED BY BCF 210210 ELEMENTS OF X ARRAY USED OUT OF 3000000 OWEL1 -- WELL PACKAGE VERSION 1, 9/1/87 INPUT READ FROM 12 MAXIMUM OF 3 WELL§ 12 ELEMENTS IN X ARRAY ARE USED FOR WELLS - 210222 ELEMENTS OF X ARRAY USED OUT OF 3000000 OSIP1 -- STRONGLY IMPLICIT PROCEDURE SOLUTION PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM UNIT 19 MAXIMUM OF 200 ITERATIONS ALLOWED FOR CLOSURE 5 ITERATION PARAMETERS 80805 ELEMENTS IN X ARRAY ARE USED BY SIP 291027 ELEMENTS OF X ARRAY USED OUT OF 3000000 _ 1CITY OF SEBASTIAN WELLFIELD IMPACTS BOUNDARY ARRAY = 1 FOR LAYER 1 0 0 BOUNDARY ARRAY = 1 FOR LAYER 2 OAQUIFER HEAD WILL BE SET TO 99.000 AT ALL NO -FLOW NODES (IBOUND=O). 1 0 INITIAL HEAD = 15.00000 FOR LAYER 0 INITIAL HEAD = 15.00000 FOR LAYER 2 OHEAD PRINT FORMAT IS FORMAT NUMBER 4 DRAWDOWN PRINT FORMAT IS FORMAT NUMBER 0 OHEADS WILL BE SAVED ON UNIT 0 DRAWDOWNS WILL BE SAVED ON UNIT 0 OOUTPUT CONTROL IS SPECIFIED EVERY TIME STEP Restart file read View skip : 1 0Hist file : WEL.HIS COLUMN TO ROW ANISOTROPY = 1.000000 0 DELR = 500.0000 0 DELL = 500.0000 0 PRIMARY STORAGE O = 0.2000000 FOR LAYER 1 R = 20.00000 FOR O HYD. COND. ALONG ROWS LAYER 1 O BOTTOM = -41.00000 FOR LAYER 1 VERT HYD COND /THICKNESS = 0.1340000E-03 FOR LAYER 1 p PRIMARY STORAGE COEF = 0.1000000E-03 FOR LAYER 2 0 TRANSMIS. ALONG ROWS = 10628.00 FOR LAYER 2 0 SOLUTION BY THE STRONGLYIMPLICITPROCEDURE .- - 0 MAXIMUM ITERATIONS ALLOWED FOR CLOSURE = 200 ACCELERATION PARAMETER = 0.40000 HEAD CHANGE CRITERION FOR CLOSURE = 0.10000E-02 SIP HEAD CHANGE PRINTOUT INTERVAL = 1 ., 0 CALCULATE ITERATION PARAMETERS FROM MODEL CALCULATED WSEED ) STRESS PERIOD NO. 1, LENGTH = 90.00000 ---------------------------------------------- NUMBER OF TIME STEPS = 6 MULTIPLIER FOR DELT = 1.000 INITIAL TIME STEP SIZE = 15.00000 0 3 WELLS LAYER ROW COL STRESS RATE WELL NO-------------------------------------------. 2 49 50 -49911. 1 2 51 50 -49911. 2 2 50 50 -49911. 3 OAVERAGE SEED = 0.00024473 MINIMUM SEED = 0.00024310 0 5 ITERATION PARAMETERS CALCULATED FROM AVERAGE SEED: 0.0000000E+00 0.8749249E+00 0.9843562E+00 0.9980434E+00 0.9997553E+00 0 21 ITERATIONS FOR TIME STEP 1 1N STRESS PERIOD 1 OMAXIMUM HEAD CHANGE FOR EACH ITERATION: 0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL READ CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROI -------------------------------------------------------------------------------------------------------------- -1.116 ( 2, 50, 50) -1.232 ( 2, 50, 50) -1.696 ( 2, 50, 50) -1.932 ( 2, 50, 50) -1.200 ( 2, 50 -0.4901E-01 ( 2, 50, 50) -0.4847E-01 ( 2, 50, 50) -0.1343 ( 2, 38, 51) -0.2254 ( 2, 59, 41) -0.2046 ( 2, 49 -0.8357E-02 ( 2, 51, 50) -0.1507E-01 ( 2, 51, 50) -0.4892E-01 ( 2, 52, 48) -0.9946E-01 ( 2, 51, 50) -0.1043 ( 2, 51 -0.1135E-02 ( 2, 55, 45) -0.3284E-02 ( 2, 56, 44) -0.1297E-01 ( 2, 57, 43) -0.3585E-01 ( 2, 60, 40) -0.3422E-01 ( 2, 53 -0.6680E-03 ( 2, 51, 50) 0 OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 0 CELL -BY -CELL FLOW TERM FLAG = 0 OW FLADRAWDOWNALL NE SAME: HEAD HEADERDRAWDOWARE PRINTOUT PRINTOUT SAVE SAVE __________________________________ 11 ITERATIONS FOR TIME STEPO 2 IN STRESS PERIOD 1 OMAXIMUM HEAD CHANGE FOR EACH ITERATION: LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE HEAD CHANGE 0 HEAD CHANGE ------- ______________________________________ 1, 50, 50) -0.1546E-01 ( 1, 50, 50) --- - ( 2, 51, 50) -0.2847E-07 ( 2, 51, 49) -0.3278E-01 ( ( 2, 2, 50. -0.2307E-01 ( :0.1330E-01 1, 50, 50) -0.1287E-02 ( 1, 50, 50) -0.3215E-02 ( 2, 63, 46) -0.1081E-01 ( 2, 60, 40) -0.1168E-01 -0.1911E-02 ( -0.1596E-03 ( 1, 50, 50) 0 BUDGET PRINTOUT FLAG = FLAGYERS 0 CELL -BY -CELL FLOW TERN FLAG = OOUTPUTRFLAOSNFPRINTOUT ALL ARE THE SAME HEAD DRAWDOWN HEAD DRAWDOWN PRINTOUT PRINTOUT SAVE SAVE ---------------------------------- 0 0 8 ITERATIONS FOR TIME STEPO 3 1N STRESS PERIOD 1 OMAXIMUM HEAD CHANGE FOR EACH ITERATION: 0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD HEAD _CHANGE _LAYER_ROW -------------- - - -_-.-___-----___-.-----.___-_-_----.------. 63, 46) _CHANGE -LAYER,ROW:COL_ 0.7739E-02 ( 2, 53, 47) -0.8735E-02 ( 2, 52, -0.1786E-02 ( 1, 50, 50) -0.7287E-02 ( 1, 50, 50) -0.85876-03 ( 2, 0 BUDGET PRINTOUT FLAG = FLAGYERS 0 CELL -BY -CELL FLOW TERM FLAG = 0 _ OOUTPUTRFLAOSNFPRINTOUT ALL ARE THE SAME - HEAD DRAWDOWN HEAD DRAWDOWN HEAD PRINTOUT PRINTOUT SAVE SAVE __________________________________ 8 ITERATIONS FOR TIME STEPO 4 IN STRESS PERIOD 1 OMAXIMUM HEAD CHANGE FOR EACH ITERATION: 0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL ----_--_----___-___-_-____-____--_-____-...___--- HEAD CHANGE LAYER,ROW,COL HEAD CHANGE-LAYER,ROW _______________ 50, 50) ( 1, 50, 50) 0.5528E-02 ( 2, 52, 46) -0.5891E-02 ( 2, 49, -0.16737E 02 ( 1. 50, 50) 0.1136E-02 ( 1, -0.6995E-03 OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 0 CELL -BY -CELL FLOW TERM FLAG = 0 OWTPUT FLAGS FOR ALL LAYERS ARE THE SAME: HEAD DRAWDOWN HEAD DRAWDOWN PRINTOUT PRINTOUT SAVE SAVE -------------------- ------------- 0 8 ITERATIONS FOR TIME STEPO 5 IN STRESS PERIOD 1 OMAXIMUM HEAD CHANGE FOR EACH ITERATION: 0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW ___________________________________________________----------------------------------------------------------. __-------------------------------------------------------- ____________ -0 7960E-02 ------------------------------------------------------ ( -0.4812E-02 ( 7, 50, 50) -0.5280E-02 ( 2, 49, -0.1588E-02 ( 1, 50, 50) -0.1078E-02 ( 1, 50, 50) -0.6637E-03 1, 50, 50) OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 0 CELL -BY -CELL FLOW TERM FLAG - 0 OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME: HEAD DRAWDOWN HEAD DRAWDOWN PRINTOUT PRINTOUT SAVE SAVE ---------------------------------- 8 ITERATIONS FOR TIME STEPO 6 IN STRESS PERIOD i OMAXIMUM HEAD CHANGE FOR EACH ITERATION: 0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW ---------------------- ----------- ---- ------'--- --- ------------------------------------- -0.1817E-01 ( 1, 50, 50) -0.1235E-Oi ( 1, 50, 50) -0.7604E-02 ( 1, 50, 50) -0.4598E-02 ( 1, 50, 50) -0.4855E-02 ( 2, , -0.1515E-02 ( 1, 50, 50) -0.1030E-02 ( 1, 50, 50) -0.6344E-03 ( 1, 50, 50) OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 0 CELL -BY -CELL FLOW TERM FLAG = 0 OWTPUT FLAGS FOR ALL LAYERS ARE THE SAME: HEAD DRAWDOWN HEAD DRAWDOWN PRINTOUT PRINTOUT SAVE SAVE ---------------------------------- ) 1 0 HEAD IN LAYER 1 AT END OF TIME STEP 6 IN STRESS PERIOD 1 ., -------------------------------------------------------""'_-____.---- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 36 37 23 24 38 39 25 26 27 40 41 42 28 29 43 44 30 45 r.. 31 32 33 34 35 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 82 68 69 83 84 70 71 72 85 86 87 73 74 88 89 75 90 76 77 78 79 80 81 91 92 93 94 95 96 97 98 99 100 ............................................................ 14.99 14.99 14.99 14.99 14.99 -14.99 ........................... .9'9"...1......1............... 14.99 14.99 14.99 9 1499 14.99-14-9,9"'14:0- 14.99 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14.79 14.79 14.79 14.79 14.79 14.79 14.78 14.78 14.78 14.78 14.78 14.78 14.78 14.78 74.78 14.79 14.79 14.79 14.79 14.79 14.79 14.80 14.80 14.80 14.80 14.81 14.81 14.81 14.82 14.82 14.82 14.83 14.83 14.83 14.84 14.84 14.84 14.85 14.85 14.85 14.86 14.86 14.86 14.86 14.87 14.87 14.87 14.87 14.88 14.88 14.88 0 98 14.88 14.89 14.88 14.89 14.88 14.88 14.89 14.88 14.89 14.88 14.89 14.88 14.89 14.88 14.89 14.88 14.89 14.88 14.89 14.88 14.88 14.87 14.87 14.87 14.87 14.87 14.86 14.86 14.86 14.86 14.85 14.85 14.85 14.84 14.84 14.84 14.83 14.83 14.83 14.82 14.82 14.82 14.81 14.81 14.81 14.81 14.80 14.80 14.80 14.80 14.79 14.79 14.79 14.79 14.79 14.79 14.79 14.79 14.78 14.78 14.78 14.79 14.79 14.79 14.79 14.79 14.79 14.79 14.79 14.80 14.80 14.80 14.80 14.81 14.81 14.81 14.81 14.82 14.82 14.82 14.83 14.83 14.83 14.84 14.84 14.84 14.85 14.85 14.85 14.86 14.86 14.86 14.86 14.87 14.87 14.87 14.87 14.88 14.88 14.88 14.88 14.88 14.88 14.89 14.89 14.89 14.89 14.89 14.89 14.89 0 99 14.89 14.89 14.89 14.88 14.88 14.88 14.88 14.88 14.88 14.88 14.88 14.87 14.87 14.87 14.87 14.87 14.86 14.86 14.86 14.86 14.85 14.85 14.85 14.84 14.84 14.84 14.83 14.83 14.83 14.83 14.82 14.82 14.82 14.81 14.81 14.81 14.80 14.80 14.80 14.80 14.80 14.79 14.79 14.79 14.79 14.79 14.79 14.79 14.79 14.79 14.79 14.79 14.79 14.79 14.79 14.79 14.79 14.79 14.80 14.80 14.80 14.80 14.80 14.81 14.81 14.81 14.82 14.82 14.82 14.83 14.83 14.83 14.84 14.84 14.84 ^ ^ ^ ^ ^ ^ 14 84 14.85 14.85 14.85 14.86 14.86 14.86 14.87 14.87 14.87 14.87 14.87 14.88 14.88 14.88 ^ 14.88 14.88 14.89 14.88 14.89 14.89 14.89 14.89 14.89 14.88 14.88 14.89 14.88 14.89 14.88 14.89 14.89 14.88 14.88 14.88 14.88 14.87 14.87 14.87 0100 74.89 14.87 14.86 14.86 14.86 14.86 14.85 14.85 14.85 14.80 14.84 14.84 14.80 14.80 14.84 14.84 14.83 14.80 14.79 14.79 14.83 14.83 14.79 14.79 14.82 14.79 14.82 14.79 14.82 14.81 14.79 14.79 14.81 14.81 14.79 14.79 14.81 14.79 14.79 14.79 14.79 14.79 14.79 14.79 14.80 14.80 14.84 14.84 ^ 14.80 14.80 14.81 14.81 14.81 14.81 14.82 14.82 14.82 14.83 14.83 14.83 14.84 14.87 14.87 14.88 14.88 14.88 14.88 14.88 14.89 14.89 14.89 14.89 14.89 14.89 14.89 14.89 0 ^ VOLUMETRIC BUDGET FOR ENTIRE MODEL AT END OF TIME STEP 6 IN STRESS PERIOD 1 0 0 -------------------'------------------------------------------------------- --------------------- CUMULATIVE VOLUMES __________________ ------------------------------------------------------- L 3 RATES FOR THIS TIME STEP L••3/T ^ IN: IN: STORAGE= 0.12996E+08 STORAGE = CONSTANT HEAD = 0.14532E+06 0.00000 CONSTANT HEAD WELLS = 0.00000 0.00000 HELLS = 0.00000 O TOTAL IN = 0.12996E+08 TOTAL IN = 0.14532E+06 ^ 0 OUT: OUT _ STORAGE = 0.15854E-01 STORAGE = CONSTANT HEAD = 0.00000 0.00000 CONSTANT HEAD = WELLS = 0.00000 0.13476E+08 WELLS = 0.14975E+06 ^, 0 TOTAL OUT = 0.13476E+08 TOTAL OUT = IN - OUT = 0.14973E+06 -4409.8 0 0 PERCENT IN - OUT = DISCREPANCY = -0.48028E+06 -3.63 PERCENT DISCREPANCY - -2.1 ^ 0 TIME SUMMARY AT END OF TIME SECONDS STEP 6 IN STRESS MINUTES PERIOD 1 HOURS DAYS YEARS _ TIME STEP LENGTH ---- _______________________________________________________________________ 0.129600E+07 21600.0 360.000 15.0000 0.410678E-01 STRESS PERIOD TIME 0.777600E+07 129600. 