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Home My WebLink AboutNC0026697_Permit (Issuance)_19970219State of North Carolina Department of Environment, Health and Natural Resources Division of Water Quality James B. Hunt, Jr., Governor Jonathan B. Howes, Secretary A. Preston Howard, Jr., P.E., Director Mr. Terry Dailey Clay County Water & Sewer District P.O. Box 118 Hayesville, North Carolina 28904 Dear Mr. Dailey: AvviE?C‘TAA o s -iNR February 19,1997 Subject: INTDES Permit Issuance Permit No. NC0026697 Clay County WWTP Clay County In accordance with the application for a discharge permit received on July 11, 1996, the Division is forwarding herewith the subject NPDES permit. This permit is issued pursuant to the requirements of North Carolina General Statute 143-215.1 and the Memorandum of Agreement between North Carolina and the US Environmental Protection Agency dated December 6,1983. If any parts, measurement frequencies or sampling requirements contained in this permit are unacceptable to you, you have the right to an adjudicatory hearing upon written request within thirty (30) days following receipt of this letter. This request must be in the form of a written petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of Administrative Hearings, Post Office Drawer 27447, Raleigh, North Carolina 27611-7447. Unless such demand is made, this decision shall be final and binding • Please take notice this permit is not transferable. Part II, E.4. addresses the requirements to be followed in case of change in ownership or control of this discharge. This permit does not affect the legal requirements to obtain other permits which may be required by the Division of Water Quality or permits required by the Division of Land Resources, Coastal Area Management Act or any other Federal or Local governmental permit that may be required. If you have any questions concerning this permit, please contact Jeff Myhra at telephone number (919) 733- 5083, extension 597. Sincerely, Origaial Signed By Li David f4t A. Preston Howard, Jr., P.E cc: Central Files Winston-Salem Regional Office Mr. Roosevelt Childress, EPA Permits and Engineering Unit Facility Assessment Unit Aquatic Survey & Toxicology Unit P.O Box 29535, Raleigh, North Carolina 27626-0535 Telephone (919) 733-5083 FAX (919) 733-0719 An Equal Opportunity Affirmative Action Employer 50% recycled / 10% post -consumer paper Permit No. NC0026697 STATE OF NORTH CAROLI.NA DEPARTMENT OF ENVIRONMENT, HEALTH, AND NATURAL RESOURCES DIVISION OF WATER QUALITY PERMIT TO DISCHARGE WASTEWATER UNDER THE NATIONAL POLLUTANT DISCHARGE ELIMINATION. SYSTEM In compliance with the provision of North Carolina General Statute 143-215.1, other lawful standards and regulations promulgated and adopted by the North Carolina Environmental Management Commission, and the Federal Water Pollution Control Act, as amended, Clay County Water and Sewer District is hereby authorized to discharge wastewater from a facility located at the Clay County WWTP NCSR 1300 Hayesville Clay County to receiving waters designated as Town Creek in the Hiwassee River Basin in accordance with effluent limitations, monitoring requirements, and other conditions set forth in Parts I, II, III, and IV hereof. The permit shall become effective April 1, 1997 This permit and the authorization to discharge shall expire at midnight on March 31, 2002 Signed this day February 19, 1997 tggnaf Signed o (.3 o • A. Preston Howard, Jr. P E , Director Division of Water Quality By Authority of the Environmental Management Commission SUPPLEMENT TO PERMIT COVER SHEET Clay County WWTP is hereby authorized to: Permit No. NC0026697 1. Continue to operate a 0.097 MGD extended aeration wastewater treatment facility consisting of a 20,000 gallon flow equalization unit, aeration basin chlorine disinfection and dechlorination, and rectangular clarifier. In addition, continue to operate a 25, 000 gallon package plant with chlorine disinfection and dechlonnation in conjunction with the existing 60,000 gallon concrete plant located at Clay County WWTP, NCSR 1300, Hayesville, Clay County (See Part III of this permit), and 2. Discharge from said treatment works at the location specified on the attached map into Town Creek which is classified Class WS-IV waters in the Hiwassee River Basin, and 3. After receiving an Authorization to Construct from the Division of Water Quality, construct and operate a 0.300 MGD WVVTP that discharges into the Hiwassee River which is classified Class WS-IV waters in the Hiwassee River Basin. ROAD CLASSIFICATION PRIMARY HIGHWAY HARD SURFACE SECONDARY HIGHWAY HARD SURFACE LIGHT -DUTY ROAD, HARD OR IMPROVED SURFACE UNIMPROVED ROAD latill•• Mae Latitude 35°02130" Map # G3SE Stream Class Discharge Class Longitude Sub -basin Ws -iv 83'49'15" 040501 01 Receiving Stream Town Creek Design Q 0.097 MGD Permit expires 12/31/97 0 SCALE 1924 000 0 1 MILE :tt a carxss-tib2u <x.saxetaoalt?x2;rccr3 7000 FEET s:aty:z<xx:v:sx ">zs>x%cai.."oo 1 0 1 KILOMETER I 1 CONTOUR INTERVAL 40 FEET QUAD LOCATION Clay County WWTP NC0026697 Clay County A .