UPDATED CAPACITY ANALYSIS REPORT FOR. Hontoon Island State Park. Wastewater Treatment Plant

Transcription

1 UPDATED CAPACITY ANALYSIS REPORT FOR Hontoon Island State Park Wastewater Treatment Plant Volusia County, Florida Facility ID: FLA Permit No.: FLA Expires: 2/28/2015 Prepared For: FDEP Division of Recreation and Parks 1800 Wekiwa Circle Apopka, FL February 16, 2015 Prepared By: McDonald Group International, Inc S. Brittany Path Inverness, Florida C.A.-7580

2 CAPACITY ANALYSIS REPORT FOR Hontoon Island State Park Wastewater Treatment Plant Volusia County, Florida The information contained in this report was prepared in accordance with sound engineering principals, and the recommendations contained within have been discussed with the permittee Date: George J. McDonald, P.E., FL PROFESSIONAL ENGINEER NO McDonald Group International, Inc. CA S. Brittany Path, Inverness, Florida (352) I am fully aware and intend to comply with the recommendations and schedules included in this report Date: Larry Fooks, Dist 3 Bureau Chief FDEP Division of Recreation and Parks 1800 Wekiwa Circle Apopka, FL

3 1.0 INTRODUCTION 1.1 Authorization 1.2 Related Reports and Documents 1.3 Service Area Description CAPACITY ANALYSIS REPORT FOR Hontoon Island State Park WASTEWATER TREATMENT PLANT Table of Contents 2.0 EXISTING CONDITIONS AND PERMITTED CAPACITIES 2.1 Influent Strength 2.2 Updated Flow Information Flow Calibration Plant Flow Characteristics Peak Hour and Daily Flows 2.3 Effluent Quality 2.4 Design and Current Loadings 2.5 Effluent Disposal and Reuse 2.6 Waste Sludge Disposal or Reuse System 3.0 FUTURE CONDITIONS - WASTEWATER FLOW PROJECTION 3.1 Unit Waste Generation Rate 3.2 Build Out Flow 3.3 Growth Rate 4.0 SUMMARY AND RECOMMENDATIONS Tables Table Permit Effluent Limitation Standards Table 2.1 -Influent Characteristics Table Flow and Performance History Table Effluent Quality Table Process Data Table Effluent Disposal Table Sludge Disposal Table Future Possible Average Flow Figures Figure Location Map Figure USGS. Map Figure Process Diagram Figure Site Plan Figure Flow Chart 3

4 CAPACITY ANALYSIS REPORT 1.0 INTRODUCTION Florida Department of Environmental Protection (FDEP) rule F.A.C. requires that a capacity analysis report be submitted to the Department with a permit application to renew a Wastewater facility permit. This capacity analysis is submitted to the FDEP by McDonald Group International, George J. McDonald, P.E., consultant engineer for FDEP Division fo Recreation and Parks, the owner and operator of the Hontoon Island State Park Wastewater Treatment Plant located in Volusia County, Florida in order to comply with rule , F.A.C. The last capacity analysis report was performed during the last permit renewal. The facility is located at 2309 River Ridge Rd, near Deland, Florida. A location map and USGS quad map are provided in Figures 1.1 and 1.2 respectively. 1.1 Authorization The FDEP Division of Recreation and Parks has retained George J. McDonald, P.E. to study their plant's historical flows, service area characteristics, and issues which effect changes in future capacity requrements of their wastewater treatment plant in order to provide a capacity analysis report (CAR) in support of the wastewater plant permit application. 1.2 Related Reports and Documents Accompanying this report is an Operations and Maintenance Performance Report, as well as FDEP Forms 1 and 2A for a domestic wastewater treatment plant. Additional information is contained in the accompanying reports and documents. 1.3 General Service Area Description The treatment facility serves Hontoon Island State Park. This park serves up to approximately 100 visitors per day at present. 1.4 Facility Information This Wastewater Treatment Plant is presently permitted for the flow capacity and discharge limitation standards in the following table: 4