2160.00 2160.00 90.0000 90.0000 0.246407 0.246407 TOTAL SIMULATION TIME 0.777600E+07 129600. ^ 1 ^ ^ ^ ^ ^ ^ REQUESTED MAXIMUM DAILY FLOW r BASIC input file 111: BAS 1 U.S. GEOLOGICAL SURVEY MODULAR FINITE -DIFFERENCE GROUND-WATER 140DELD IMPACTS OCITY OF SEBASTIAN WS 1 12STRESS SPERIOD(S)OINOSIMULATION00 COLUMNS r MODEL TIME UNIT IS DAYS 0I/0 UNITS: ELEMENT 1/0 UNIT: 11 12 0 0 0 0 0 0 19 10 10 22 1 12 10 10 1 1 1 1 1 2 2 2 0 0 0 0 0 0 0 0 2 2 0 0 OBASI -- BASIC MODEL PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM UNIT 1 ARRAYS RHS AND BUFF WILL SHARE MEMORY. ST170208AELEMENTSWILL OINBX AR AY ARE USED BY HAS-- DRAWDOWN NOT 8E CALCULATED 170208 ELEMENTS OF X ARRAY USED OUT OF 3000000 BCF input file 1111: BCF WELL input file 1121: WELlmax r SIP input file 1191: SIP OC input file 1221: OCpr OBCF2 -- BLOCK -CENTERED FLOW PACKAGE, VERSION 2, 7/1/91 INPUT READ FROM UNIT 11 TRANSIENT SIMULATION WETTTID AT NG CAPABILITY ISCELLS THAT NNOTTACTIVTo EY= 0.00000 r 0 40002 ELEMENTS IN X ARRAY ARE USED BY BCF OF XVERSION USED E O 00 r 1, 911187UT OWEL10210WELLMENTS PACKAGE INPUT READ FROM 12 MAXIMUM OF 3 WELL 12 ELEMENTS IN X ARRAY ARE USED FOR WELLS 210222 ELEMENTS OF X ARRAY USED OUT OF 3000000 OSIP1 -- STRONGLY IMPLICIT PROCEDURE SOLUTION PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM UNIT 19 r MAXIMUM OF 200 ITERATIONS ALLOWED FOR CLOSURE 5 ITERATION PARAMETERS 80805 ELEMENTS IN X ARRAY ARE USED BY SIP 291027 ELEMENTS OF X ARRAY USED OUT OF 3000000 WELLFIELD IMPACTS 1CITY OF SEBASTIAN 0 BOUNDARY ARRAY = 1 FOR LAYER 1 BOUNDARY ARRAY = 1 FOR LAYER 2 OAOUIFER HEAD WILL BE SET TO 99.000 AT ALL NO -FLOW NODES (IBWND=O). = 15.00000 FOR LAYER 1 O INITIAL HEAD FOR LAYER 2 INITIAL HEAD = 15.00000 OHEAD PRINT FORMAT IS FORMAT NUMBER 4 DRAWDOWN PRINT FORMAT IS FORMAT NUMBER 0 .0 OHEADS WILL BE SAVED ON UNIT 0 DRAWDOWNS WILL BE SAVED ON UNIT 0 OOUTPUT CONTROL IS SPECIFIED EVERY TIME STEP Restart file read View skip : 1 Hist file : WEL.HIS COLUMN TO ROW ANISOTROPY = 1.000000 r 0 DELR = 500.0000 0 DELL = 500.0000 O PRIMARY STORAGE = 0.2000000 FOR LAYER 1 0 HYD. COND. ALONG ROWS = 20.00000 FOR ROWS LAYER 1 0 BOTTOM = -41.00000 FOR LAYER 1 _ r 0 VERT HYD COND /THICKNESS = 0.1340000E-03 FOR LAYER 1 PRIMARY STORAGE COEF = 0.1000000E-03 FOR LAYER 2 0 TRANSMIS. ALONG ROWS = 10628.00 FOR LAYER 2 0 �+ SOLUTION BY THE STRONGLY IMPLICIT PROCEDURE 0 ___________________________________________ MAXIMUM ITERATIONS ACCELERATION PARAMETER = 0.40000 HEAD CHANGE CRITERION FOR CLOSURE = 0.10000E-02 SIP HEAD CHANGE PRINTOUT INTERVAL = 1 r 0 CALCULATE ITERATION PARAMETERS FROM MODEL CALCULATED WSEED 1 STRESS PERIOD NO. 1, LENGTH = 90.00000 ---------------------------------------------- NUMBER OF TIME STEPS = 6 MULTIPLIER FOR DELT a 1.000 INITIAL TIME STEP SIZE = 15.00000 0 3 WELLS LAYER RW COL STRESS RATE WELL N0. r 2 49 50 -83333. 1 2 51 50 -83333. 2 2 50 50 -83333. 3 OAVERAGE SEED = 0.00024473 r MINIMUM SEED = 0.00024310 0 5 ITERATION PARAMETERS CALCULATED FROM AVERAGE SEED: 0.0000000E+00 0.8749249E+00 0.9843562E+00 0.9980434E+00 0.9997553E+00 0 26 ITERATIONS FOR TIME STEP 1 IN STRESS PERIOD 1 OMAXIMUM HEAD CHANGE FOR EACH ITERATION: 0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROI ------------------------------------------------_____________________________________________________________________________. -1.863 ( 2, 50, 50) -2.057 ( 2, 50, 50) -2.831 ( 2, 50, 50) -3.226 ( 2, 50, 50) -2.004 ( 2, 50, r -0.8182E-01 ( 2, 50, 50) -0.8092E-01 ( 2, 50, 50) -0.2243 ( 2, 38, 51) •0.3763 ( 2, 59, 41) -0.3416 ( 2, 49, 2, 51, -0.1395E-01 ( 2, 51, 50) -0.2516E-01 ( 2, 51, 50) -0.8167E-01 ( 2, 52, 48) -0.1661 ( 2, 51, 50) -0.1741 ( ( 2, 53, -0.1894E-02 ( 2, 55, 45) -0.5484E-02 ( 2, 56, 44) -0.2166E-01 ( 2, 57, 43) -0.5986E-01 ( 2, 60, 40) -0.5713E-01 54, 46) -0.2602E-01 ( 2, 53, -0.1115E-02 ( 2, 51, 50) •0.2648E-02 ( 2, 51, 50) -0.1125E-01 ( 2, 51, 50) -0.2168E-01 ( 2, -0.2696E-03 ( 2, 64, 45) 0 0 _ TOTAL BUDGET PRINTOUT FLAG = 0 CELL -BY -CELL FLOW TERM FLAG = 0 URLAOSFORALLFLAG OOUTPTFARE THE HEAD DRAWDOWN HEAD DRAWDOWN PRINTOUT PRINTOUT SAVE SAVE ________________________________ 0 0 0 0 11 ITERATIONS FOR TIME STEP 2 IN STRESS PERIOD 1 OMAXIMUM HEAD CHANGE FOR EACH ITERATION: 0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW _ ____________________--- _----------- _______--- ________-------- ___ 50) -0.2594E-01 ( 1, 50, 50) -0.1604E-01 ___________________________________________________________ ( 1, 50, 50) -03388E-01 ( 2, 51, 49) -0.3595E-01 ( 2, 50, .. -03863E-01 ( 1, 50, -03218E-02 ( 1, 50, 50) -0.2169E-02 ( 1, 50, 50) -03744E-02 ( 2, 50, 45) -0.1178E-01 ( 2, 52, 48) -0.1386E-01 ( 2, 47, -0.2704E-03 ( 1, 50, 50) 0 OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 0 CELL -BY -CELL FLOW TERM FLAG = 0 OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME: HEAD DRAWDOWN HEAD DRAWDOWN PRINTOUT PRINTOUT SAVE SAVE __________________________________ 0 0 11 ITERATIONS FOR TIME STEPO 3 IN STRESS PERIOD 1 OMAXIMUM HEAD CHANGE FOR EACH ITERATION: 0 HEAD CHANGE LAYER,ROW,COL READ CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW -03588E-01 ( 1,-50, 50) -0.2420E-01 ( 1, 50, 50) :0.1490E-01 ( 1, 50, 50) -0.1085E-01 ( 2, 52, 48) 2, 55, 46) -0.1158E-01 ( -0.4866E-02 ( 2, 49, 2, 49, -0.2989E-02 ( 1, 50, 50) -0.2019E-02 ( 1, 50, 50) -0.1243E-02 ( 1, 50, 50) -0.3824E-02 ( -0.2498E-03 ( 1, 50, 50) ^ 0 OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 0 CELL -BY -CELL FLOW TERM FLAG = 0 OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME: HEAD DRAWDOWN HEAD DRAWDOWN PRINTOUT PRINTOUT SAVE SAVE ^ __________________________________ 11 ITERATIONS FOR TIME STEPO 4 IN STRESS PERIOD 1 OMAXIMUM HEAD CHANGE FOR EACH ITERATION: 0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL --- HEAD CHANGE LAYER,ROW,COL ____-------- _______--- _--- HEAD CHANGE LAYER,ROW ____-------- _________- _ --- ____-------- _______--- _--- ____------- ____________ 50, 50> -0.2275E-01 ( 1, 50, 50) -0.1401E-01 ( 1, 50, 50) -0.8451E-02 ( 1, 50, 50) -0.7396E-02 ( 2, 49, •+ -03363E-01 ( 1, -0.2803E-02 ( 1, 50, 50) -0.1898E-02 ( 1, 50, 50) -0.1166E-02 ( 1, 50, 50) -0.2182E-02 ( 2, 55, 45) -0.2783E-02 ( 2, 47, -0.2344E-03 ( 1, 50, 50) OHEAD/DRAWDOWN PRINTOUT FLAG = i TOTAL BUDGET PRINTOUT FLAG = 0 CELL -BY -CELL FLOW TERM FLAG = 0 OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME: ^ HEAD DRAWDOWN HEAD DRAWDOWN PRINTOUT PRINTOUT SAVE SAVE __________________ 11 ITERATIONS FOR TIME STEPO 5 IN STRESS PERIOD 1 ^ OMAXIMUM HEAD CHANGE FOR EACH ITERATION: 0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW -03183E-01 ( 1, 50, 50) -0.2158E-01 ( 1, 50, 50) :0.1328E-01 __________________________________________________________- ( 1, 50, 50) -0.8017E-02 ( 1, 50, 50) 45) -0.6478E-02 ( -0.2285E-02 ( 2, 49, 2, 46, -0.2654E-02 ( 1, 50, 50) -0.1801E-02 ( 1, 50, 50) -0.1106E-02 ( 1, 50, 50) -0,1814E-02 ( 2, 55, -0.2220E-03 ( 1, 50, 50) ^ OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 0 CELL -BY -CELL FLOW TERM FLAG = 0 OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME: HEAD DRAWDOWN HEAD DRAWDOWN PRINTOUT PRINTOUT SAVE SAVE 11 ITERATIONS FOR TIME STEPO 6 IN STRESS PERIOD 1 OMAXIMUM HEAD CHANGE FOR EACH ITERATION: 0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW ^ -03034E-01 ( 1, 50, 50) -0.2060E-01 ( 1, 50, 50) -0.1269E-01 ( 1, 50, 50) -0.7660E-02 ( 1, 50, 50) -0.6242E-02 ( 45) -0.2159E-02 ( 2, 49, 2, 45, -0.2530E-02 ( 1, 50, 50) -0.1720E-02 ( 1, 50, 50) -0.1057E-02 ( 1, 50, 50) -0.1724E-02 ( 2, 54, -0.2118E-03 ( 1, 50, 50) OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 0 CELL -BY -CELL FLOW TERM FLAG = 0 ,.� OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME: HEAD DRAWDOWN HEAD DRAWDOWN PRINTOUT PRINTOUT SAVE SAVE __________________________________ 1 1 0 HEAD IN LAYER 1 AT END OF TIME STEP 6 IN STRESS PERIOD 1 ----------------------------------------------------------------------- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 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14.67 14.67 14.68 14.68 14.69 14.70 14.70 14.71 14.72 14.72 14.73 14.73 14.74 14.75 14.75 14.76 14.76 14.77 14.77 14.77 14.78 14.78 14.79 14.79 14.79 14.80 14.80 14.80 14.80 14.80 14.80 14.81 14.81 14.81 0 95 14.80 14.80 14.80 14.80 14.80 14.80 14.79 14.79 14.79 14.79 14.78 14.78 14.78 14.77 14.77 14.76 14.76 14.76 14.75 14.75 14.74 14.74 14.73 14.72 14.72 14.71 14.71 14.70 14.69 14.69 ,. 14.68 14.68 14.67 14.67 14.66 14.66 14.65 14.65 14.64 14.64 14.63 14.63 14.63 14.62 14.62 14.62 14.62 14.62 14.62 14.62 14.62 14.62 14.62 14.62 14.62 14.62 14.63 14.63 14.63 14.64 14.64 14.65 14.65 14.66 14.66 14.67 14.67 14.68 14.68 14.69 14.70 14.70 14.71 14.71 14.72 14.73 14.73 14.74 14.74 14.75 14.75 14.76 14.76 14.77 14.77 14.78 14.78 14.78 14.79 14.79 0 96 14.79 14.80 14.80 14.80 14.80 14.80 14.80 14.80 14.80 14.80 14.81 14.80 14.81 14.80 14.81 14.79 14.81 14.79 14.81 14.79 14.79 14.78 14.78 14.78 14.77 14.77 14.76 14.76 14.75 14.75 14.74 14.74 14.73 14.73 14.72 14.72 14.71 14.71 14.70 14.69 14.69 14.68 14.68 14.67 14.67 14.66 14.66 14.65 14.65 14.64 14.64 14.64 14.63 14.63 14.63 14.63 14.63 14.63 14.62 14.62 14.62 14.63 14.63 14.63 14.63 14.63 14.63 14.64 14.64 14.64 14.65 14.65 14.66 14.66 14.67 14.67 14.68 14.68 14.69 14.70 14.70 14.71 14.71 14.72 14.72 14.73 14.74 14.74 14.75 14.75 14.76 14.76 14.77 14.77 14.78 14.78 14.78 14.79 14.79 14.79 14.80 14.80 14.80 14.80 14.81 14.81 14.81 14.81 14.81 14.81 0 97 14.80 14.80 14.80 14.80 14.80 14.80 14.80 14.79 14.79 14.79 14.79 14.78 14.78 14.78 14.77 14.77 14.77 14.76 14.76 14.75 14.75 14.74 14.74 14.73 14.73 14.72 14.71 14.71 14.70 14.70 14.69 14.69 14.68 14.68 14.67 14.67 14.66 14.66 14.65 14.65 14.65 14.64 14.64 14.64 14.64 14.63 14.63 14.63 14.63 14.63 14.63 14.63 14.63 14.63 14.64 14.64 14.64 14.64 14.65 14.65 14.65 14.66 14.66 14.67 14.67 14.68 14.68 14.69 14.69 14.70 14.70 14.71 14.72 14.72 14.73 14.73 14.74 14.74 14.75 14.75 14.76 14.76 14.77 14.77 14.78 14.78 14.78 14.79 14.79 14.79 14.80 14.80 14.80 14.80 14.81 14.81 14.81 14.81 