(1) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS FINAL Permit No. NC0026697 During the period beginning on the effective date of the permit and lasting until expansion and relocation of the outfall to the Hiwassee River, the Permittee is authorized to discharge from outfall serial number 001. Such discharges shall be limited and monitored by the Permittee as specified below: w : Flow BOD, 5 day, 20°C2 Total Suspended Residue2 Fecal Coliform (geometric mean) Total Residual Chlorine pH3 NH3 as N Temperature Temperature Total Nitrogen (NO2 + NO3 + TKN) Total Phosphorus Dissolved Oxygen Chronic Toxicity4 Notes: 1 2 )• 3 The pH shall not be less than 6.0 standard units nor greater than 9.0 standard units. 4 Chronic Toxicity (Ceriodaphnia) P/F at 23 percent: February, May, August, and November, See Special Condition A.(2) on the Supplement to Effluent Limitations and Monitoring Requirements Page - Special Conditions for Flow of 0.097 MGD There shall be no discharge of floating solids or visible foam in other than trace amounts. Special permit conditions applicable to the subject facility are listed on the Supplement to Effluent Limitations and Monitoring Requirements Page - Special Conditions for flow of 0.097 MGD 0.097 MGD 30.0 mg/I 30.0 mg/I 200 / 100 ml • • • :::R 1is:: ::i::::::$::• ::> :::i:: i>i,‘ 45.0 mg/I 45.0 mg/I 400 / 100 mi mum...... 28 0 jig/1 Continuous Weekly Weekly Weekly 2 / Week Weekly Weekly Daily Weekly Semi-annually Semi-annually Weekly Quarterly Recording Composite IorE E, I Composite Grab Grab Grab E, I E Composite Grab Grab E E E Composite Composite Grab Composite E U, D E E E,U,D E Sample locations- E - Effluent, I - Influent, U - Upstream 50 feet from the discharge point, D - Downstream near the mouth of Town Creek. The monthly average BODS and Total Suspended Residue concentrations shall not exceed 15 percent of the respective influent value (85 percent removal Permit No. NC0026697 SUPPLEMENT TO EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS SPECIAL CONDITIONS For Flow of 0.097 MGD A.(2). CHRONIC TOXICITY PASS/FAIL PERMIT LIMIT (QRTRLY) The effluent discharge shall at no time exhibit chronic toxicity using test procedures outlined in the "North Carolina Ceriodaphnia Chronic Effluent Bioassay Procedure," Revised November 1995, or subsequent versions. The effluent concentration at which there may be no observable inhibition of reproduction or significant mortality is 23.0% (defined as treatment two in the procedure document). The permit holder shall perform quarterly monitoring using this procedure to establish compliance with the permit condition. The tests will be performed during the months of February, May, August, and November. Effluent sampling for this testing shall be performed at the NPDES permitted final effluent discharge below all treatment processes. All toxicity testing results required as part of this permit condition will be entered on the Effluent Discharge Monitoring Form (MR-1) for the month in which it was performed, using the parameter code TGP3B. Additionally, DWQ Form AT-1 (original) is to be sent to the following address: Attention: Environmental Sciences Branch North Carolina Division of Water Quality 4401 Reedy Creek Road Raleigh, North Carolina 27607 Test data shall be complete and accurate and include all supporting chemical/physical measurements performed in association with the toxicity tests, as well as all dose/response data. Total residual chlorine of the effluent toxicity sample must be measured and reported if chlorine is employed for disinfection of the waste stream. Should there be no discharge of flow from the facility during a month in which toxicity monitoring is required, the permittee will complete the information located at the top of the aquatic toxicity (AT) test form indicating the facility name, permit number, pipe number, county, and the month/year of the report with the notation of ` No Flow" in the comment area of the form. The report shall be submitted to the Environmental Sciences Branch at the address cited above. Should any single quarterly monitoring