5 Hontoon Island State Park Wastewater Treatment Plant 1. imum flow capacity MGD 2. BOD maximum concentrations - 20 mg/l annual average 30 mg/l monthly average 45 mg/l weekly average 60 mg/l any one sample 2a. TSS maximum 10 mg/l 3. ph range to Fecal Coliform #/100 annual average 800 #/100 maximum 5. Minimum Cl 2 conc mg/l 6. Nitrate 12 mg/l max The Hontoon Island State Park Wastewater Treatment Plant has been permitted for operation since the 1970s. Process It is an activated sludge waste treatment facility operating in the extended aeration mode. The treatment process comprises the following: flow equalization, aeration, final settling; sludge digestions, and disinfection. A process plan follows the USGS map in the following pages. Modifications Within the last 5 years, the effluent disposal drainfield was replaced with a new dual zone drainfield. Notices of violation According to the Owner and the Operator, no recent notices of violation have been received or consent orders have been entered into. 1.5 Scope of Report Although containing many elements of a regular capacity analysis report, the depth and scope of this report is meant to equal or exceed the requirements for an "abbreviated" capacity analysis report. 1.6 Information Sources This report is prepared based on information supplied by the permittee, information that may be found in FDEP public databases, the current permit, and information supplied by the operator. The report relies on the accuracy of this information for all analysis and opinions. 5

6 Figure 1.1 Street Location Map 6

7 Figure 1.2 USGS Map NORTH 7

8 Figure 1.3 Process Plan 8

9 Figure General Site Plan 9

10 Figure Site Plan- Drainfield Location (from plans furnished by owner) 10

11 2.0 EXISTING CONDITIONS AND PERMITTED CAPACITIES The Hontoon Island State Park Wastewater Treatment Plant has been active since 1970s. It is an activated sludge waste treatment facility operating in the extended aeration mode. The current operating permit, FLA is due to expire 2/28/2015 The Wastewater Treatment Plant is presently permitted to discharge effluent meeting the Secondary Treatment Technology Based Effluent Standards listed in the table in section Influent Strength The major parameters used to evaluate influent strength are influent BOD, TSS, TKN. Based on available test data, the influent strength is estimated to be as follows: Parameter CBOD 5 TSS Table 2.1 Influent Strength Characterization 209 mg/l 235 mg/l 11

12 2.2 Updated Flow Information Flow Calibration Flows to this wastewater plant are determined by elapsed time meters on the effluent pumps. Calibration is maintained by the operator, and was last checked March 3, Plant Flow Characteristics Data from Discharge Monitoring Reports (DMRs) were studied to determine the present plant flow characteristics. Table 2.2 summarizes the data taken from the DMRs for the period reviewed. Figure 2.2 graphically illustrates the annual average and rolling three month average flow for the period reviewed: Figure 2.2 Flow Chart Historical Flow FLOW, GPD Dec-14 Jul-14 Mar-14 Nov-13 Jul-13 Mar-13 Nov-12 Jul-12 Mar-12 Nov-11 Jul-11 Mar-11 Nov-10 Jun-10 Feb-10 Oct-09 Jun-09 Feb-09 Oct-08 Jun-08 Feb-08 Oct-07 Jun-07 Feb-07 Oct-06 Apr-06 Dec-05 Aug-05 Apr-05 Dec-04 Mar-02 Nov-01 July-01 Mar-01 April-00 Dec-99 Mo-Yr Mo Flow AADF 3 Mos Flow 12

13 Table 2.2 Flow and Performance History Date AADF Mo Flow Flow 3 Mos Avg BOD An Avg BOD Mo Avg TSS ph Min ph Fecal An Avg FC TRC Nitrate BOD In TSS In Dec Jan Feb Mar April May Jan Feb Mar April May June July Aug Sept Oct Nov Dec Jan Feb Mar April Sep Nov Dec Jan Feb Mar Apr May Jun

14 Date AADF Mo Flow Flow 3 Mos Avg BOD An Avg BOD Mo Avg TSS ph Min ph Fecal An Avg FC TRC Nitrate BOD In Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov <1 <1 0.5 Dec <1.0 <1.0 <1 <1 0.5 Jan <1 < Feb <1 <1 0.5 Mar <1 <1 0.5 Apr <1 <1 0.5 May <1 <1 0.5 Jun <1 < TSS In