14.81 14.81 0 98 14.80 14.80 14.80 14.80 14.80 14.80 14.80 14.80 14.79 14.79 14.79 14.79 14.78 14.78 14.77 14.77 14.77 14.76 14.76 14.75 14.75 14.74 14.74 14.73 14.73 14.72 14.72 14.71 14.71 14.70 14.70 14.69 14.68 14.68 14.67 14.67 14.67 14.66 14.66 14.65 14.65 14.65 14.64 14.64 14.64 14.64 14.64 14.64 14.63 14.63 14.63 14.64 14.64 14.64 14.64 14.64 14.64 14.65 14.65 14.65 14.66 14.66 14.67 14.67 14.68 14.68 14.69 14.69 14.70 14.70 14.71 14.71 14.72 14.72 14.73 14.73 14.74 14.75 14.75 14.76 14.76 14.77 14.77 14.77 14.78 14.78 14.79 14.79 14.79 14.80 14.80 14.80 14.80 14.81 14.81 14.81 14.81 14.81 14.81 14.81 0 99 14 80 14.80 14.80 14.80 14.80 14.80 14.80 14.80 14.79 14.79 14.79 14.79 14.78 14.78 14.78 14.77 14.77 14.76 14.76 14.75 14.75 14.74 14.74 14.73 14.73 14.72 14.72 14.71 14.71 14.70 14.70 14.69 14.69 14.68 14.68 14.67 14.67 14.66 14.66 14.66 14.65 14.65 14.65 14.64 14.64 14.64 14.64 14.64 14.64 14.64 14.64 14.64 14.64 14.6414.64 14.64 14.65 14.65 14.65 14.66 14.66 14.66 14.67 14.67 14.68 14.68 14.69 14.69 14.70 14.70 14.71 14.71 14.72 14.73 14.73 14.74 14.74 14.75 14.75 14.76 14.76 14.77 14.77 14.78 14.78 14.78 14.79 14.79 14.79 14.80 14.80 0100 14.80 14.80 14.80 14.80 14.80 14.81 14.80 14.81 14.80 14.81 14.80 14.81 14.80 14.81 14.80 14.81 14.79 14.81 14.79 14.79 14.79 14.78 14.78 14.78 14.77 14.77 14.76 14.76 14.75 14.75 14.75 14.74 14.73 14.73 14.72 14.72 14.71 14.71 14.70 14.70 14.69 14.69 14.68 14.68 14.67 14.67 14.67 14.66 14.66 14.65 14.65 14.65 14.65 14.64 14.64 14.64 14.64 14.64 14.64 14.64 14.64 14.64 14.64 14.64 14.65 14.65 14.65 14.65 14.66 14.66 14.67 14.67 14.67 14.68 14.68 14.69 14.69 14.70 14.70 14.71 14.72 14.72 14.73 14.73 .� 14.74 14.74 14.75 14.75 14.76 14.76 14.77 14.77 14.78 14.78 14.78 14.79 14.79 14.79 14.80 14.80 14.80 14.80 14.81 14.81 14.81 14.81 14.81 14.81 14.81 0 r VOLUMETRIC BUDGET FOR ENTIRE MODEL AT END OF TIME STEP 6 IN STRESS PERIOD 1 _____________________ 0 0 0 + 0 0 0 _________________________________________________ CUMULATIVE VOLUMES ------------------ L**3 _____ RATES FOR THIS TIME STEP ________________________ L**3/T IN: IN: SECONDS STORAGE = 0.22171E+08 STORAGE - 0.24801E+06 CONSTANT HEAD = 0.00000 CONSTANT HEAD = 0.00000 WELLS = 0.00000 WELLS = 0.00000 TOTAL IN = 0.22171E+08 TOTAL IN = 0.24801E+06 OUT: 0.777600E+07 OUT: 2160.00 STORAGE = 0.00000 STORAGE = 0.00000 CONSTANT HEAD = 0.00000 CONSTANT HEAD = 0.00000 WELLS = 0.22500E+08 WELLS = 0.25000E+06 TOTAL OUT = 0.22500E+08 TOTAL OUT = 0.25000E+06 IN - OUT = -0.32918E+06 IN - OUT = -1988.2 PERCENT DISCREPANCY = -1.47 PERCENT DISCREPANCY = -0.1 TIME SUMMARY AT END OF TIME STEP 6 IN STRESS PERIOD 1 SECONDS MINUTES HOURS DAYS YEARS TIME STEP LENGTH --------------------------------------------------------------------------- 0.129600E+07 21600.0 360.000 15.0000 0.410678E-01 STRESS PERIOD TIME 0.777600E+07 129600. 2160.00 90.0000 0.246407 TOTAL SIMULATION TIME 0.777600E+07 129600. 2160.00 90.0000 0.246407 1 0 ADDITIONAL TVA TER REQUESTED OVER CURRENT USE ^ input file [ 17: BAS RMOODEWELLFIELD IMPACTS U.S. GEOLOGICAL SURVEY MODULAR FINITE -DIFFERENCE GROUND-WATER 1BASIC OCITY OF SEBASTIAN 2 LAYERS 100 ROWS 100 COLUMNS ^ 1 STRESS PERIOD(S) IN SIMULATION MODEL TIME UNIT IS DAYS 01/0 UNITS: 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2 ELEMENT OF IUNIT: 1 2 3 0 0 0 0 0 0 IPACKAGE 12 0 OVERSION 2READ OBAS1 -- BASICNMODEL 1, 9/187 INPUT FROM UNITO 10 ^ ARRAYS RHS AND BUFF WILL SHARE MEMORY. WILL NOT BE SAVED -- DRAWDOWN CANNOT BE CALCULATED START HEAD 170208 ELEMENTS IN X ARRAY ARE USED BY BAS 170208 ELEMENTS OF X ARRAY USED OUT OF 3000000 BCF input file [11): BCF WELL input file [121: WELldif SIP input file [19): SIP OC input file (22): OCpr OBCF2 -- BLOCK -CENTERED FLOW PACKAGE, VERSION 2, 7/1/91 INPUT READ FROM UNIT 11 TRANSIENT SIMULATION HEAD AT CELLS THAT CONVERT TO DRY= 0.00000 WETTING CAPABILIFERIS NOT ACTIVE LAYER AQU-PE ------------------ 1 1 2 N X ARRAY 40002 ELEMENTS / ARE USED 8Y BCF 210210 ELEMENTS OF X ARRAY USED OUT OF 3000000 OWEL1 -- WELL PACKAGE VERSION 1, 9/1/87 INPUT READ FROM 12 MAXIMUM OF 3 WELLS 12 ELEMENTS IN X ARRAY ARE USED FOR WELLS 210222 ELEMENTS OF X ARRAY USED OUT OF 3000000 PROCEDURE SOLUTION PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM UNIT 19 OSIP1 -- STRONGLY IMPLICIT MA OFO200 I ITERATIONS ALLOWED FOR CLOSURE ITERATION AMETERS 80805 ELEMENTS IN X ARRAY ARE USED BY SIP 291027 ELEMENTS OF X ARRAY USED OUT OF 3000000 WELLFIELD IMPACTS ^ 1CITY OF SEBASTIAN BOUNDARY ARRAY = 1 FOR LAYER 1 LAYER 2 0 BOUNDARY ARRAY = 1 FOR 0 OAOUIFER MEAD WILL BE SET TO 99.000 AT ALL HO -FLOW NODES (IBOIINIITIAL HEAD = 15.00000 FOR LAYER 1 INITIAL HEAD = 15.00000 FOR LAYER 2 ^ OHEAD PRINT FORMAT IS FORMAT NUMBER 4 DRAWDOWN PRINT FORMAT IS FORMAT NUMBER 0 UNIT 0 E STEP WILL BE SAVED ON OOUTPUTWCONTROLS IS SPECIFIED EVERY TIDRAWDOWNS Restart file read View skip : 1 Hist file WEL.HIS COLUMN TO ROW ANISOTROPY = 1.000000 ODELR = 500.0000 0 DELC = 500.0000 1 0 PRIMARY STORAGE COEF = 0.2000000 FOR LAYER 1 0 HYD. COND. ALONG ROWS = 20.00000 FOR LAYER 0 BOTTOM = -41.00000 FOR LAYER 1 ^ 0 VERT HYD COND /THICKNESS = 0.1340000E-03 FOR LAYER 1 2 O PRIMARY STORAGE COEF = 0.1000000E-03 FOR LAYER 2 0 TRANSMIS. ALONG ROWS = 10628.00 FOR LAYER 0 ^ SOLUTION BY THE STRONGLY IMPLICIT PROCEDURE ------------------------------------------ 0 MAXIMUM ITERATIOACCELERAT ONOPARAMETER 0.40000 HEAD CHANGE CRITERION FOR CLOSURE = 0.10000E-02 ^ SIP HEAD CHANGE PRINTOUT INTERVAL = 1 CALCULATE ITERATION PARAMETERS FROM MODEL CALCULATED WSEED 0 STRESS PERIOD NO. 1, LENGTH = 90.00000 1 ---------------------------------------------- NUMBER OF TIME STEPS = 6 MULTIPLIER FOR DELT = 1.000 INITIAL TIME STEP SIZE = 15.00000 3 WELLS LAYER ROW COL STRESS RATE WELL NO. -- ------------------------------------------- 2 49 50 -18717. 1 3 2 50 50 -18717. OAVERAGE SEED = 0.00024473 MINIMUM SEED = 0.00024310 0 5 ITERATION PARAMETERS CALCULATED FROM AVERAGE SEED: 0.0000000E+00 0.8749249E+00 0.9843562E+00 0.9980434E+00 0.9997553E+00 ^ 0 16 ITERATIONS FOR TIME STEP 1 IN STRESS PERIOD 1 OMAXIMUM HEAD CHANGE FOR EACH ITERATION: LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL """"""-""""- HEAD CHANGE LA...,. 0 HEAD CHANGE ------------------------------------------------------ - -------------------------------------- ( 2, 50, 50) -0.6359 ( 2, 50, 50) -0.7246 ( 2, 50, 50) -0.4500 ( 2, 1 2, 4' ^ -0.4183 ( E, 50, 50) -0.4621 50) -0.1818E-01 ( 2, 50, 50) -0.5037E-01 ( 2, 38, 51) -0.8452E-01 ( 2, 59, 41) -0.7673E•01 ( ( 2, 5 -0.1838E-01 ( 2, 50, -0.5652E-02 ( 2, 51, 50) -0.1834E-01 ( 2, 52, 48) -0.3730E-01 ( 2, 51, 50) -0.3911E-01 ( 51, 55) -0.4255E-03 2, OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 0 CELL -BY -CELL FLOW TERM FLAG = 0 ^ r OW FLADRAWDOWNALL RE SAME: HEAD HEADERDRAWDOWNTHE PRINTOUT PRINTOUT SAVE SAVE ----------- '� ----------------------- 0 0 6 ITERATIONS FOR TIME STEPO 2 IN STRESS PERIOD 1 OMAXIMUM HEAD CHANGE FOR EACH ITERATION - LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL NEAR CHANGE LAYER,ROW,COL HEAD CHANGELAYER,ROW,COLHEAD CHANGE-LAYER,ROW -------- 0 HEAD CHANGE ____--- _--- _----------- _______________________________________ --- 1, 50, 50) -0.5744E-02 ( 1, 50, 50) -0.6049E-02-(--2,-57,-43)--0.1683E-01-(--2,-52,-48)--0.1772E:01 ___--- ( 2, 60, -0.8548E-02 ( 0.7057E-03 ( 1, 50, 50) OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 0 CELL -BY -CELL FLOW TERM FLAG = 0 OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME: HEAD DRAWDOWN HEAD DRAWDOWN PRINTOUT PRINTOUT SAVE SAVE r__________________________________ 6 ITERATIONS FOR TIME STEPO 3 IN STRESS PERIOD 1 OMAXIMUM HEAD CHANGE FOR EACH ITERATION: 0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL ___________________ HEAD CHANGE -LAYER_ROW_COL-HEAD CHANGE-LAYER,ROW r _ ______________________--------------------- _ __________________________ ( 1, 50, 50) -0.3344E-02 ( 1, 50, 50) -0.7481E-02 ( 2, 55, 52) -0.9542E-02 ( , -0.7999E-02 ( 1, 50, 50) -0.5396E-02 -0.6657E-03 ( 1, 50, 50) OHEAD/DRAW)OLM PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 0 CELL -BY -CELL FLOW TERM FLAG = 0 OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME: HEAD DRAWDOWN HEAD DRAWDOWN PRINTOUT PRINTOUT SAVE SAVE ---------------------------------- 0 0 0 0 6 ITERATIONS FOR TIME STEP 4 IN STRESS PERIOD 1 n. OMAXIMUM HEAD CHANGE FOR EACH ITERATION: 0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD _CHANGE LAYER,ROI - _____________________________________ 50) -0.3150E-02 ( 1, 50, 50) -0.4182E-02 ( 2, 53, 47) -0.4515E-02 -0.7553E-02 ( 1, 50, 50) -0.5111E-02 ( 1, 50, -0.6284E-03 ( 1, 50, 50) OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 0 CELL -BY -CELL FLOW TERM FLAG = 0 OUTPUT FLAGS FOR ALL LAYERS ARE THE SAME: HEAD DRAWDOWN HEAD DRAWDOWN PRINTOUT PRINTOUT SAVE SAVE __________________________________ 0 0 6 ITERATIONS FOR TIME STEPO 5 IN STRESS PERIOD 1 OMAXIMUM HEAD CHANGE FOR EACH ITERATION: 0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW_COL- HEAD _CHANGE -LAYER,RO --------------------- ------------------- 50; 50 0.4864E-02 ( 1, 50, 50) -0.2999E-02 ( 1, 50, 50) -0.2627E-02 ( 2, 52, 46) -03235E-02 ( 51 , .. -0.59TSE-0 < 1; 0 TOTAL BUDGET PRINTOUT FLAG = FLAGYERS 0 CELL -BY -CELL FLOW TERM FLAG = 0 OOUTPUIRFLAOSNFPRINTOUT ALL ARE THE HEAD DRAWDOWN READ DRAWDOWN PRINTOUT PRINTOUT SAVE SAVE r__________________________________ 0 0 6 ITERATIONS FOR TIME STEPO 6 IN STRESS PERIOD 1 OMAXIMUM HEAD CHANGE FOR EACH ITERATION: 0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,RC -0.6851E-02 ( 1, 50, 50) -0.4654E-02 ( 1, 50, 50) -0.286BE-02 ( 1, 50, 50) -0.2119E-02 ( 2, 52, 48) -0.2248E-02 ( 2, 42 -0.5707E-03 ( 1, 50, 50) OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 0 CELL -BY -CELL FLOW TERM FLAG = 0 OUTPUT FLAGS FOR ALL LAYERS ARE THE SAME: HEAD DRAWDOWN HEAD DRAWDOWN - PRINTOUT PRINTOUT SAVE SAVE __________________________________ 1 1 0 HEAD IN LAYER 1 AT END OF TIME STEP 6 IN STRESS PERIOD 1 r _______________________________________________________________________ 1 2 3 4 5 6 7 8 9 10 11 12 26 27 13 28 14 29 15 30 16 17 18 19 20 21 22 31 32 33 34 35 36 37 23 38 24 39 25 40 41 42 43 44 59 45 60 46 47 48 49 50 51 52 66 67 53 68 54 69 55 56 57 70 71 72 58 73 74 75 r 61 62 63 64 65 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 ............................................. ...