indicate a failure to meet specified limits, then monthly monitoring will begin immediately until such time that a single test is passed. Upon passing, this monthly test requirement will revert to quarterly in the months specified above. Should the permittee fail to monitor during a month in which toxicity monitoring is required, then monthly monitoring will begin immediately until such time that a single test is passed. Upon passing, this monthly test requirement will revert to quarterly in the months specified above. Should any test data from this monitonng requirement or tests performed by the North Carolina Division of Water Quality indicate potential impacts to the receiving stream, this permit may be re- opened and modified to include alternate monitoring requirements or limits. QCL PIF Version 9/96 A.(3) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS FINAL During the period beginning upon expansion above 0.097 MGD and relocation of authorized to discharge from outfall serial number 001. Such discharges shall be F. Flow BOD, 5 day, 20°C2 Total Suspended Residue2 Fecal Coliform (geometric mean) Total Residual Chlorine pH3 N H3 as N (April 1 - October 31) 0 300 MGD 30.0 m /I g 45.0 mg/I 30.0 mg/I 200 / 100 ml N H3 as N (November 1 - March 31) Temperature Total Nitrogen (NO2 + NO3 + TKN) Total Phosphorus Dissolved Oxygen Notes: 2 11.0 mg/I 45.0 mg/I 400 / 100 ml Permit No. NC0026697 the outfall to the Hiwasee River and lasting until expiration, the Permittee is limited and monitored by the Permittee as specified below: Continuous Weekly Weekly 28 0 gg/I Weekly 2 / Week Recording Composite Composite Grab Grab IorE E, I E, I Weekly Grab Weekly Weekly Weekly S emi-annually Composite Composite Grab Composite E E E E E U, D E S emi-annually Weekly Composite Grab E E, U, D Sample locations E - Effluent, I - Influent, U - Upstream 50 feet from the discharge point, ID - Downstream 100 feet from discharge point. The monthly average BOD5 and Total Suspended Residue concentrations shall not exceed 15 percent of the respective influent value (85 percent removal). 3 The pH shall not be Tess than 6.0 standard units nor greater than 9.0 standard units. There shall be no discharge of floating solids or visible foam in other than trace amounts. Permit No. NC0026697 SUPPLEMENT TO EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS (Continued) SPECIAL CONDITIONS For Flow of 0.097 MGD NOTE: Failure to achieve test conditions as specified in the cited document such as minimum control organism survival, minimum control organism reproduction, and appropriate environmental controls, shall constitute an invalid test and will require immediate follow-up testing to be completed no later than the last day of the month following the month of the initial monitoring. QCL PIF Version 9/96 Map Facility NPDES # aME Hayesville / Clay County WWTP NC0026697 2 Ernest Moody Mountain View NC0074021 3 TVA / Chatuge Hydro Electric Plant NC0027332 SUBBASIN: 40501 Receiving Stream County Town Creek (Clay) Hiwassee River (Clay) Hiwassee River (Clay) 4 USDAFS / Jack Rabbit Mtn Recreation Area Chatuge Lake NC0021148 (Clay) 5 NP&L / Mission Hydro Plant NCG500128 6 Jimmy J. Davenport Residence NCG550427 Hiwassee River (Clay) Tusquittee Creek (Clay) • Design Flow G D 0.097 / 0.300 8/19/97 Latitude Longitude Map Quad 35°02'35" 83°49'00" G3SE 0.02 35°O1'30" 83°47'17" Y G 3 SE 0.36 0.013 0.0003 35°01'10" 83°47'30" G3SE 35°00'33" 83°46'21" G3SE 35°03'53" 83°55'34" G3SW 35°05'00" 83°44'02" G4 SW Nitv1/4) 0, enj Liz en,„ I 9 d rg i5Cfoe; Nat w t it � 33'° D 3r l(0" L,tal, a�g 3uId''J"�"Lot Trwm etmeck, r/41/4 kir dos t t f ovL to-v.-et iso kr: e9.--,f NOTE LLYJK LAX/Lc-4_ 4A, 4-L5 A.CM JLL 'co FiLdc. I � NPDES WASTE LOAD ALLOCATION PERMIT NO.: NC0085910 PERMI IThE NAME: FACILITY NAME: Clay County Water and Sewer District Hayesville WWTP Facility Status: Proposed Permit Status: New Major Pipe No.: 001 Minor °N1 Design Capacity: 0.3 MGD Domestic (% of Flow): Industrial (% of Flow): 100 % Comments: Clay County currently operates a 0.097 MGD WWTP discharging into Town Creek. This request is for a new 0.3 MGD VVWTP discharging to the Hiawassee River. RECEIVING STREAM: Hizwassee River Class: WS-IV Sub -Basin: 04-05-01 Reference USGS Quad: G3SE County: Clay Regional Office: Asheville Regional Office (please attach) Previous Exp. Date: 00/00/00 Treatment Plant Class: Classification changes within three miles: Requested by: Prepared by: Reviewed byi wc5� Jeff Myhra eet 9',< (5), /.55---niz, (a) ,-keichte; /y"�� /(1 e � Y V I cl 1ak 2 Date: 7/25/96 Date: g Z Date: c, 40 ay Modeler A wvk Date Rec. Drainage Area (mil) 070 � Avg. Streamflow (cfs): 60* -AC N* 7Q10 (cfs) 6.0 Winter 7Q10 (cfs) �. $ 30Q2 (cfs) Toxicity Limits: IWC % Acute/Chronic Instream Monitoring: Parameters OcZ l 961/14P- Upstream CO ail` G. Location Downstream /00 if aitvn- Location Effluent Characteristics BOD5 (mg/1) NH3-N (mg/1) D.O. (mg/1) TSS (mg/1) F. Col. (/100 ml) pH (SU) 9�25. Chiortive Summer 3 0 //a Menidniv- 0 ZOO Winter 30' In!i1/ fo r iYagtriS • Zc7O 6-9 214 AWL Comments: 5itc /art 5: ea 10:, elescr--/I/lien_ k theetr.14 r-''c/1.