15 Date AADF Mo Flow Flow 3 Mos Avg BOD An Avg BOD Mo Avg TSS ph Min ph Fecal An Avg FC TRC Nitrate BOD In Jul < <1 <1 1 Aug < <1 <1 0.5 Sep < Oct < <1 <1 1 Nov <1 <1 0.6 Dec < <1 <1 0.8 Jan < <1 <1 2.4 Feb <1 <1 2 Mar Apr <1 <1 0.5 May >9.05 < <1 <1 1 Jun <1 <1 <1 <1 1 Jul < <1 <1 0.7 Aug <1 <1 <1 <1 1 Sep < 1 < Oct < < 1 < 1 1 Nov < Dec < < Jan < Feb < 1 < < Mar < < Apr < < 1 1 May < < 1 < 1 1 Jun < < 1 1 Aug < < Sep < Oct < 1 2 Nov < < 1 < Dec < 1 < 1 2 Jan < 1 < 1 2 Feb < 1 < 1 2 Mar < < 1 < Apr < 1 < May < < TSS In

16 Date AADF Mo Flow Flow 3 Mos Avg BOD An Avg BOD Mo Avg TSS ph Min ph Fecal An Avg FC TRC Nitrate BOD In Jun < 2 < < 1 < Jul < 2 < < 1 < Aug < < 1 < Sep < 2 < < 2 < 2 2 Oct < 2 < < 2 < Nov < < Dec < 2 < < 1 < Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar TSS In

17 Date AADF Mo Flow Flow 3 Mos Avg BOD An Avg BOD Mo Avg TSS ph Min ph Fecal An Avg FC TRC Nitrate BOD In Apr May Jun Jul Aug Oct Nov Dec TSS In 17

18 2.2.3 Peak Hour Flows Peak hour flows were estimated with consideration with respect to plant performance and the availability of a surge tank to attenuate incoming flow. Based on this, the effective peak hour factor is estimated to be 2.5 times the average daily flow. 2.3 Effluent Quality The treated wastewater leaving the plant must meet specific limitations established by the FDEP in the current permit. Table 2.3 shows the current plant performance for the period studied versus the permitted requirements for effluent quality. Table 2.3 Hontoon Island State Park Wastewater Treatment Plant Effluent Quality Analysis Su mmary to Parameter Result Unit Permit Limit Annual Average Daily Flow MGD Mon th ADF MGD report 3 Mos Flow MGD report An Avg BOD 5.7 mg/l 20 Effluen t TSS mg/l 10 Mon th Effluent BOD mg/l 30 Nitrate 9.9 mg/l 12 Coliform: 2 #/ An Avg Coliform 8 #/ Min Cl2: 0.5 mg/l 0.5 Min ph 7 6 ph

19 2.4 Design and Current Loadings The Hontoon Island State Park Wastewater Treatment Plant is an activated sludge wastewater treatment plant operating in the extended aeration mode. Figure 1.3 at the beginning of this report provides a graphical illustration of the unit process flow scheme. Table 2.4 lists each unit process along with the associated loading rate with pertinent dimensional or volumetric data. (Volumetric, areas and dimensional data is estimated from information in the record drawings). Process design data is also incorporated into table 2.4. Table Process Data Current Flow Design Flow Influent Characteristics: BOD mg/l TSS mg/l TKN mg/l AADF MGD Effluent Targets BOD mg/l <20 <20 TSS mg/l <10 <10 Nitrate mg/l <12 <12 Disinfection basic basic Process Design: Process Mode ExtAer ExtAer Temp MLSS mg/l SRT days Yield Coefficient anoxic 0 0 aeration Total Volume MGAL V/Q, hrs BOD Loading, #/1000 cf Solids, Oxic, Lbs Solids, Anoxic, Lbs 0 0 MLSS Recirculation, % 0 0 RAS Recycle, %

20 Aeration System: Current Flow Design Flow RAS mg/l (stabiliz MLSS) WAS, lb/day 2 6 WAS, gpd Tank Configuration series series Process O2, lb/day Diffuser Efficiency, % 6 6 Air Rqd., SCFM 8 18 lb O2/#BOD Air supply, CF/# BOD Type Aeration Diffused Diffused Air Rqd. RAS: Air Rqd. Process: 8 18 Air Rqd.Digester 5 5 Volume Surge Air Rqd.Surge 5 5 Total Air Rqd.: HP Required HP Provided: (3) 3 Hp (3) 3 Hp Final Settling: No. of Clarifiers 1 1 Surface Area, EA., sf Side Depth Total Depth to Hopper Bottom Volume V/Q, hrs Design Peak Factor Hydraulic Overflow: Avg., gpd/sf Peak, gpd/sf Solids Loading Rate: Avg., lb/d-sf 3 8 Peak, lb/d-sf 6 14 Disinfection: Method hypochlor hypochlor No. of CCCs 1 1 Volume EA, gallons Total CCC volume Cl2 Residual, mg/l Cl2 Dose, mg/l 8 8 Consumption, lb/day Hydraulic Detention: 20