-•---•----.-•--.-----._.,OO 15.00 15.00 15.00 15.00 15.00 ............................................... 15.00 15.00 15.00 15.00 15.00 15.00 1 . 0 1 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 WOO 15.00 r 15.00 15.00 15.00 15.00 15.00 15.00 15.00 0 2 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 0 3 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.OD 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 r 0 4 0 5 0 6 0 7 0 8 0 9 0 10 0 11 0 12 0 13 0 14 0 15 0 16 0 17 15.00 15.66 15.66 15.00 15.00 15.00 15.00 15.00 .66 .00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 .00 .00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 14.99 14.99 14.99 14.99 14.99 14.99 14.99 .99 .99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 .99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 MOO 15 10 15. 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 14.99 14.99 14.99 14.99 14.99 14.99 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 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14.93 14.96 14.96 14.96 14.96 14.96 14.95 14.95 14.95 14.96 14.96 i 14.96 14.96 14.96 14.96 14.96 0 VOLUMETRIC BUDGET FOR ENTIRE MODEL AT END OF TIME STEP 6 IN STRESS PERIOD i ------ ------- 0 ---'--'- CUMULATIVE VOLUMES __________________ ...'---------------------------------------------- ---- L""3 RATES FOR THIS TIME STEP ________________________ L"•3/T IN: IN: STORAGE = CONSTANT HEAD - 0.45810E+07 0.00000 STORAGE = CONSTANT HEAD = 52396. 0.00000 WELLS = 0.00000 WELLS = TOTAL IN = 0.00000 52396. O TOTAL IN = 0.45810E+07 OUT: 0 OUT: STORAGE = 11.971 STORAGE = 0.00000 CONSTANT HEAD = 0.00000 CONSTANT HEAD = WELLS = 0.00000 56151. 0 WELLS = TOTALOUT = 0.50536E+07 0.50536E+07 TOTAL OUT = 56151. 0 IN - OUT = -0.47262E+06 IN - OUT = -3755.2 0 PERCENT DISCREPANCY = -9.81 PERCENT DISCREPANCY = -b.S 0 TIME SUMMARY AT END OF TIME STEP 6 IN STRESS PERIOD 1 SECONDS MINUTES HOURS DAYS YEARS TIME STEP LENGTH ___________________________________________________________________________ 0.129600E+07 21600.0 360.000 15.0000 0.410678E-01 STRESS PERIOD TIME TOTAL SIMULATION TIME 0.777600E+07 129600. 0.777600E+07 129600. 2160.00 2160.00 90.0000 90.0000 0.246407 0.246407 1 n. r ITEM E 0 _ > \1 L 1 3 of T e fC4 ° ;; S 1 3 x 1 1 fi 23 0 22 21 ., M-5 T al le 1 0 FT SITE N 10 19 ] ZI '< n•-- r6 e6 080-1 '< 21 F LP SCHOOL SITE 1 > 0 a0 V 11 IG 1>'° < J 2 1 IS IS EOASTIAN HIGHLANDS Wf 1C �2J a9 0P F 0 1! 6 _ ]I _11 H 9 T< 10 \ __ 5` 19 20 e X396 19>O I! I z 3. S 6 T9 H .Ys O AH > 9 n 1e FF — 1 13 .x d JO 29 10 y 16 FF .R 12 LAHUOV CR IS i6 SG ,S' , 11 y » 0I 11 l I I 25 2< Z3 22 21 T 19 la L> 16 12 � 2) 462 � y O 2B a x^12 1 IS .1 20 � 9 10 4 g 59 9 10 II OP31 TT 4L z8 IS -> 19 y 1 2! 1 3 6> 3 Pt. 399 14 3 la e97 -44e6 RC DI RAVE 21 >U 19 1316 57 9f 1> • S 11 IZ IS 1 11 ) > 31 3029 25 27 26 z5 A 0! x1 13'• 31 P; `'k 1619 (t 10 I112� ' rc s3 'BIG 6 6 4 5 10 1111 3332 1 1T TL 20 1 tyl 9 > � I z 3 1 s s T e 9 ]1 16 1 s > e TL 6 ' le ZI "a RP P 1R`0` T 3 I 11 . -l1 L4RCHMONT T36330f 1113! 19 22 c r2 ° sl^ 1 YARN x- 13 .e 41 40 13 P t TO T! IS Oy, 4 6 80.2,0 1Z e 2 1 2 DRAINAGE R1GNT S 9Q5612 v34553 N 1 q 3 1 5 <9 31 TRACT .! IS CPURi 1 21 . 19 11 I I 1 Z 3 1 5 c 1 p0 11 I Z `C 1 W 8 12 11 10 S 51 9AgeER ]s > 449 m 2 "0jd23 2 2 p 1 5 6 T F 9@ 72 >3 71 2316 2T z6 29 3D 31 3733 3. jig 1 2 3 5 6 ) ja 4+4 6 ) 6 9 to II 2<OF NA{ URAIN. R/pr 44 YY i 23 3 4LHAN BRAIS TR •e" IT 1161131]OII911a 17 16 IS 11 1 INCMHMAN > z2 �1♦ iVCHUC 1 �x 132 s Wa 1 13 111113-11113654321T6W0 2 31 1z 144111 >x 23 )1 251E ! JO Oi190 y 1I1 9 Is A 9 IS 1 29 II 20 U 9 IS 1S a 19 a 16 16 5 2e 12 19 YAgN IT ■ 16 IT F O 437 43� 439 G n < IS 111 : • T 3.1 1E 2 46 ° c Ia 6 Ht 4406 f 11 1 TRACT •: 6 4318 Is II 1> s 19 s 19 a zs ` Is Is A 3 0 1. n 6 A ]O F 1 TO a 9 2. RI COLI h< i0 S 12 u 11 2 3 m ! xl u ! xl a 10 » 22 21 tm19 >D ) 1 n J 21 I q S < ' a 2 22 < \ 2 2> i II L 15 2 23 • 11 1213 11 .5 16 17 to 19 r 2 z 1 2S 10 • y i 1 N LION AV Hu 116 z ]t ItCI V 1 1>!<! i 1 a 9 10 11 12 9 N IS N, f 3 6 1 447 'a 4 2 o a JLIN. DRAINAGE MIGHT or AT l9 HARTMAN & ASSOCIATES INC. ®® > SEBASTIAN HIGHLAND WTP ITEM ®® engimem. MGrA9eo1o9'DIs, suH'eTure e: mom9emenl conmAwf% 201 F)ST NNE STREET - SUI1E 1000 - qa W, rL 32501 MONITOR WELL LOCATIONS E IEIEAKIE (e07) 619-3935 - FAX (407) 639-3290 s 1 H II 10 •..__, 9 10 9 go 9 a :I 1 x 3 1 s 6 7599 r 27 1 FAU M 2 2a YARN SITE 5 29 1 1 2 3. 5 6 7 58. 50 p Avnlu( ° 5 31 �° = 600' I >e 1 >e y DR. IT2iJ �_ x er i ii-+ to 559 90 15915 eJ A I ! 26 3 26 II 2 M C 10 a 1 6 5 e 1 23 t 2S 12 3 1 x 3 9 > 5 1. 5 24 13 1 _ H 6 )3 6 23 14 { F f 10 1 i 22 T tt i3 6 26 3 6 - 571 �83 58 581 r zT 6 3 to:.•9>61> 21 I 16 a 26 T 1 31 J 9 20 9 20 1> L S 32 2 3 10 19 10 19 IH 2 °3 ° IN a n Is < el It 21 9 < 2 33 R 571 >: 23 10 F I 31 1- 1 10 9 R IT n 12 11 x0 q .. 79. m OOU6LASS IS to 426' I 6 9 1021 58 zo 19'a IT O IT 15 ; CRA" G F 22 21 < 16 3 e civic SITE ♦ ^1 LURCH TRACT > SITE •i• TFACT TRACT `a• `E. -- 1RACT •L•�.5' 1 s1101•rINO sITE > _ K 3 PARK SITE _ < !n''1819588 ❑ V I! 1< IS 0 _ > \1 L 1 3 of T e fC4 ° ;; S 1 3 x 1 1 fi 23 0 22 21 ., M-5 T al le 1 0 FT SITE N 10 19 ] ZI '< n•-- r6 e6 080-1 '< 21 F LP SCHOOL SITE 1 > 0 a0 V 11 IG 1>'° < J 2 1 IS IS EOASTIAN HIGHLANDS Wf 1C �2J a9 0P F 0 1! 6 _ ]I _11 H 9 T< 10 \ __ 5` 19 20 e X396 19>O I! I z 3. S 6 T9 H .Ys O AH > 9 n 1e FF — 1 13 .x d JO 29 10 y 16 FF .R 12 LAHUOV CR IS i6 SG ,S' , 11 y » 0I 11 l I I 25 2< Z3 22 21 T 19 la L> 16 12 � 2) 462 � y O 2B a x^12 1 IS .1 20 � 9 10 4 g 59 9 10 II OP31 TT 4L z8 IS -> 19 y 1 2! 1 3 6> 3 Pt. 399 14 3 la e97 -44e6 RC DI RAVE 21 >U 19 1316 57 9f 1> • S 11 IZ IS 1 11 ) > 31 3029 25 27 26 z5 A 0! x1 13'• 31 P; `'k 1619 (t 10 I112� ' rc s3 'BIG 6 6 4 5 10 1111 3332 1 1T TL 20 1 tyl 9 > � I z 3 1 s s T e 9 ]1 16 1 s > e TL 6 ' le ZI "a RP P 1R`0` T 3 I 11 . -l1 L4RCHMONT T36330f 1113! 19 22 c r2 ° sl^ 1 YARN x- 13 .e 41 40 13 P t TO T! IS Oy, 4 6 80.2,0 1Z e 2 1 2 DRAINAGE R1GNT S 9Q5612 v34553 N 1 q 3 1 5 <9 31 TRACT .! IS CPURi 1 21 . 19 11 I I 1 Z 3 1 5 c 1 p0 11 I Z `C 1 W 8 12 11 10 S 51 9AgeER ]s > 449 m 2 "0jd23 2 2 p 1 5 6 T F 9@ 72 >3 71 2316 2T z6 29 3D 31 3733 3. jig 1 2 3 5 6 ) ja 4+4 6 ) 6 9 to II 2<OF NA{ URAIN. R/pr 44 YY i 23 3 4LHAN BRAIS TR •e" IT 1161131]OII911a 17 16 IS 11 1 INCMHMAN > z2 �1♦ iVCHUC 1 �x 132 s Wa 1 13 111113-11113654321T6W0 2 31 1z 144111 >x 23 )1 251E ! JO Oi190 y 1I1 9 Is A 9 IS 1 29 II 20 U 9 IS 1S a 19 a 16 16 5 2e 12 19 YAgN IT ■ 16 IT F O 437 43� 439 G n < IS 111 : • T 3.1 1E 2 46 ° c Ia 6 Ht 4406 f 11 1 TRACT •: 6 4318 Is II 1> s 19 s 19 a zs ` Is Is A 3 0 1. n 6 A ]O F 1 TO a 9 2. RI COLI h< i0 S 12 u 11 2 3 m ! xl u ! xl a 10 » 22 21 tm19 >D ) 1 n J 21 I q S < ' a 2 22 < \ 2 2> i II L 15 2 23 • 11 1213 11 .5 16 17 to 19 r 2 z 1 2S 10 • y i 1 N LION AV Hu 116 z ]t ItCI V 1 1>!<! i 1 a 9 10 11 12 9 N IS N, f 3 6 1 447 'a 4 2 o a JLIN. DRAINAGE MIGHT or AT l9 HARTMAN & ASSOCIATES INC. ®® > SEBASTIAN HIGHLAND WTP ITEM ®® engimem. MGrA9eo1o9'DIs, suH'eTure e: mom9emenl conmAwf% 201 F)ST NNE STREET - SUI1E 1000 - qa W, rL 32501 MONITOR WELL LOCATIONS E IEIEAKIE (e07) 619-3935 - FAX (407) 639-3290 s 1 H II 10 •..__, 9 10 9 go 9 a :I 1 x 3 1 s 6 7599 r 27 1 FAU M 2 2a YARN SITE 5 29 1 1 2 3. 5 6 7 58. 50 p Avnlu( ° 5 31 �° = 600' I >e 1 >e y DR. IT2iJ �_ x er i ii-+ to 559 90 15915 eJ A I ! 26 3 26 II 2 M C 10 a 1 6 5 e 1 23 t 2S 12 3 1 x 3 9 > 5 1. 5 24 13 1 _ H 6 )3 6 23 14 { F f 10 1 i 22 T tt i3 6 26 3 6 - 571 �83 58 581 r zT 6 3 to:.•9>61> 21 I 16 a 26 T 1 31 J 9 20 9 20 1> L S 32 2 3 10 19 10 19 IH 2 °3 ° IN a n Is < el It 21 9 < 2 33 R 571 >: 23 10 F I 31 1- 1 10 9 R IT n 12 11 x0 q .. 79. m OOU6LASS IS to 426' I 6 9 1021 58 zo 19'a IT O IT 15 ; CRA" G F 22 21 < 16 3 e civic SITE ♦ ^1 LURCH TRACT > SITE •i• TFACT TRACT `a• `E. CONDITION 18A I i I 4 :. IN C_ ►r I_ N _ A M_ 1 I i C k y._ 1 �, i 1 i q um er: 2-061-0142UNR Issued to: General Development Utilities :'Adar'e'sS , ee ilil South Bayshore Drive n the appropriate space below please provide the requested information.. Stabilized SITE SITE • SITE SITE SITE pumping fF$ - ` ' }1-75 td-3 !i-3 7�a3 �9393 L7- Date of-3�/ - 20 q3 -3 -1 -93 Last Pum�in Time of m/3a l3 /y ® /S am/& �jO9 am/® am/do Lnst Pumping Date - - 93 7- / /� 7"/�/_ / � • Pleasured Timeam/ J3 y-5 �$OJr am/� l33o am/� fs/0 am/0 �//ys I'M 16. Measured —�/8 /Time pm 073.5 �PT 0701 S p'" 0800 (Opm., 0790�/pm Feet From Top of Well 00 S� 15,75 Tof, of Well Well Static SITE SITE SITE SITE SITE Conditions ti -3 . 1t-3 M-3 !i-3 p -13 -/ 7 oda-93. 7 d �9.� , Date o1 'Lest 20 q3 -3 Q -7 ��/3 PumpinL_ Time of Pumping 1500 am/ m am/ /�� m 16 6 am m 1 630 am/101606 nm/(6 Lnst Dnte Pleasured - j y13 -iy- � Mensured Measured —�/8 /Time pm 073.5 �PT 0701 S p'" 0800 (Opm., 0790�/pm _ FeeL From ( 7 Ao, Tof, of Well Well EN -10 Number: 2-061-0142UNR J 1 na.,prtme..t of Ppoit, D ttan ,eme..� 1 J j CO'NDI.TI0N COMPLIANCE Issued to: General Development Utilities Address: 1111 South Bayshore Drive i In the appropriate space below please provide the requested information. Stabilized SITE SITE • SITE SITE SITE Pumping 11-3. D3• M-3 F' /C?' - '9,3 iP- Date of Last Pumpin p 7-5-f3 Q p �/�ol'/j 8=/9-93 Time of Last Pumping ys am/ m /`/y9 am/( /qy9 am/(9 amdo nm/pm Date Measured 9-3 8`dG -93 time ieensured _ Time Measured /,j00 am/a /c/5(:) am/® d am -W yah am/© nm/pm Peet From Topof Well 1S, OFj �Q, O� 8 3 Static SITE SITE SITE SITE SITE Conditions 11-3. D3• M-3 F' /C?' - M-3 iP- Dote of Last PumpinL_ R' 93 Plme of LaSt Pumping 7 AAS )m/(o /(O,?O am/Pm /S -/O am/(fp /Sd0 am/© am/pm )nte Measured iensured p 9-3 8`dG -93 time ieensured _ O7SO QP 67y (9/pm%i�/ /Pm 07DD ofPm, am/pm reel From cop of Wall /�3 7S �Q, O� 8 3 1 rl-**� 1 ) : 2-061-0142UNR 1 l C_ D d Lr_J2 ••E I 1 1 I 3 1 1 1 Issued to: General Development Utilities Address: 1111 South Bayshore Drive riate space below please provide the requested information. • Siabiliaed S1TE SITE SITE SITE M-3 SITE M-3 pumpinB - I ' pt M.3 .. 