-L P.Sfi 1,414 1 1,2 r • • s • 0 • Hayesville'Ch )MGWP1101 ,1865 ago /920 • • • .�` -.►- -� � ice' j / K • • cic • !. •B M ,1P 1. 1830 .• 4893 � "`• Hate BM 21829/ BM IP 99 1837 • -'BM IP 103; 1862 ° 0 ▪ • . 185 1� BM HMK 16 °\` 1864 it • aging"sta'N ' 113M-1)- ;I° i 1792}--- D 1 ower inta;- \ \ 1 I • L r.• •_.- B M'IP. 95 �`J ,4984 _r ( 0 O 0 01 J • Gibbay Islanc Facility Name: NPDES No.: Type of Waste: Facility Status: Permit Status: Receiving Stream: Stream Classification: Subbasin: County: Regional Office: Requester: Date of Request: Topo Quad: FACT SHEET FOR WASTELOAD ALLOCATION Hayesville NC0085910 Domestic - 100% Proposed New Hiwassee River WS-IV 04-05-01 Clay Asheville Jeff Myhra 7/26/96 G3SE Request # 8500 Stream Characteristic: USGS # Date: Drainage Area (mi2): Summer 7Q10 (cfs): Winter 7Q10 (cfs): Average Flow (cfs): 30Q2 (cfs): IWC (%): see below 204 6.0 * 8.8 * 60.0 * 7% * See attached for a description of how instream flows were estimated considering the influence of Chatuge Dam and the reaeration weir. Wasteload Allocation Summary (approach taken, correspondence with region, EPA, etc.) _.0 Owl v errnatatab —4 u mamas . • Etats • Jf1 The Town of Hayesville has applied for a permit to construct a new WWTP which is designed to discharge 0.3 MGD of treated domestic effluent to the Hiwassee River. Currently, the town operates a 0.097 MGD facility with an outfall to Town Creek. A modeling analysis of the new discharge does not predict instream D.O. violations at secondary limits. A summer limit for ammonia is recommended to protect against toxicity. Although the reaeration weir was designed to increase instream D.O. concentrations to at least 5.0 mg/L during turbine generation, according to a TVA modeler, D.O. concentrations downstream of the weir can be below the standard (5.0 mg/L) under certain conditions. Instream monitoring for D.O. and temperature up and downstream of the discharge is recommended Special Schedule Requirements and additional comments from Reviewers: E /\1 7 1996 f MML..I T Y SECTION REGIONAL OFFICE Recommended by: Reviewed by Instream Asses ment: Region . ' , , isor: Permits 81 Engineering: Bilea 1111:9;44-4 �im�L�t�Py, Alt ��,rick� RETURN TO TECHNICAL SUPPORT BY: SEP 0 3 7996 Recommended Limits: Wasteflow (MGD): BOD5 (mg/1): NH3N (mg/1): DO (mg/1): TSS (mg/1): Fecal Col. (/100 ml): pH (SU): Residual Chlorine (g/I): CONVENTIONAL PARAMETERS Monthly Average Summer Winter 30.0 11.0 monitor 30.0 200 6-9 28.0 WQ or EL 30.0 EL monitor WQ monitor 30.0 EL 200 6-9 28.0 Parameter(s) are water quality limited. For some parameters, the available load capacity of the immediate receiving water will be consumed. This may affect future water quality based effluent limitations for additional dischargers within this portion of the watershed. OR No parameters are water quality limited, but this discharge may affect future allocations. INSTREAM MONITORING REQUIREMENTS Upstream Location: 50 feet upstream of outfall Downstream Location: 100 feet downstream of outfall Parameters: dissolved oxygen, temperature Special instream monitoring locations or monitoring frequencies: s St) Jal3ilia.vtt. �t� MCOnOiNifteLtA. � � up sty-ca.r� LO. peas,b � rwrrn a.P oonta-Wo id °Ithaca -�� lod o fi altd Une€Mem. MISCELLANEOUS INFORMATION & SPECIAL CONDITIONS 5%°arkr Special Instructions or Conditions (7/6 Wasteload sent to EPA? (Major) __ (Y or N) (If yes, then attach schematic, toxics spreadsheet, copy of model, or, if not modeled, then old assumptions that were made, and description of how it fits into basinwide plan) Additional Information attached? (Y or N) If yes, explain with attachments. Low Flow Estimate on the Hiwassee River at the Proposed Hayesville WWTP Outfall AHM August 1996 Background information: The Tennessee Valley Authority (TVA) operates Chatuge Dam on the Hiwassee River approximately 4.5 miles upstream of the proposed discharge. The dam is used for flood control, recreation, and power generation from its single turbine. TVA has no minimum release requirement from the dam. A