21 Aerobic Sludge Digestion: Land Application System Current Flow Design ADF, minutes 706 PHF, minutes Residual * Detention Disinfection Level Basic Basic WAS Flow, gpd Total Solids,#/day WAS, mg/l % Volatile WASv, mg/l Total VSS,#/d 1 5 VSS, #/Digester cf/day Thick Solids,% 1 1 Digester Vol, gal Initial Est.SRT, days Temp, Degrees C VSS Destroyed, % Avg. Solids, mg/l Supernatant Solids,mg/L WAS Fraction Not Destroyed WAS Fraction in Digester Supernatant, gpd TSS in Digester, # Total SS Removed, #/d 1 6 Supernatant TSS,#/d Sludge Discharge,#/d 1 5 Sludge Rem/year, DTR Sludge Discharge,gpd Digester SRT, days Sludge Stabiliz. Class B <B Digester HRT, days O2 Rqd, VSS, #/d 2 2 Air, SCFM 2 2 Diffuser Effic.,% 5 5 Air Rqd. Mixing, SCFM 5 5 Design SCFM 5 5 drainfield Land Application Area, ac Type System drainfield drainfield # SubCells 2 2 Load Rate, gpd/sf Load Rate, in/wk

22 2.5 Effluent Disposal / Reuse Effluent from the treatment plant is disposed or reused by a dual zone drainfield. The relationship of the effluent disposal system to the treatment facility is shown in the site plan in figure The associated loading rates of this system at current and design flows is as follows: TABLE 2.5 Effluent Disposal\Reuse System System Type Application Area Flow Loading Rate (acres) (MGD) (in/wk) drainfield Note: 1.9 gpd/sf equals 21.3 in/wk; 5.6 gpd/sf equals 62.9 in/wk. This drainfield is a replacement of the original, and was installed in

23 2.6 Waste Sludge Disposal or Reuse System Please refer to the process calculations in table 2.4 for information on the SRT and predicted VSS destruction from this facility from the aerobic process alone. Waste sludge from this facility is classified as Class B at current flows and straight from the digester. The disposition of the sludge is as follows: Table 2.6 Sludge (Residuals) Disposal Direct Land Application Biosolids Treatment Facility Quantity 0 dry-tons/yr ` 0.2 dry-tons/yr Site/Facility Name Blue Springs State Park WWTF Location County Orange Because the facility is located on an island with no road access and no vehicle ferry, sludge is dried in a drying bed and then transported in a container to the Blue Springs State Park WWTF, and deposited in the digester there. 23

24 3.0 FUTURE CONDITIONS - WASTEWATER FLOW PROJECTION 3.1 Unit Waste Generation Rates From section 3.1, the annual average daily flow is MGD. Access to the Park is available only by boat. Some visitors may be there for the day and some may make overnight use of the six cabins and twelve tent sites, and there are forty boat slips. It is estimated that on average There are 100 visitors more or less per day served by this facility, although the number of daily visitors will fluctuate considerably. From this, it is concluded that the unit waste generation rate is 20 gallons per visitor/day. 3.2 Future Possible Average Flow The future possible average flow to this facility is calculated in table 3.2 under the premise that the maximum future or build out flow is equal to the maximum number of units that contribute wastewater times their unit waste generation rate. Assuming full occupancy of boat slips, camp sites and cabins, it is estimated the highest served population may be 180 persons. Table 3.2 Future Possible Average Flow Type of Unit #of Units Unit Waste Generation Rate Future Flow visitors per day gpd per visitor MGD 3.3 Growth Rate Future growth rates can be predicted from several methods. In this case, site specific knowledge was used to predict flows using information supplied by the owners. The Park does not forecast any significant change in usage over the foreseeable future and as a result, flow patterns are expected to remain with no change. 24

25 4.0 SUMMARY AND RECOMMENDATIONS Based on the analysis of the wastewater treatment plant, effluent disposal or reuse system and sludge handling stream, the maximum ratable capacity of the system as a whole is MGD, as noted in the foregoing sections. Future maximum capacity anticipated is MGD. In accordance with F.A.C. and based on future flow projections and present capacity, the owner of this facility needs to continue to monitor the proper operation of the plant. 25