21-3 11- Date of 'Last _ G�R-3 /' l�-93 -�y-y3 -aa 93' 9019 Date of 7-3 - 93 i- 9- Y3 9- ��/S am/� 30-9.3 Last Pumping. Time of am/® 1/S/ am/® /S/9 am/0 J3Sq aml� �30��l nml® Last Pum in /30i 9- 7-Y3 . 9-,)5j'3q d� -93 i-30 93 Ci me Measured n m 0 7.50 (PP LI) L Pm 0,4? -Os Opm 07/0 �/Pm, OFS1D '(aye/Pm', Date 7 q2 q -3 - 9- 9- 93 -1sTie 7 901 7 SO Measured / fJ 30 am/� �j00 am/© 15010 am/& 1106 am/L9 /330 Measured Feet From%S Top of Well . a 5 13,5-o / SO Static SITE SITE SITE SITE SITE Conditions M-3 . M-3 21-3 11- Date of 'Last -/3 Y3 G�R-3 /' l�-93 -�y-y3 -aa 93' 9019 Pumping _ Time of eo am/� 30 SSD am/V ��3v am ti ��/S am/� -7 I70S: nm/ M Lnst Pumping o� DnLe Measured Measured -3- 93 9- 7-Y3 . 9-,)5j'3q d� -93 i-30 93 Ci me Measured n m 0 7.50 (PP LI) L Pm 0,4? -Os Opm 07/0 �/Pm, OFS1D '(aye/Pm', Feet From •101) 901 % 33 7 59 7 901 7 SO of Well E1-10 lo -a YermiL dumber: 2-061-0142UNR c n. D T m c r Issued to: General Development Utilities Address: 1111 South Sayshore Drive In the appropriate space below please provide the requested information. Stabilized S1TE SITE • SITE SITE SITE Pumping — _ h-3• M-3 M-3 % D/ H-3 Date of Last Punping zoX> q Time of Last Pun,itjs 1'511jr am �%�1 Time of Last Ywn in /Sy/l/ . am/(t '% Lel antA )90 am/O �60L am/&m am/pm Date 'Clore _ 1730 / Pm Measured C� �U 3 /(0 �j p' 0 .7 Feet From i, Top t Well , 9a Time Pleasured i'/rj am/O 1-15,' am/' Om /GOs am/19 am/pm Feet Crom 1'up of Well �� , 75 % , (r7� , SD )3, p.,3 Y,3 Static SITE SITE SITE SITE SITE Conditions M-3 . h-3• M-3 a , /o ap? U M-3 % D/ H-3 Date of L.as1 Pu�ln�_ 11015 ��� /045 5U Time of Last Pun,itjs 1'511jr am �%�1 /(000 ainA&t 7 /��Q am/® DD am/(f am/pm Dale Pleasured0 Pltrasured /O F? IL 'Clore _ 1730 / Pm 6a)pm V 3 Q7!) p. am/pmNcasured Feet From i, Top t Well , 9a �, , So 7 ETI -10 PermiL dumber: 2-061-0142UNR I C .,T .L 1M -II i iC I i i 1 i i I Issued to: General Development Utilities Address: 1111 South Bayshore Drive In the appropriate space below please provide the requested information. Stabilized Pumping Date of Last Pumping SITE ?4-3,3 SITE SITE SITE ?1-3 SITE M-3 Conditions 11-3 . Time of Last Pumping_ I q J,��l / amkpir J35I ami r� /�>1�� am/�p� /� �/! am am/pm p Date Measured // �) / /� �j - Time Measured 1,330 amE6) /y00 amJ /yoLS amk�i /L/%/S amtt� am/pm Feet from To() of Well / O amt. //� /P� /.10 °n/�iy� am/pm D:ILe Measured Measured // /d �3oLS 23 Clore Mo.usured _ \' CJI I� lel Pm Static SITE SITE SITE SITE SITE Conditions 11-3 . ' M_3• M-3 !n-3 M-3 Date of Last l'umpinJi_ - '1'lme !of L_nst 1'wn in __[' 18— /[�= C� am/ ('� r S S am i / O amt. //� /P� /.10 °n/�iy� am/pm D:ILe Measured Measured // /d �3oLS 23 Clore Mo.usured _ \' CJI I� lel Pm D7S0 (rit�pm X7'1 5 6�/pm 0%Jp C'su/pm. am/pm FULL' From '1'o�f 1,1e11 () , " /% ,C). g, �7 7Z 7 EN -10 1Ei-n l i i l i Permit Number: 2-061-0142UNR 'Ll , * LC— 1 a l 9 1 I 1 Issued to: General Development Utilities Address: 1111 South Bav shore Drive In the appropriate space below please provide the requested information. Stabilized SITE SITE SITE SITE SITE Pumping _ K-3 - k-3 ld•-3 ) /x//6/ 11-3 M-3 Date of /7 � /ab da /yUe) am Last Pumping/�/r�/�� ���Q nm/�r , ��aC) nm v /1 d .)- Time of Last Pumping /�' am/p� _ �So`� am/ipr� /5-/7 am/6) /33y am /,3 nm/pm Date Measured D7V QIPm G7 6 (0 Pm. 0710 CJ'/Pm Feet From 'roof Ncll .� Time Measured DU j5/0 am/ip Fret From '1'oP of Well /� ?a /J �3 �� �.S A1,33 Static SITE SITE SITE SITE SITE Conditions !l-3. k-3 M-3 la /S Z3 11-3 Il /a/aI 9; M- DateoC 'Last PuUU, /7 � y q /� S (.� 1'Ime of Lust Pwnpli�_ /yUe) am S D am/� ���Q nm/�r �J� j am/ >t ��aC) nm DnLe Measured Mensured /1 d .)- /o,' 3 /Z /G 9j Cl ne Mansured -_ Obl�' 6�/pm Q%Jp A/Pm D7V QIPm G7 6 (0 Pm. 0710 CJ'/Pm Feet From 'roof Ncll n� �,o� ' DU _7 ETI -10 ) I JrU j of - }40u---)Plar----purer) ) El -a CO'ND I.T ION C 0 H P L IAN CE 'ermit Number: 2-061-0142UNR Issued to: Seba,SfiQn Address rl,. Mnnrnnriahe nnnee below D1.ease Provide the requested information. /7o F' lber I- Sr SC'%QS/i4nr FL aa9Sa rive Stabilized SITE SITE SITE SITE 61-3 SITE 61-3 pumping w _ V "}t-,5 !d-3 I ao/vy 7 ��/ llw- 9U ' Date of / / Last Pumpin T-Ime of Last Pumpir� 1!560 emlL"r, 5 S P- am �P� am/CPJr l $o2D Time of .. sur/P% %�i�� "40D� am/� l��/ am�ri nm/pm Last Pumping Dale c� — Measured 7 ZY % 05 °LJ"iPm 07/p 6l/pm Time LIS aa'�" am/C�� iso % am/'� /3d aml�� am/pm Measured /d ,305 Feet From Top of Well Al.% 75 G S 00 q — Static Conditions SITE F:-3 . SITE .' 61- 3 SITE M-3 SITE SITE Date of: 9y / �3 �y / / �y 7 ��/ Last PujN nom_ T-Ime of Last Pumpir� 1!560 emlL"r, � �S�S amKo 5 S P- am �P� am/CPJr l $o2D am/pm DnL•e Mensur.ed 7 9`/ /y 9y M_e_nsured TJ me Measured �7/D a" Pm 05 °LJ"iPm yD 0" /pm 07/p 6l/pm am/pm _ Peet From tD� of well . a?S ON 5, 3 3 �• 7S EN -10 frtn•--• of "^ltuu.,..}Nel•nu�mei 8-e C 0 H D I.TI0N COMPLIANCE ermit Number: 2-061-0142UNR Issued to: —'N i5fiqA t,,�))J)e5 t. Address: I%0 5,basi'jQn i fL 3458 6rinv nlease nrovide the requested information. Stabilized SITE SITE SITE SITE ) -3 SITE Y4 3 Pumping - T4Date M'3 q. 9 I / am pm nm m /P % n c a _ ��/ am/� 213 l of�.lf _ A`�/�� 07� 5 m Pm Last Pumpin X710 " pm �7�U U"`lP m am/pm _ Time of 35'1 - amp 13LlC) nmR'U %�� am/& am pm am/pm Last Pumping , s� o' p 6)g F, a39 Date Pleasured 3 9y =IeA i 9y ay Time Measured 135-5 nmIT�am m 3Zp amx 36 nm/pm Peet From � 1 33 / 17 �s �S / / y, 67 Top of Well / , .�J , Static Conditions SITE 11-3. SITE H-3' SITE M-•3 SITE !I-3 SITE E - ,� �y �S�O am i 9 I / am pm nm m /P Date of 'Last Pumping_ '1•'lme of Last Pumping Dnte Pleasured Mensured c a _ ��/ am/� 213 l q �y �� 181-5 am 1LJ 'Cline Measured_ 07� 5 m Pm �7�Pm / 1ti X710 " pm �7�U U"`lP m am/pm _ Feet frompp. •rot, of Well L U' d , s� o' p 6)g F, EN -10 =)euyiLmcut�ui 8-a C0'NDI.T10N G 0 H V L I A N C E ermit Number: 2-061-0142UNR Issued to: 5e_ g5hgn L)-M"i'CS __ Address! /7b / l��X'ff ST iL 325$ - �1.- ennro helnv nlease provide the requested information. Stabilized SITE SITE • SITE SITE 11-3 SITE M-3 pumping b1-3 . }t 3' M-3 11-3 M-3. 3 d`19Y 3lj7l lq Date of — �-3 9v /W3 Last Pumpin Time of / % am i �d0�% ami"/ /z/ am� %? am m / J /� d yL nm/ m /q Last Pumping Date /, A _ Measured U 3 L9/ � Time Measured am/ /3)3 ®_L� am/ 0 © % 5S *, 0 am m am m F 3 `/ �% 'lw�15' nm CM Feet From / ' /��, oZ /ry JJ /y, 83 67 Peet From Tup of Well /' 1 " - Static SITE SITE SITE SITE SITE Conditions b1-3 . }t 3' M-3 11-3 M-3. Date of 3 �% J� 9 9y n 9/ 6,7 �-3 9v ge 9� Lnst PujN nom_ 1`ime of am/, /SSC) am/� �sdd am/© /('00 am/© /SJD am pm Last Pum in Mite Measured /, Measured /7 0715 PPM 07/0 ai)pm 07/S 6PIPm 07o1d '��" pmD7/� PPM Hc;jsured Peet From 7 r. ( /' 1 " - EN -10 Department of Re80urce Nanagement 3-a COND I.T I0N COMPLIANCE jrmit Number: 2-061-0142UNR Issued to: SC-b-;5hgf1 01)1l;,05 Address: 17C') 5T 1 the appropriate space below please provide the requested information. SITE SITE SITE Stabilised SITE SITE id -3 X1-3 M-3 pumping ?// )Mte ofast Pumping_L� l Cyc ��1�� �% ZlIdd/9�� ��r�/ �y — rime of r �� am/�mi �1 7 am/pm j QL/ am/&m _ J3%/ am/ m Lnst Pumping / )ateL ,/ 1d7 9/ Measured L / y /�� 9 U Lime / am/ aml(fF am/& am/0 (ensured / Q 7 ` ?net From IS �J /�l JJ� �J' �3 /, 75 fop of Well / i EN -10 nm/pm nm/pm nm/pm am/pm SITE 3 SITE M-3 SITE P1,-3 SITE 14-3 Static SITE 1i'3 Conditions )ate of nst Yu In, _ I'lme of am6 amC)'> :.a_;t PuTPii!9 /5 cI�teasured Mte Heasured_ `�f:::�: y 07n4 Opm i�70S ��/Pm pm 77 07V 6LL pm Ieasured �( _ Peet From fou of Well O EN -10 nm/pm nm/pm nm/pm am/pm Department of ueaource Pianag met« .8-a COND I.TI0N C0MPLIANCC 'ermit• Number: 2-061-0142UNR Issued to: 5(fbc7s �; </,i Ut'� �'� ��PS Address: %7(' Fi.- .. ...r4aF. ennro hrinw please provide the requested information. -VVI.. r----- Stabilized pumping DDte SITE _ SITE ' SITE �� SITE M-3 -3 SITE M-3 s�7 � rf-3. 11 q aPumin Time oft am,/') ri-3 �3W amid' / am 1��� P�! am/pm P Last Pumping Date 'Last Yum In Time of 9� gy J 115a�5 am/�ii Measured % S" % "5116`5 5 % 9t� Time am/ m, /� am/CTS 13 /a amI�� /& O am/e WPM Measured TJ me _ Q m Pm 7,)5 O C 6-D'/Pm X) �y <3 't✓"v Pm 7� �� %�n °m Pm Feet From 'f(jp of Well Measured Static SITE SITE SITE SITE SITE Conditions Date of: rf-3. 11 q M-3' �t M-3 ri-3 l�3 S�8 �/ Sat�i /t � 'Last Yum In Time of �.J /t� ) CM)y /621,5 am/ `5ia - am �Spp am m 115a�5 am/�ii nm/Pm Lnst Pu�itt Dnte Measured S L3 J yL 5 % 9t� Mensured S /y TJ me _ Q m Pm 7,)5 O C 6-D'/Pm X) �y <3 't✓"v Pm 7� �� %�n °m Pm om/Pm Measured Feel' From 'fop Well Gt / 71 3 /, �i 67 of O I EN -10 I D�,,_.}tmc-- lof lour }Ian _ heul I I 3-a CO'ND I.TI0N COMPL I A N C E .rmit Numbers 2-061-0142UNR Issued to: S��«S},cry r%frlr{/PS Address: �., ..... f,nlnv nlPnSe nrovide the requested information. 