discontinued USGS gaging station located approximately 1.5 miles downstream of the dam repeatedly recorded monthly minimum stream flows of < 2.0 cfs over the last ten years of its operation (1965-1975). When water is being released from the dam maximum stream flows can be over 1000 cfs. Since water used to generate electricity is drawn from near the bottom of the lake, instream D.O. concentrations below the dam can be <1.0 mg/L. In order to minimize the wide fluctuations in the stream flow as well as increase the instream D.O. concentration, TVA constructed a reaeration weir approximately 0.8 mile downstream of the dam. The reaeration weir was put into service in November 1992. The weir is designed to maintain a minimum flow of 60 cfs from the weir pool. This flow rate can be maintained for 12 hours after which the weir pool must be refilled. Therefore, TVA has set a schedule to pulse the turbines every 12 hours for at least 30 minutes at 1310 cfs in order to refill the weir pool. Since the dam only has one turbine and no release gates any mechanical failure or routine turbine maintenance canprevent the passage of water downstream. In cases where the 12 hour pulsing schedule can not be met, mobile electric pumps can be deployed and put into service. These pumps are designed to transfer approximately 30 cfs of water over the dam in order to maintain some flow downstream. The pumps are moved between the three area TVA dams as needed. According to a TVA representative it takes about 18 hours to deploy the pumps. Although TVA has gone to considerable effort and expense to maintain a minimum flow of at least 30 cfs there are times when no flow, except leakage, is released. A TVA representative has stated that power outages, such as the one caused by an ice storm this year, can prevent any release of water from the dam. Low flow estimate: There appears to be a reasonable chance that on occasion TVA is not able to release water from the dam. On such occasions only leakage passes downstream. TVA has calculated leakage to be approximately 10 cfs, however estimates vary. Data from the USGS gaging station tends to indicate that leakage, at least during the 1960s and 70s was considerably less than 10 cfs. For purposes of a low flow estimate, a leakage of 1 cfs was assumed. Leakage from the dam plus the 7Q1.0 flow estimates from Hyatt Mill Creek, Blair Creek, Downing Creek, and Town Creek were summed to yield an estimate of 6.0 cfs as the low flow at the proposed WWTP outfall. • ki /JaJ(e/fl/i //e#, =0 3 A 71,6 )1477 RA, 8� L GlL AlarciitiA Propod 073 Not 0,R5 O N57 lo 0,15tk f� Caryr CP k • 74'k»-O,97 607C/0 4:4 9.Q1 - 30Qy /03 `ito.' {nnv= 3,0 vi agrefir•n/tre model sts• nm: moAduns 76 ffrell 24? / 11,44 • lbac i3r, 974 z=z03 =3, O zo? mitt NM y-4 Aea,..„ Jo „„,, s►M5 • �• Uer a 760 1 s k--- 0-144/ 17,01 • 4 • • Phrim, Con viuSvrpfy,, tv/ efolL (?T&/I4' geatto2 (*23) 3z-5t77 Motteri aw.,Sizr L LA de te telW jpz/ Pio 7/ A e-, . 15)Azitit dichai d tOtteettra i/40400r G�Jfit-i o 1t' 541/nt ‚tur arleilq dgtenztzs__Azg /11 /1241 el#(74,/i- "kid rut tit° eicS1„fed swzi_f L 41(5 tild _reit Ani to gg/ A 4.4;:et. friel a Ace fOVV!Lt„ Tkoc /ea4y) ,Q iv 43 0 ;14 0 r mitaet;fre./tutt 5ornc. �j-�o w ffi rz'yen', Tlir.,„ ay 7444., A h lerec __4, Lesa4L-- fl- 7 J Ars /v t aac0 ' flQ Ateve," fit cy teav• area. se /Awe 71 a tic eil.tezt hed ,7414.0 da44ik _karts_ Zsiti-- rf flu'zc /i a pa kl401 OLI, atiztil flu. airie nvi‘ds. pmet en X14.... S ca �i kal ran /UM Cac 11411140 196C01111, iti4 A o' °TA-c Ltot fr-Sn'tecbidet a AcdLys/ /flWe/t WI Ad ~/7/e1M (1)Avi teas 2. / nitt v 0, ameci< 44"/ it cfr 11761/0 1,150? 14 (eta °Iff 4e-ti 0/ 71 WW2 4;41-st ive fo /4c t3g Fay e1/20( ASa a tit/ .x jP/vt te - 0 .57eseio g, if; (nnettazici -aft a 97 491 nix/ = aw4(3,0 f �� = a IS • • Payc4'wrP Hnio 52110.-t-L 0, ICC 0 klath:4152 ) 30611 = 030 ler • 1 EM- • 2- n� a 2 •s7aio = o ger N 0 Wala Z cZ (7o, • • az= its4nt< = S•6 iSaA rof // a mit( c : 0 ft-a 7"•,- Alc 3,5iviy; = = Fe 75 eiti Zr ' 5767to:- vicli Z754.4) I t /31 8 witydz #4"/ :-.. Z/6 14 8/z5-x-(1175 3, 3flZ= 8/341-f? g, 75 16 l/1 min eilke i r 0 4 57am.. g/75-5 ;)c 5-erjy> W7Qio= o.a5z14/ ja"" =ft a 347� 32?eJV9%4r)= /10 • int /6 ntAza.__ // 1) ear 71/_th = 416er # %a 1 1 = 043 11760 ei Z52 qr. a I ••• • 3, 'nrnrc � = 77r 76210 adses-- 1E75 )41 43F H761/0 = 41V14 (k/ 75 z-a: 43 1,75 iir • • • + 167 13T 4,+ 5 re &_0 it :Ai Ay 7iO OH.) ,6//n�� 700 How ( ) k /Toro Ann (7620 ir 4, ) 7(0IO/O/3g �i� it 7�-t/3$ ide+ arcrz: letk� HJJMUL /3/�nr G�, asn,;!, c� 4.4en Lei N7iVIOss 710 -i- 2116 c(f,i-fr 2,9K 1-2 plAtAmi-* /7OmAI� 5,5- mit Nyar Alva eft__ 4 z vw2- 4(44„. air l• 1f z le;wri ar_ I .� 444 Z dOredli12In() Ck • LZcbnhuJ � #/ophist, R. qA1/2�'2c 93J7(7&7 - Laf 350 /tf5-' zin _Flow_ Gni 0739795 I ic 0 1 116b 176? 7870 3,0 � /49° filmoke ze6 (.14— iro al6(ot 8/1 '7u' 2,o / it) Z Oft /, Z 464 /477,' fig, 1 i/a No' ehtrou. ✓� NMI -1I01A) (qv ai hoick . >C<S7 -T71,1 Wternoyancitunil North Carolina Division of Water Quality Instream Assessment Unit To: Forrest Westall From: Andrew McDaniel hru: Carla Sanderson Date: August 8, 1996 Subject:-ayesville WW'1P (NC0026697) nstream monitoring Clay County • The Town of Hayesville has an NPDES permit to discharge 0.097 MGD of treated effluent into Town Creek. During 7Q10 flow conditions the facility's discharge comprises p 23% of the stream flow in Town Creek. As a condition of its permit Hayesville is required to conduct instream monitoring for dissolved oxygen (D.O.) and temperature. According to the permit the upstream monitoring location should be approximately 50 feet upstream of the outfall and the downstream location should be near the mouth of Town Creek. After a review of 1993-June 1996 DMRs submitted by Hayesville, it appears that the facility is conducting both its upstream and downstream monitoring in the same location. Over the past four years the facility has consistently reported both monitoring locations as beingthe Town Creek bridge.addition, In addition, values for instream temperature, D.O. concentration, and sampling time, have been identical at both locations. Please have the appropriate staff investigate if the instream data has been collected in accordance with the Town's permit. If I can be of any assistance please do not hesitate to call (919) 733-5083 ext. 513. • cc: Kerry Becker (ARO) 7/29/1996 15: 30 7042516452 4 • • • • • 1 • 1 "0 s 4{ Jt • • TVA LAKE IMPROVEMENT PLAN #k.tvirf+ CRATUGE AERATING WEIR DESCRI?TION t. g.ar F.;s'f is 4Gr+t•LT.'' Date: 10- $-91 M: u�¢� �� Weir Type: infuser Purpose, Minimum flow maintenance (via regulated pipes in weir) Aeration of turbine flows (via weir overflow) Location: FIRM 120.1 (TVA property) Weir Height: 8.5 ft (avg.) overflow Length; 100--120 ft Minimum Flow Maintenance: 60 cfs through low-level valved pipes in weir Upstream to Downstream Length: 40 ft (abutments) 20-40 ft (infuser deck) Aeration Chimneys: weir and Abutments: 3 Crest Elevation: 1803 MSL rcckf idled timber crib (sealed to prohibit throughflow except through pipes) Infuser Deck: timbers overlain with grating, supported by concrete beams and columns Drain Time of Weir Pool at Minimum Flow (60 cis): 12 hr (assumes 10 cfs leakage from Chatuge) PAGE 01 4'.. - T ... re tin [e f1 t•--, 45. 0 Ci 3 oI- 1. n 31 . .pages R, lti J Turbine Pulsing Retied to Refill Weir Pool: 30 min 0 1310 cfs every 12 hr Head on Weir: 0 1310 cfs 0 5500 cfs 2.3 ft 5.7 ft • (mean turbine f lsw ) (regulated 100-yr flow) Backwater on Chatuge Turbine. e 1310 cfs 1.3 ft (mean turbine flow) 1500 cfs 1,6 ft (max. turbine float) Rate of Rise in Weir Pool at Turbine Startup: 0.3 ft/min Anticipated Weir u.s. DO (mg/L) 0.5 2.0 Aeration (during turbine generation): des. DO DO change over weir (mg/L) (mrrg/t) 5.0 4' . S 5.5 3.5 • • • • • ir 0 •' 0 •I • • nezir L Nina • • • • n O' /ti* Ck Tem OP ins lit Wm th La C AS as awl Lo. E Its Lad ▪ mrr wish tn C C Lu Mi. •• PI C 0 C O 661 N 441iv W L p 'So 0 • • • • O 4. • • • ::. • vow • :t[ u. 11 11 :,i • .11 es J • • • • ti • • t'. • • • • • • • 04 • • 01 • • Z9tS ZO?t'OL 0 :ST S66I/6-6/L0 07/2911996 15:30 7042516452 • • gioRalivE GIRDER BELOW TY? 12 WJDE' x 60' LONG CHIMNEY. 4 REOP 4 APPRQX SNQRELJNE QRA nNC GRA 1UVO GRATING PLAN L.1& 7'YP 1800 UNCONTROLLED RFC 3 REQD W x 6' TONGUE de GROOVE PRESSURE q' TREA 1E? 17 BER5, TYP 18''0 CONTROL MPE. $ RECO A PAGE 03 r t 0 • tra TVA Design functional.: Engineering Laboratory Sep. 1991 structural: Fossil & Hydro Engineering Oct. 1991 7/31/96 1800 1790 1780 i 1770cn 2 d - 7.1760 o co 1750 d .".•.-1740 — c o- f-.1730 ev m - w4720 1710 4,4 1700 0.00 1.00 2.00 3.00 Slope Profile Proposed Hayesville WWTP Hiwassee River 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 Distance (mile: 7/31/96 AHM • Facility name. [Proposed Haxesville WWTP Dist (mi) Cum. Dist. (mi) 0 5 3.5 2.1 0.00 5.00 8 50 10.60 Elevation (ft) Slope (ft/mi) 1800 1760 1720 1700 Leave blank! 