170 Fr 1k f 7 1Aa-sbzm j FL Ed -10 SITE SITE SITE l4-3 /6f `) r Igoq am P /m(Jyy 1410 am/i CONDITION 19B uepauLmenL 01 K@.nou[Le'rr.iva a e«� 1 I lc 6 [r10 I x k 0 L. I 'c . J'r - JAI. _IE f ) I� l ➢ 1 it Number: 2-061-0142UNR Issued to: General Development Utilities Address: 1111 South Bayshore Drive 19-b ^ —r{,r... GnarP helou please provide the requested information. - Stutic Conditions SITE SITE SITE SITE SITE stabiliaod pumping _ Well ;j 1 7-,) Well // 2 O Date of: 'Last 11u!Tp _ 7 9 q / -a�" /3 1'lmc of Last Pu�i�� Date of� Last Pumpin nm/Pm am/l ) am/pm nm/pm nmlpm Time of Last Pum in / 1 ' - 93 7- 93 Date - Pleasured Civic�y �� am/® /yJ�� am/6 am/Pm am/Pm am/Pm Pleasured — Peet From 9 y Top of Well - Stutic Conditions SITE Well // 1 SITE Well // 2 SITE SITE SITE -7 44 93 (000 am/� am/pm am/Pm nm/Pm Date of: 'Last 11u!Tp _ 7 9 q / -a�" /3 1'lmc of Last Pu�i�� � ))p 7 0� / " 93 ",q' /per �— o 7,1S i/Pm nm/Pm nm/pm.,, am/Pm Date Measured _Pleasured Cline Plc:isured •77 D/yS O/Pm c �4. /d Peel' From •rn�e Nell 3 ) I 3 I De- - tmeii r- --� f •aaurce•A(ana i— C�ND.1TzON gement Cumbore 2-061-0142UNR �—� C 0 M 'P t Issued to: L I A N C E G,eneral Develo ite a � ment Utilities ' Ppropriate space below Address: 1111 South Ba labiliaed Please provide the r. shore Drive SITE °7�tesLed information. roping Well SITE . ---�_ _ >� 1 t PumL X11 /1 2 SITE f P 8�/q-93 8=i9-9 t Pu��$ am/ ured J / ant/� am/pm =red �[nm/ �—�L'®�Y9? L am/® Z -:5d --� /� 7S vatic itiona SITE Well // 1 SIT�— tm(? inL_ p Well // 2 I_tlg asured /SyO am/© -- 73 ,� ---�_ 0 7/D�pm '11 J SITC am/pm am/pm am/pm am/pm nm/ nm/pm nm/pm nm/pm CIM/pm u ��+�•w+cu� U♦ Ml oUULLu L9Ulla(;U11U11L C��1dD I V+) v'M•I L'IAt,C 1 ! ) ) ) ..nit Number: 2-061-0142UNR Issued to: General Development Utilities Address: 1111 South Bayshore Drive / 19-b In the appropriate space below please provide the requested information. stabilized SITE SITE • SITE SITE SITE Pumping Well # 1 Well // 2 Date of _ q q 16 -/3 Last Pumping-�/o /� 15as am /6 am/pm am/pm nm/pm Time of Last Pumping 1539 am/ yy am/o am/pm am/pm am/pm Date Pleasured -I 9 / am/pm am/pm. nm/pm Tinie Measured 15 y0 am/® 15y5 am/0 am/pm am/pm am/pm Feet From Top of Well 17 D� Stutic SITE SITE SITE SITE SITE Conditions Well // 1 Well // 2 Date of: Last i'umpin�_ q %-15' 73 q / -�5 9� Time of Ln:•t Pumping �5ds am/bin 15as am /6 am/pm am/pm nm/pm Date Measured Measured q -A - 93 PJ me Measured _ 0.75-3(9/pm o 7y5 PPm am/pm am/pm. nm/pm Peet From Top f 14011 Y C�• 9pl EM 1 l ) } 1 C D) I 7 ( M 'P _ A Permit Number: 2-061-0142UNR Issued to: 'eneral Development Utilities Address: _1111 South Bayshore Drive 19-b In the appropriate space below please provide the requested information. Stabilizod SITE SITE SITE SITE SITE Pwupind Well ;j 1 Well /j 2 Date of Last Pumping D ?8 �� 0� b 'Time of 17L nm/ �7�� ain am/pin am/pm Last Pumping_ ���(,C am in (o IS an,/� am/pm am/pm nm/P m Dace Measured n, ,C.7 93 nm/pm, am/pm _ Time _Measured /_ /V �V am/m _a8 _ /� /� am/t am/pm am/pm am/pm Feet From _rot, of Well Stutic Conditions SITE Well j/ 1 SITE Well // 2 SITE SITE Date of Last 42 d7 a 3 '1`imc of L'IntPumpi,� 17L nm/ �7�� ain am/pin am/pm Date Measuredme J— Moasured D(�OC� n/pm O&OSampm nm/pm, am/pm Fce.t From Top 14011n, d5ds p --1•..•...... � .,.� naouuaa. L• PIN 11il�L'Illelll f ' 1 ] ) ) ) ) C_ .) 0_ -)I L .,1 'c Permit: Number: 2-061-0142UNR Issued to: Ceneral Development Utilities Address: _1111 South Dayshore Drive 19-b 111 the appropriate space below please provide the requested information. Stabiliaod SITE SITE SITE SITE SITE pumping _ Well ;j 1 Well # 2 Date of Last Pulnpinp— 13 Time of Last Pumping_ .. am/(m) 3d9 am/6n) am/pm am/pm nm/pm Date Measured _ /� �`I �) &A3' am/pm am/pm nm/pm '1 me Measured / j/( - 33L am/IPn am/pm nm/pm am/ pm Deet Prom To-() of Well — �tj, ! ha �� N3 1 am/pm am/pm. am/pm Poet From 'rot) of Well 7i _ Static SITE SITE SITE SITE SITE Conditions Well j/ 1 Well # 2 Date of u� Time of La:;t PUMP t /G�?n am/( � 7�) am/� am/pm am/pm nm/pm Da Le Measured Mon sured %3 ,3 'I_i me Mra cured_---- 08,AS (nq/PM _�jo 07yL/ (D�� pm I am/pm am/pm. am/pm Poet From 'rot) of Well 7i _ Ul- . 111u• a icuL ui jkk.suurce' Ma11ag CIIlel1L• 1 1 1 } I C ,1 D L u �M i L A n G Permit Number: 2-061-0142UNR Issued to: General Development Utilities Address: _1111 South Dayshore Drive 19-b In the appropriate space below please provide the requested information. Stubilieod SITE SITE • SITE 'SITE SITE Pumping Well ;/ 1 Well // 2 Date of _ /pl Last Pumpini / �101 L)al°/tir ���Q am/ i 1 am/pm am/pin am/pm Time of Last Pumping_ _ <� am/6li ) /5� am/ 1P am/pm am/pm nm/pm Date , 7��/ P��Pm Q%30 ��pm I � am/pm am/pm, nm/pm Measured Time Measured _ �' /b am/ipy� /S3Q am/LP, am/pm am/pm am/pm FeeL From To[1 of Nell /7 16, %7 Static SITE SITE SITC SITC SITE Conditions Well // 1 Well 2 Date of •Last 1'u2pinL Ir/• V /pl '1`imC of Lo::t I'u±P-Lig / �101 L)al°/tir ���Q am/ i 1 am/pm am/pin am/pm Dote Measured Mrasured _ / 1A, h: /(0 9,3 l'i me Mrasured_- -- , 7��/ P��Pm Q%30 ��pm I � am/pm am/pm, nm/pm poet From Top f Well p• I n- Dip... me.., 6f ..::, ar(L,: . anab.:... 611t C 0'N 0 I T I 0 N C 0 11'P L I A N C E !rmit Number: 2-061-0142UNR Issued to: 5ebo5))an 0*41 tir5 Address: I70 Fjf Ofy 5T 19—b 12 beo �a h , FL 345 the appropriate space below please provide the requested information. Stabilized SITE SITE SITE SITE SITE pumping well # 1 Well p% 2 me of c. =2zzjz ast PumRin,_ZI-20hy / / SvZS am/� t' am pm am/pm am/pm nm/pm 'ime of_ ,ast Pumping_ 5J am/ �^� q o "D109 am/pm nm/pm nm/pm ate ensured L) CIc inie ensured -S/ S am/ m am/pm am/pm am/pm el t From f W _ �, /, / 7 o � oell ,5�� Static SITE SITE SITE SITE SITE Coaditiona well // 1 Well // 2 Ite of: c. =2zzjz [Die of u:t Pumices / / SvZS am/� t' am pm am/pm am/pm nm/pm cte Measured rnsured i me i ,csured _ O/ `J m pm �Z�s 64pm am/pm am/pm, am/pm aeL' From 1 1 1 1 0 1 1 l 1 l 1 1 1 1 Department of ne;;ource• Plnnagc1 eul- , C O N 0 I T I O N C O M 'P L I A N C E 'ermit Number: 2-061-0142UNR Issued to: Seba5Yem (M);he-5 Address: J70 FjAwl 57- 19-b Seba s t' Un , FL 3dV5 G; the appropriate space below please provide the requested information. Stabilized Pumping SITE well ,+J 1 SITE • Well # 2 SITE SITE SITE Date of Last PumEin _ / Gi �n �� q /C� / Y Time of 117 .. am/ m c 210n' am/pm am/pm nm/pm Last Pumping_ $/ am/ C ��J am/ m am/pm am/pin nm/pm Date Pleasured D ` /D 3� '1'inic Measured 13��� am UP am/ in am/pm am/pm am/pm Peet From K-3 01 /n Toj of well J7 - r n pm � J am/pm nm/pm. am/pm Static SITE SITE SITE SITE SITE Conditions Well J/ 1 well J/ Date of: Last I'u�inpL_ %_ PImc of $/ am/ C ��J am/ m am/pm am/pin nm/pm Dnte Measured i i !leasured 1O 01 /n ri me Pleasured 7 7r m pm 07 - r n pm � J am/pm nm/pm. am/pm -- Feet From Toff Well 1 C� J IJ � A I I Depa tmene of uc:,ource •lavage ettt , C0'N0ITI0N COM.'PLIANCE ermiL Number: 2-061-0142UNR Issued to: 5e 5}iAn Ut;J' iPs Address: /70 f;/ /f ST _ 19-b <r1bq-5 ,an FL 3-t933- a the appropriate space below please provide the requested information. stabiliaod SITE SITE SITE SITE SITE pumping Well # 1 well // 2 ) ate of — am� am/pm am/pm nm/pm -as Pum in �_ .3 �� lime of B amp lad am pn am/pm am/pm nm/pm ,ast Pumping_ / )i Le leisured J ` / ion Pm 1 07OL5J am/Pm nm/pm, am/pm Cinfe leasured �3 t) am/ x % _ 33Cj am/� amlPm Elm/ pm im/pm 'eeL From Well / _oj� of static Conditions SITE Wall // 1 SITE Well // 2 SITE SITE SITE ate of: a ,st PumpinpL � �_ ?? J / — `isle of not Pu�ii� am� am/pm am/pm nm/pm aLe Measured e7 ensured / Jme cisured a pm D S ion Pm 1 07OL5J am/Pm nm/pm, am/pm --- cet From op well 2, e3 M%I Department of 4 -.source Management C 0'N 0 I T 1 0 N C O M P L I A N CE 2rmit Number: 2-061-0142UNR Issued to: bgshwl V�%�tjf� 19--b ) the appropriate space below please provide the requested information. C SC- , Address: /7G Fiflk�t Sl Stabilized SITE SITE • SITE SITE SITE Pumping Well ;j 1 {Fell # 2 late of -, ,,t Pum in — / �2 L/ �` I'ime of ,ast Pumping_ r ., am/Om a 9l am/ m am/pm am/pm nm/pm )a to c/ (ensured � / _ 1 'laic leisured I.3.3. � am/� —� 3n am/�� am/pm am/pm am/pm 'c -.et From _oj of Well Q U,�/ y I StutiC SITE SITE SITE SITE SITE Conditions Ylell // 1 Well // 2 ate of: ast P!:nP ' y / 6 7 p h� 1nic of ar:t Pu�ic� IIJ55 m �lss /0 am Iy15 / t� am m /P am to /P nm/pm ate Measured c•isered p /�y�� � �� )•Icsured �/33 l'_/ pm 733 �7yn Opm I nm/Pm am/pm nm/pm _ ce.L From oil of Wall Q U,�/ y I M Department of Re.aource•Management ). CONDITION COMPLIANCE nrmit Number: 2-061-0142UNR Issued to: S� S�i9n Ufi�i j,2 r,s 'ddress /%O F &-,4 ST. 19-1 Se be7i TY 1 the appropriate space below please provide the requested information. Stabilized SITE SITE SITE SITE SITE Pumping _ well +/ 1 Wall ,# 2 late of .ast PumkinP e3y ),50(� am/(Pm _ am/pm nm/pm :'lme of 'nst Pumping �J6az� / • m/pm nm/pm _Som )at•e leisured q •.5a/ yI/ '51IL19py Jtne lensured %35j am/t('�' __1 jS an"46" am/pm am/pm am/ P m ,eat From _op of Well �/, a-5 / /C'0 �3 Static Conditions SITE well J/ 1 SITE Well .// 2 SITE SITE SITE ate of: nst 1'u�ln�_ S 9y S !p 9 lme of nm/L'/ ),50(� am/(Pm nm/pm am/pm nm/pm nst Pu�it�%Sd(J ate Measured ensured s l9 9� '51IL19py ime rasured iJ/7�(� �YPm �yP G- d OPT nm/ m I F nm/pm, nm/pm eut From Well 10,17 le, J7 Lill _ M Department of Re:dource•Nanagement CO'N D IT 10N CON'PL IANCE Permit Number: 2-061-0142UNR Issued to: 5e)Y-15A,10 )M1h e5 1Jdress: 19-b In the appropriate space below please provide the requested information. /741 Stabilized pumping SITE Well # 1 SITE • Well // 2 SITE SITE SITE Date of _ (' 16 i'/ i.nst Pumpin - Time of r 1 `I'� 1 `/%Sam/pm am/pm am/pm nm/pm Last Pumping_ /�/ ate Iam/pm G( // b Deasured I�( 9 T O Z J� am/pm nm/pm ❑m/pm. nm m /P Tinic Measured �Y/jam pm %�%iy amI©m am'/pm nm/pm am/pm Peet From 9 7.33 Top of Well 1 I Static Conditions SITE well f/ 1 SITE Well # 2 SITE SITC SITE Date of �/1s19e/• (o //i_1gi/ - T1me of /y2am/pm / L'f'-ZS am/pm am/pm am/pm am/pm La ,t PUMLEB Unte Measured Mensured O 9Y IG ,7 ,18 nm/pm O Z J� am/pm nm/pm ❑m/pm. nm m /P NealQ Namsured i Feet From --- 3 3 7.33 Toff Well 1 I �' CONDITION 19C 1 Y�c 2 - 061 - 0142UN11 In the appropriate space below please provide the requested information. Stabilized Static SITE SITE SITE SITE SITE Pumping M I S X I D 0- 80 - 3 E- r Date of Last Pumping 7-a9- 9.3 7-a9-93 -y % /-o?r' 7-a9-xg3 q' 1'.tine of Last Pumping �S nm/ m t nm/ m l/sl. -_ nm/ m fpm. � am/ m am/�S AI'L Date Measured 7-a9- �3 729-93 7d9- 93 7 -a9 -937 -d9 -p3 Time Mensured _ _ A/ SS am/n _ Al 7 am/ n. � y /s am/ m l f.� g am/6m) 12133 am/6, Feet Drum To of f uc � t ,7 7S 10. 10,67 cp O, 67 Static SI.1•E SITE SITE SITE SITE Conditions 1;1 3 ii I D 00-2 f%0-3 A:-5 Date of Last Pumping qq _ 7-07Y--/3 / 3--/g-3 7O 7 -y % /-o?r' q' Time of Last Pumping 1600 am/(0 1600 am/® 1600 im/0 GOO am/® 'IM 16r Date Pleasured Mensured 7-a?%- 9.3 7-a 9- 93 7-a9- 93 7-d9- 213 Time Measured 7 07x 7 a pm 07d k (9/Pm07,30 , 6 pm 0735 (9 pin On 7,1S &P Top ofrom Wel.l 9, 7S 10. 9,33 cp O, 67 Individual Responsible - /f for Measurement; -A/u,�,e_ Signature Please send more forms: RETURN T0: St. Johns River Water Management District Division of Enforcement P. 0. Dox 1429 Palatka, Florida 32079-1429 2 — 061 — 0142URH Iii the appropriate space below please provide the requested information. Stabilized SITE ' SITE SITE SITE SITE Pumping Date of MIS H I D 8 — 2 00 3 A;— 5 Lnnt Pumpin 8- /9 93 �- /9- 9 -i9" X3 p Time of Last Pumpit�-- c� I / am& l �i/D am/©%, am/� %ti39 am/do�/f //ly am/�irt D,ite Measured p TimeMcasnred /y/O am/� /y/I am/� EJ/oam/g /�J�/D am/ �r am/ m /5'y7 Fcct from 9 9, 9 9 7' i �� a C- I n_ _Po of f We LI /0,00 /S $3. / . SL Static Conditions SITE SITE SITE SITE SITE Date of h 1 S �i1L' 00— 2 L'0-3 A;— 5 Last Pumping q? _ �� /�' p p p p Tlme of Last Pumpin — an'/'i /S`/U a" Date Measured Mcnsured '1'1me Mcasnred m pm X7/1 rim X 7/6 ®/pm L17,17 6/pin �7aq % �pm Peet prom r, a u i i 9 9, 9 9 7' i �� a C- I n_ Individual Responsible RETURN T0: St. Johns River Water Management District ror Measurement: Division of Enforcement Signature P. 0. Box 1429 Palatka, Florida 32079-1429 'lease send more forms: 119--- 1 1 1 I I I I I I 1 1 1 I I 1 J. . 1 1 2 - 061 - 0142UNx In the appropriate space below please provide the requested information. Stabilized SITE ` SITE SITC SITE SITE Pumping M I S H I D £i - 80- 3 Ai -r llate of Last Pumpin3j _ -is - 9� 9 /S- 93 i6 -9,3y-/,-93 �i6-93 Time of Last Pumping_ ISD ] an'/® �SO q am/® q /.S/ /. am' Sc? am/® )5 amP^ llnte Measured_% -/613 ' _ 9-/6-9.3 9-/ol-93 9- i6 93 9 �� -9.3 Time MensureJ �SOb' am/� /s /D nm/� ] japam/�i'ji /5025 am/& 535 nm1 Feet From Top of Neil_ 67. �r 1.3, aL? %yd , S'? 7, 3.3 statle SITE SITE SITE SITE SITE Conditions !i 1 S i I D 00- 2 80- 3 Date of Last Pumpiu8 _ -is - 9� 9 /S- 93 fIme o -- Lnst Pumping °n am /5dS nm/49 %S,?S m/" om/,SaZ5 /Cm Date Measured MensureJ - 93 9-/� - 93 9�i� -9� 9- i6 93 9 �� -9.3 Time Pleasured n 0.716, (Q/Pm 0717 (9/Pm/Pm 075S ®/pm 06-L)o a /(gym Q%s� C"J+ w pm Feet From Top of Well y 7,)7 33 7 y Individual Responsible RETURN T0: St. Johns River Water Management District for Measurement: �✓ -��c Division of Enforcement Signature P. 0. Dox 1429 Palatka, Florida 32079-1429 Please send more forms: MIN *FN- '6 19-c 2 - 061 - 0142UMI Tu the appropriate space below please provide the requested information. ---------------- Stabilized SITP ' SITC SITC Pumping M I S ' SITE SITEUnteof MID _ 80-3 A;-5 i.rrst Pumpin /o /93 '101dy Au v%8%9 Time of Lasl' Pump.1.�-- li✓ II nm/�(o �3 am/ m _ SS3. am/&m 5S7 am/ m am Date /lOC Measured _--ZD/olCi 93 _moo a8 93Z Oh b3 D/e28 �Ij D 8 NcasureJ-- am/ m n' nm/ �Ss l F< -et r•run, --L am/ i am/(i ��7 ❑m4 -rub of ue t:1 _ 7 9d /_3, 93 /7 9, / Static SITE Conditions SITE SITE SITC SITL•' 1•i 1 v ei I D Date of CO - 2 - 3 A; _ r Last Pum ink _ ; 3 T•Inie of O /U o2 h� Last Pumein %DO nm/� —1%OD nm/�jiir %4O nm/® / OD am/6 7D0 nm/Cf n Date Measured Measured Zo Ida -P? 1,91W93 T•,I me hlcnsured �'%s(A C9pm 07.58- 09Pm n / m t rcct from _ 735 ©P Q7�(� m pin 07,5-3 UPM To) of Well 8� 7s0 9a G p �� U Inral Responsible Neas far hleasurcmeut: RETURN T0: St. Johns River Water Management District , . T%jJ1� Signature Division of Enforcement P. 0. Box 1429 Palatka, Florida 32070-1429 I'lense seed more forms: rnrrl •IiN- '� 2 - 061 - 0142UNH Tu the appropriate space below please provide the requosted information. Stabilized SITE ' SITE Pumping M I S ' SITE SITE SITE Da t e o f KI D p_ £i0 _ 3 !I _ r Last Pum pin /- T.Ime of /l (!a /3U %3 uaee Pumping _ 1.3.31 nn'/' /_330 am/ Cm _L 7 nm/� am r am i 11 1. J/ Y l rle=urea --- 11�36��3 93 Time _ — Plca.^.ured --t 3•M am/g2>iJ �/pm 3I am. i 3$ nm/ m / y� am/6 Pcct from c� Tu of I Well Jtatic SITE SITE Conditions SITE SITE SITL 1•i1S ciID Dale of l 9 —52 3 IV: - r Las[ I'um ing — l/ /lay .23 / Time of — Last I'urnpin — w�U nm/�� /loaU nm/© �(,aam /(oad am/� /��U "i In Date Measured Measured 93 /l12,1) ?3 , ,�� �>> //J7� �;> T.I me _ Ncasured Pm n7` /b' CmyPm 0 7S% CIn/pIna ,/Pm 09 0 61/Pi feet From /� p .—!TO1' of Well 7 LrJ, �.S O 33 —6,6-1-1 7, !i3 Individual Responsible RETURN T0: St. Johns River Water Management District for Heasuremeut: / Division of Enforcement Signature P. 0. Box 1429 Palatka, Florida 3207EI-1429 )'lease send more forms: 1,01JI EN- IS 1. 1 1 1 ! 1 1 1 l ➢ i 3 2 - o61 - 0142URx Tu the appropriate space below please provide the requested information. Stabilized SIT i � SITE SITE Pumping M I S MID p _ Date of q Last Pumping ���� / riIL' �_ 2 �a�/Sr9�3 1'.ime of Last Pum-- tl �l �� amk y Date Measured /�//o %j T -_ �o� /G 3 Ja 16 ,7j _ - nmk n ��/� P Men sured -- /L� am/'P im/� /So?a� am/LP1 fceL from rye r Well _ lli, a.s _ 9a /o, S4', SITE so - BS am/(P� /S,?S am/(ryi Conditions :)ITL 1•i 1 SITE SITE SITE SITE Date of t Pum_LG S �02/ �_� y3 riIL' �_ 2 �a�/Sr9�3 • 6'0_3 F-5 _Las _ !'line of Last Purn in �_ nmk n ��/� P — / C� nm/ �(O� i(J' /� /CJ amEP / 6 J<J am/pm !�/0 am/pr Date Measured Measured '!'.Line �� �l� I3 A. / 93 l Measured r & Pm 41737 eVIpp m69/pm %SS Q�C�) ) Ly/pm%y3 �lP°-Lop Peet From of Well 7 Z Individual Responsibley�/l RETURN T0: St. Johns River Water Management District for Aleasuremeut: / Division of Enforcement Signature P. 0. Box 1429 Palatka, Florida 32070-1429 Please send more forms: l ] 1 ) J i l ➢ I 1 1 ) ] 1 ! 1� 1 f 1$-c 2 - 061 - 0142UNH In the appropriate space below please provide the requested information. Stabilized SITE ' SITE SITE SITE SITE Pumping M I S r M I D 0- 80-3 Date of Last Pum in )5o?5 nm/ m —1 Jr�s nm/�i ii �✓[c1 , nm/�rr / � S am/ m 1'.lme of Last .n _- "'mo JJ /1 Sf nm/�iy7 l jJ am P� ,j ys�� amCJ /SOl am ppm 115-A) am/l'lrt Dnte Measured ao l Time Heasured -- )v2 nm/ —�l� J% am % �J J am/('• f �Q� am/ rt _ j�/ amC fceL pram rup of We i.t �, 5, l7 11.d5 � 33 0, aSITE itions ,S SITE �i I D SITE 00 - 2 SITE PA - 3f SITE LDaLe uMtilp—/fuffing_ )5o?5 nm/ m —1 Jr�s nm/�i ii �✓[c1 , nm/�rr / � S am/ m �S�J� amG Date Mensured Measured �n ` �d0 q de yy %ao ao g� Time Mcnsored 0dOPm 07,10 <a"/pm 67 3(--) OP"�%%3„1 9/Pm OD/Pm Peet From To of Well �, �, dS y � 33 0, Individual Responsible For Measurement: Signature Please send more forms: 1,01M rN- .6 RETURN T0: St. Johns River Water Management District Division of Enforcement r. o. Box 1429 Palatka, Florida 32079-1429 1 ) 1 ] I ] l D B I ) J J I ) 1 3 1 19-0 2 – 061 – 0142UNH In the appropriate space below please provide the requested information. Stabilized SITE ' SITE SITE SITE SITE Pumping M I S N I DJ 0– E30 –/ 3 _ r Date of P Last Pumping /%� 9` /D/% d�'le � �h //D ��L_ Time of Last' Pumpit�-- 3�3 nm/ �3�t/ am/ am�rt /�c am/ t�i% _ I�t3 am/�� Urate/q Measured --- /0 , 110 9% % a//O �%% -,?/O/%� a /09y Time —__Ll3�� �1� ami® _L�ds am/��% j� am — amf 3 1m0 Feetred faeC from rip f WCL-1 8 R-3 A/, AC —_/��5 fr, SCI StatlC Conditions SITE SITE SITE 1 SITE SITE h1 S i,1 1) Go – 2 L'0 – 3 p; _ r Date of _Last Pum_'�G — / �) q n of / / ��y o� lq q d / lq °� /n hy Time of Last Puffin /S nm/ m _s am/) — �/S am/�� �c�/J am/�� %�%r am/�p� Date Mensured Measured /0 a /a 9` a G 9y 9 a /09y Time Measured Z%ET O11, (mPm %yyom Pm PIP,, Ppm Feet From ToE of Well �J� �y p� 33 AC fr, SCI Individual Responsible for Measurement: Oij7i d Signnture Please send more forms: FMU EN- 6 RETURN T0: St. Johns River Water Management District Division of Enforcement P. 0. Box 1429 Palatka, Florida 32070-1429 I > > > > > > I I I I I > > > I I I 19=0 2 - 061 - 0142bNR In the appropriate space below please provide the requested information. SITE Stabi+in ' SITE SITE SITE SITE PumpinI S r X I D E) - 80- 3 „Q _ 2 Urate ofc� Inst Pum inof / / J /a 9y d 9y 3 C Time of List Pumnm/ � %S30� amRV'_ _T / �cjll am/� �(n am am0"T UnL•e Ncasured�< < _ �// 3 d �� 31731 TIme Pleasured -- l �� amI �m _L3m 33 am/ J /33 r nm& �•+�am m / t am� Feet Frum e� To of L f Wel_/r.�lj > �s�/ U33d, �7 l)! CF,LY3 i'line Pleasured n pm �7QY y pm n71�(9/pm �totiu Conditions SITE SITE SITE SITE SlTr If 1 �i I L „Q _ 2 LO - 3 N—r llaCe of _Last PumptnG _ 3 a3 G� / — �3 ` 3 d �� 31731 Time of Last Pumpin /�,00 nmiJri /�� nm/� /,/,0() nm/,m� /,GYi nm \ Date Nensured Ncnsured /�� N7 9� �7 l)! 21d V /l! i'line Pleasured n pm �7QY y pm n71�(9/pm �% (n t 1 /pm ('/ �n C� Pm root From To of Well _ Individual Responsible for Measurement:5;47z1- Sipnature Plcnse send more forms: F01M rN- 6 RETURN T0: St. Johns River Water Management District Division of Enforcement P. 0. Box 1429 Palatka, Florida 32079-1429 19-C 2 - 061 - 0142UNII In the appropriate space below please provide the requested information. Stabilized SITE ' SITE SITE SITE SITE Pumping Date of M I u N I D 4- W- 3 !; - r Last Pumping�� c� � 7 ./L %� �Time %% n '//d % / t� L/� % A n of Last Pumpii1 .- ��j am/ m f1�� am/gym i '�L am /ySS am/�� / y55 qm1 Mite Measured --- '1'Ime o1 /� / ` —�-/�'�-��//' I 1127,1' a7 ya Pleasured -- 133 nml�rr —��3� nml) %3��5 a"l J3S� am/� om/fI Feet from Tu of f Wet1--1 7S�' /�/.�% FG� Static onditions SITE SITE SITE SITE SITE e of I•i 1 ii T D �0-2 , G0-3 r:-5 t Pumrtn� [TIme q _ oft Pum in —R-- 1[55 nm/� /�js am/ i- am / JS ( /ySS am/�� / y55 qm1 Date Mensured ed y c� Ll�i1/ / y 7 r�% /�� d ?y 1'.Ltne Time Measured a /Pm `l Q7��1 V'lpm l' 071,5 6 Pm 07o1C �/pm /� e��Pm Feet From Top of Well g 6 7 g-, Individual Responsible for Measurement: Signature Please send more forms: RETURN T0: St. Johns River Water Management District Division of Enforcement P. 0. Box 1429 Palatka, Florida 32070-1429 1 1 I I 1 1 1 1 I I 1 1 1 19-c 2 - 061 - 0142UNR To the appropriate space below please provide the requested information. Stabilized SITE op SITE SITE SITE SITE Pumping M I S ?t I D © _ 80 - 3 00-2 Dnte of t� Lnst Pumping A_r q T•.Lme of Last Pumpin 3 70 nmq (�� am/ am/�in 5 am /�(�/ am Dnte MensuredTime — 1SL1O amtpv /5na am/C ip am/pmt Date Measured Mensured -Pleasured---�'�_� am/ Measured lyOl nm& / Gl nmpt/?,3 OMCP "=- nm/� Peet From Toop f we 1.1 � IS,33 //, —L 7 7.S / X716 .m pm Feet From To of Well / � 17, 33 /, 33 /01 �s ;;tatic Conditions SITE SITE SITE SITE SITE Date of Last PumLig A. 1 S �iIL' 00-2 C0-3 A_r Time of Last Puffin �SCd am/© ��jOC� am/Q� — 1SL1O amtpv /5na am/C ip am/pmt Date Measured Mensured G/ /y 5/9 r% s17 71 Time Measu mred Q� ° pm /�y 1 (j� pm 7 C)/�3 ®/pm �� 07/%Y- C"g"/ pm / X716 .m pm Feet From To of Well / � 17, 33 /, 33 /01 �s e� /, 7S 7S Individual Responsible / For Measurement:JZ Signnture Plonse send more forms: RETURN T0: St. Johns River Water Management District Division of Enforcement P. 0. Box .1429 Palatka, Florida 32070-1429 I 1 1 ] 1 1 ] I 7 1 1 I 19-c 2 - 061 - 0142UNR Tu the appropriate space below please provide the requested information. Stabilized SITE SITE SITG Pumping M I S r N I D 00 - Date of w �/� 9 `% Lost Pumpin /4� 9y 6 /6 y r/ 1'.line of Last Pump --'as— 14i20 am/ /L./2 -f am /35Sam/� Dnte flensurer] Time Men sured _ nm/nT / y 22 am/ m / 3 S(d am/& PceC From TooP f Wett e,`(2 /4%.!f // 33 Static Conditions Date of _Last Pum,ing Time of Last Pumping_ Date Measured Measured T.I.me Measured Peet From Top of Well SITE t • i 1 v OMAR G 1� 9Y pm 2. - SITE rill• / Z57 am/um o 7 5-7 ©/pm 8, -5-8 SITE 00 - 2 to l>�9y U -72 co/pm /0. 3? SITE 00 - 3 G l6 91( l�S�f am/�yn / You am/® 9. 8 SITE -.60-3 /s1 yv 105 nm Pm V- 073va�'1/pm bu SITE SITE Pt - 5 67y-5-- (9/PM N.y2 Individual Responsible for Measurement: RETURN T0: St. Johns River Water Management District Division of Enforcement Signature P. 0. Dox 1429 Palatka, Florida 320711-1429 I'Icase send more forms: CONDITION 20A ��s•�❑ ruuvnUEMENT DISTRICT Department of Resource Management S PEC I A L CONDITION Co M P L I A N C E Monthly chloride concentrations must be reported semi-annually to the District for all production wells. In May, Ovate 20-a samples from production well PWI must be analyzed for 8 parameters including: Ca, Mg, Na, K, Cl, SO4, 11003 and CO3. Total alkalinity may be reported instead of HCO3 and CO3 values. All information must be submitted on Form EN -7. rLFb[IT ISSUED T0: General Development Utilities PERMIT NU11BER: 2-061-0142UNR Please send more forms; Return to: St. Johns River Water Management Dincrict Form EN -7 Division of Records P. 0. Box 1429 Pn lir 1,. r.t....4.1_ ��.. 1 De. ]men i RL_A rce ,uhagemedt SPEC JAL COND I T I 0 N C O M P L IANC E Monthly chloride concentrations must be reported semi-annually to the District for all production wells. In May, nate 20-a samples from production well PWI must be analyzed for 8 parameters including: Ca, Mg, Na, K, Cl, SO4, 11CO3 and CO3. Total alkalinity may be reported instead of 11CO3 and CO3 values. All information must be submitted on Form EN -7. PERMIT ISSUED T0: General Development Utilities PERMIT NUMBER: 2-061-0142UNR Please send more forms: Return to: St. Johns River Water Management Dlurrlct Form EN -7 Division of Records P. 0. Box 1429 Pn 1ar 1,. ri,iAn 79177 .. ......,.+.:n uvi Ui51'R1GT > > ] Dee-AmellL of Resource Management S PEC I A L CONDITION COMPLIANCE Monthly chloride concentrations must be reported semi-annually to the District for all production wells. In May, wat( 20-a samples from production well PWI must be analyzed for 8 parameters including: Ca, Mg, Na, K, Cl, SO4, IiCO3 and CO3. Total alkalinity may be reported instead of RC03 and CO3 values. All information must be submitted on Form and PERMIT ISSUED T0: General Development Utilities PERMIT NUMBER: 2-061-0142UNR Please send more forms; Return to: St. Johns River Water Management Dlutrlr_t Form EN -7 Division of Records P. 0. Box 1429 pn 1ar 1,. r:l n.•4d 711)77 •. •uu.nuuflulVl u15lR1LT > > > 1 ! 1 1 Del,, . 1men6 u2 Resource Management 1 I SPECIAL CONDITION C O M P L IANC E Monthly chloride concentrations must be reported semi-annually to the District for all production wells. In May, Ovate 20-a samples from production well PWI must be analyzed for 8 parameters including: Ca, Mg, Na, K, otal alkalinity may be reported instead of HCO3 and CO3 values. All information must be submitted on Form EN -7. Cl,C504 11CO3 and CO3. VER11IT ISSUED T0: General Develo ment Utilities —_ Please send more formsPERMIT NUMBER: 2-061-0142UNR : Forel EN -7 Return to: St. Johns River Water Management Dlutrlct Division of Records P. 0. Box 1429 Pa lar 1,. rl,.rl ,I� 101)77 I I Del Imen t RL-_Jrce „ollagemel(t I ! ) 1 1 I SPECIAL C O N D I TIO N COMPL IANC E Monthly chloride concentrations must be reported semi—annually to the District for all production wells. In May, wate 20—a samples from production well PWI must be analyzed for 8 parameters including: Ca, Mg, Na, K, Cl, SO4, 11003 and CO3. Total alkalinity may be reported instead of 11CO3 and CO3 values. All information must be submitted on Form EN -7. Anaiysis Prepared by: Snht,�t; °nom Com an Signature: 7 P Y Address --- PERMIT ISSUED T0; General Development Utilities PERA!IT NUMBER: 2-061-0142UNR Please send more forms; Return to: St. Johns River Water Management Dlntrlct Form EN -7 Division of Records P. 0. Box 1429 Pnlar 1,, 01,4,1, 11977 ST 1 JOHNS RIVPQ jWATr" VAN! "".)ENT BTR: S I I D I 1 1 Department of Resource Management S P E C I A L C O N D I T I O N C O M P L I A N C E Monthly chloride concentrations must be reported semi-annually to the District for all production wells. In May, wat( 20-a samples from production well PWI must be analyzed for 8 parameters including': Ca, Mg, Na, K, Cl, SO4, HCO3 and CO3. Total alkalinity may be reported instead of HCO3 and CO3 values. All information must be submitted on Form EN -7. PERMIT ISSUED T0; General Development Utilities PERMIT NMIIIER: 2-061-0142UNR Please send more forms; Return to: St. Johns River Water Management Dlutrlct Form EN -7 Division of Records P. 0. Dox 1499 1 1 1 1 1 1 1 1 1 I 1 I ST. JOHNS RIVER WATER MANAGEMENT DISTRICT Department of Resource Management SPECIAL CONDITION COMPLIANCE Monthly chloride concentrations must be reported semi-annually to the District for all production wells. In May, water )-a samples from production well PWI must be analyzed for 8 parameters including: Ca, Mg, Na, K, Cl, SO4, HCO3 and CO3. Total alkalinity may be reported instead of HCO3 and CO3 values. All information must be submitted on Form EN -7. DATE WELL NUMBER Chloride Ca Mg Na, K Cl SO4 HCO3+CO3 Total Alkalinity n �I P. W. 1 31 9Y P 3d c�a�9A Vy, i 3b ag9v y1�99 lay qua , W,a 38 3� _ - iP 3 8 Cn✓irometncsIInc ' Analysis Prepared by: _ 693 S.:d. a7z' g✓e. Vero 43eac1,, FL 3dg6&' Ad PERMIT ISSUED TO: Sebg3p4h Please send more forms: Form EN -7 Signature: ress PERMIT NUMBER: 2-061-0142UNR Return to: St. Johns River Water Management District Division of Records P. 0. Box 1429 ST, JOHNS RIVER WATER MANAGEMENT DISTRICT Department of Resource Management S PEC I A L CONDITION COMPLIANCE Monthly chloride concentrations must be reported semi-annually to the District for all production wells. In May, water n a samples from production well PWI must be analyzed for 8 parameters including: Ca, Mg, Na, K, Cl, SO4, HCO3 and CO3. Total alkalinity may be reported instead of HCO3 and CO3 values. All information must be submitted on Form EN -7. DATE WELL NUMBER Chloride Ca Mg Na. K C1 2g. t SO4 HCO3+CO3 Total Alkalinity S 27 9 P. W. 1 28.1 /U/ zI.3 81.3 .2.51 � I 356 Analysis Prepared by: PERMIT ISSUED TO: Please send more forms: Form EN -7 z-7!±- AQ6 VeCa 6eoa'n Fl 3?96% $E_13rq-S UnLlTIES m Signature: Address PERMIT NUDIBER: 2-061-0142UNR Return to: St. Johns River Water Management Dlstrict Division of Records °. n. Box 142r) CONDITION 20B )ST. ,, ANS nA AR wtAR. luuvnGEMcry i � DI5 r1ciCT i i 1 S 1 d 1 Department of Resource Management o 20-b SPEC IAL CONDITION COMPLIANCE Quarterly measurements of chlorides and dissolved solids must be performed on monitor wells: MIS, MID, 80-2 80-3, and M-5. This information must be submitted semi-annually on Form EN -7. s i i DATE WELL NUMBER Chlorides Dissolved Solids Zo�93 r:.l.s. 73 706 , '/Ao g3 M.1.D. 'V6 /�20 i/moo 93 80 - 2 /G �6Z / .zo 93 80 - 3 76 5 I iZ zi 93 H — 5 'J'1 Sla EAVIR0181E4TAL QUALITY LAB., INC. r Analysis Prepared b Industrial Pkv 1009 Tamiami Tr. y P Y• L'-0xs`Charlotto, I*1 ,Ryt Signature; Company Address PERMIT ISSUED T0: General Development Utilities PERMIT NUMBER: 2-061-0142UNR Please send more forms: Return to: St. Johns River Water Management District Division of Records Form EN -7 P. 0. Dox 1429 LT. judNS nLvhR 1vni gR Meuvn6MLn,'DIS.t%J;T Department of Resource Management C. SPECIAL CONDITION C O M P L I A N C E n27 -b L Quarterly measurements of chlorides and dissolved solids must be performed on monitor wells: PfiS, MID, 80-2 80-3, and H-5. This information must be submitted semi-annually on Form EN -7. DATE WELL NUMBER Chloridos Dissolved - Solids Analysis Prepared Industrial Pk 1009 Taminmi Tr. by: Q Signature: ��,* rh �te, 1 � �� 3 1...I.S. 7 G 30. PER111T 1SSUED T0: S- /u - 9 5 M.I.D. 6--/,7 •y�1 C� Please send more forms: Return to: St, Johns River Water Management Diatrlct S -/o-93 80 - 2 Division of Records Form EN -7 P. 0. Box 1429 s-�a yi so - 3 9i.7 s"3B 13 N— 5 q),qj Sa 8 ' RIVIRDNAtENTAL QUALITY LAU., INC. Analysis Prepared Industrial Pk 1009 Taminmi Tr. by: Q Signature: ��,* rh �te, 1 � �� Company Address PER111T 1SSUED T0: General Development Utilities PERMIT NUMBER: 2-061-0142UNR Please send more forms: Return to: St, Johns River Water Management Diatrlct Division of Records Form EN -7 P. 0. Box 1429 I I 1 I i 1 1 I 1 i 1 I I l I I I I 1 Department of Resource Management 20-b SPECIAL CONDI TIO N COMPLIANCE Quarterly measurements of chlorides and dissolved solids must be performed on monitor wells: MIS, MID, 80-2 80-3, and M-5. This information must be submitted semi-annually on Form EN -7. DATE 14ELL NUMBER Chlorides Dissolved Solids 7)) T, .;.; / j 80 - 2 6s3S. i� a7� 9�r. Analysis Prepared by: _�,7✓�%MC�%lCS �I �t/a 6�4c% FL3t�(BSignature: �/yf�� y�/ Company rr� Address PERMIT ISSUED 'l0: General Development Utilities PERMIT NUIiBER: 2-061-014.2UNR I'lease send more forms: Return to: St. Johns River Water Management Dlatrlct Division of Records form EN -7 P. 0. Box 1429 ST. JOHNS RIVER WATER MANAGEMENT DISTRICT Department of Resource Management 20-b SPECIAL CONDITION COMPLIANCE Quarterly measurements of chlorides and dissolved solids must be performed on monitor wells: MIS, MID, 80-2 80-3, and M-5. This information must be submitted semi-annually on Form EN -7. DATE WELL NUMBER Chlorides Dissolved Solids /G?� h.I.S. s (� 53,6 Jl0/`�y 80 - 2 /n 9y - 3 5 a7 L/.S G /6 9� fMI,S. 31.E 43(, G ld 4y rvt r,), s'f.S 4138 6 lb 9t ec -2- 6 1613V 80-3 //7 5-75 Y -1 v m-" z3•(� 41/� tn✓)romei-ri cs , W. Analysis Prepared by: 663 S-PU R7 f,11ve, .�•.. Vero dcnrh, FL 3065r PERMIT ISSUED TO: _ Sebg,5pe7r, UJ;1;11ej Please send more forms: {� form FN -7 Signature: Address PERMIT NUMBER: 2-061-0142UNR Return to: St. Johns River Water Management Dlstrict Division of Records �' n nnv 11.1n