8.00 11.43 9.52 Hayesville WWTP Hiwassee River NC008591 76:(1q Residual Chlorine 7Q10 (CFS) DESIGN FLOW (MGD) DESIGN FLOW (CFS) STREAM STD (UG/L) UPS BACKGROUND LEVEL (UG/L) IWC (%) Allowable Concentration (ug/I) Fecal Limit Ratio of 13.90 :1 6 0.3 0.465 17.0 0 7.19 % 236 Ammonia as NH3 (summer) S7Q10 (CFS) DESIGN FLOW (MGD) DESIGN FLOW (CFS) STREAM STD (MG/L) UPS BACKGROUND LEVEL (MG/L) IWC (%) Allowable Concentration (mg/1) Ammonia as NH3 (winter) 6 0.3 0.465 1.0 0.22 7.2 % 11.06 NBOD (mg/I) = 49.79 W7Q10 (CFS) 200/100m1 DESIGN FLOW (MGD) DESIGN FLOW (CFS) STREAM STD (MG/L) UPS BACKGROUND LEVEL (MG/L) IWC (%) Allowable Concentration (mg/I) NBOD (mg/1)- 8.8 0.3 0.465 1.8 0.22 5.0 % 31.70 142.65 8/1/96 ••4 ••1 :: b «.•1.••4 I••.. •4•. •••.• ••.•• ••4• •I.,, ••••t f»r. t . t,...... i 1 t..r is .4 •. L... 2. �: 0-. vi! 7 i•t ••` 1•' lj. ▪ i. ▪ f . ••• I :....•7 Stab r. 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'.... .,I ;, :. • 7.... f.• , .r .1. a t...! .1. 41 ..• 1.:• 1 o u ••t t::) tl, "•I • • • • t•i• t';) 1r 1"i• t::) ft::� • 11 •. 1.:1) f•• ••'t i.:) .:1 f:: • i:..: •...I I. L... .? r. i:.. t..F L... 1...,5 1.: I::.....? ;Ili ,t { • i:t "::1 tl:,. 5:::' lr •...I t::) t ,.F t„"t sm. ‘„) a ....70 L......) ,1 ...I t.':. L... t.,! .1 t•ry• 1'.•I tr •«..11... f`3 C:� L,. • n t . j t•,;` C- 1::.) tt ..i •::1 it ...., ••• ... 1,. L...."r n 1 F,••1 ( ( }'"'? ..• t,., f.:.... .::1?µ} tl u :I. 2 ....I ....t 1..7. • 14•1 a r:i ::J I 41. a. 5.... 1.... u 1.„; .,.. CIL : • "1 • •::Y NC0085910 Facility: Clay County Water and Sewer District Discharge to: Hiwassee River Stream class and index #: WS-IV Residual Chlorine 7010 (CFS) DESIGN FLOW (MGD) DESIGN FLOW (CFS) S TREAM STD (UG/L) U PS BACKGROUND LEVEL (UG/L) IWC (%) Allowable Conc. (ug/I) Fecal Limit Ratio of 12.9 :1 Ammonia as NH3 (summer) 6 7Q10 (CFS) 0.3 DESIGN FLOW (MGD) 0.465 DESIGN FLOW (CFS) 17.0 STREAM STD (MG/L) 0 UPS BACKGROUND LEVEL (MG/L) 7.19 IWC (%) 236.35 Allowable Concentration (mg/I) 200/100m1 Ammonia as NH3 (winter) 7Q10 (CFS) DESIGN FLOW (MGD) DESIGN FLOW (CFS) S TREAM STD (MG/L) U PS BACKGROUND LEVEL (MG/L) IWC (%) Allowable Concentration (mg/I) 6 0.3 0.465 1.0 0.22 7.19 11.06 minimum = 2 8.8 0.3 0.465 1.8 0.22 5.02 31.70 minimum = 4 APPLICATION FOR PERMIT TO DISCHARGE CLAY COUNTY WATER AND SEWER DISTRICT CLAY COUNTY, NORTH CAROLINA • • • JOEL L. STORROW, P.E. McGill ASSOCIATES Engineering • Planning • Finance Asheville, North Carolina 95307.01 DUNE, 1996 • • T • • • • • • • • 4Z:1111/4.• do • • • • • • • . 4 • • • • • •• /`� • • 0i„ • . • i it ° „s,.,,,,,..« k-k-% ASSOCIATES June 13, 1996 Mr. A. Preston Howard, Jr., P E North Carolina Department of Environment, Health & Natural Resources Water Quality Section 512 North Salisbury Street Raleigh, North Carolina 27611 J U,N J 7 1996 OF t= }'':',.i,....iEr _r, MGT DR;::11013'S OFFICE RE: NPDES Permit Application Clay County Water and Sewer District Dear Mr. Howard: Enclosed please find five (5) copies of "Application for Permit to Discharge" for the Clay County Water and Sewer District (CCWSD). Also enclosed please find a check from CCWSD in the amount of $400.00 to cover the processing fee. The CCWSD is planning to replace the existing 97,000 gpd wastewater treatment plant (WWTP), operating under NPDES Permit No. NC0026697, with a new 300,000 gpd WWTP on the County's Jarrett Road property. The proposed plant discharge is directly into the Hiawassee River approximately 1,000 LF upstream from the Tusquitee Road Bridge. A map identifying the approximate discharge location is included. In the application report alternative treatment processes which are under consideration for the new wastewater treatment plant are listed and briefly discussed. Also included is a completed "Evaluation of Wastewater Disposal Alternatives" which investigates the possibilities of utilizing subsurface disposal or spray irrigation. Finally, the application report gives a brief description of the residuals management plan which will be implemented by the CCWSD. If you have any questions or comments regarding this application, please don't hesitate to call. JLS • Enclosures cc: Paul Jordan Terry Dailey storrow\95307.01 \ph l 0jun6.doc Sincerely, McGILL ASSOCIATES, P.A. 1 JOEL L STORROW, P E Engineering • Planning Finance McGill Associates. P.A. • P.O. Box 2259, Asheville, A C 28802 • 55 Broad Street, Asheville, NC 28801 704-252-0575 • FAX 704-252-2518 SECTION 1 ENGINEERING PROPOSAL I. BACKGROUND INFORMATION The Clay County Water and Sewer District (CCWSD) presently owns and maintains a 97,000 gpd wastewater treatment plant (WWTP) which discharges to Town Creek under NPDES Permit No. NC0026697. The CCWSD assumed ownership of the wastewater treatment plant from the Town of Hayesville on July 1, 1995. The plant is currently under a moratorium through the North Carolina Division of Environmental Management (NCDEM). The CCWSD proposes to construct a new 300,000 gpd WWTP on property owned by Clay County located off of Jarrett Road just outside of the Hayesville Town limits. The proposed discharge for the WWTP is directly into the Hiawassee River approximately 1000 LF upstream of the Tusquitee Road Bridge (See Figure 1 Attached). This location was selected based on several considerations which most notably include: 1) Relative isolation from area residential locations 2) Proximity to the Hiawassee River 3) Relatively low probability of encountering significant Native American artifacts 4) High property costs of other potential site locations. • It is proposed that the existing WWTP be converted to a lift station so that existing sewage flows may be diverted to the new WWTP. The existing WWTP currently serves approximately 379 customers, located both inside and outside of the Town limits of Hayesville. Under the current moratorium the sewer system is prohibited from adding any additional users. Based on the historical demographics and wastewater flow data, the 300,000 gpd treatment plant is projected to handle maximum daily flows beyond the year 2015 (As Shown in Table 1). It should be noted that a new influent equalization basin will dampen anticipated higher instantaneous peak flows. TABLE 1 ESTIMATED FUTURE WASTEWATER PRODUCTION YEAR 1994 2000 2005 2010 2015 AVERAGE (GPD) 81,000 91,200 100,700 111,200 123,400 1 Average Daily x 2.0 MAXIMUM DAILY' (GPD) 162,000 182,400 201,400 222,400 246,200 II. SUMMARY OF THE TREATMENT SYSTEMS CONSIDERED The CCWSD anticipates receiving an NPDES permit with secondary limitations (30 mg/1 BOD5, 30 mg/1 TSS) due to the small size of the new wastewater treatment plant and because of the relatively large size of the Hiawassee River. In order to comply with these limits, four (4) of the treatment systems that have been examined are listed as follows: 1. Aerated Lagoon with Recycle 2. Oxidation Ditch 3. Conventional Extended Aeration (Package Plant) 4. Aero-Mod Treatment 1 Following is a brief discussion of each of the four (4) treatment alternatives: Aerated Lagoon with Recycle The aerated lagoon with recycle treatment system operates similar to an activated sludge extended aeration process. Screened and grit -removed wastewater enters a concrete lagoon aeration basin, designed to operate with a 30+ hour detention time. Floating surface aerators along with the aid of a central mixer are used to insure that proper aeration is provided throughout the basin. With the use of floating surface aerators the water level is able to fluctuate within the lagoon to provide flow equalization. The lagoon is followed by secondary clarifiers from which a portion of the sludge is recycled back to the aerated lagoon. Oxidation Ditch The oxidation ditch consists of ring- or oval -shaped channels and is equipped with mechanical aeration devices. Screened wastewater enters the ditch, is aerated by the mechanical aeration devices which also circulates the water within the channel at approximately 0.8 to 1.2 ft/s. Oxidation ditches typically operate in an extended aeration mode with long detention and solids retention times. Secondary sedimentation tanks are used for most applications. The oxidation ditch which are relatively large in surface area can operate with fluctuating water level (which is dependent on the type of mechanical aeration devices used) and thus equalization basins are often unnecessary. Conventional Extended Aeration In the extended aeration process screened wastewater and recycled activated sludge enter the head end of the aeration tank and are mixed by diffused -air using aeration blowers. Air application is generally uniform throughout the tank length. During the aeration period, adsorption, flocculation, and oxidation of organic matter occurs. Since the extended aeration process operates in the endogenous respiration phase of the growth curve, low organic loading and long aeration times are needed. Activated - sludge solids are separated in a secondary settling tank. The process is typically accommodated in welded steel tankage in a "package plant" configuration. Aero-Mod Aero-Mod uses the extended aeration form of activated sludge process to treat wastewater. The system takes up relatively small area of land with the use of common walled concrete structures. Aero-Modis similar to the other extended aeration systems, but differs in the use of intregal settling modules, eliminating the need for external clarifiers. The Aero-mod system utilizes its patented Split ClarAtor clarifier which contains no moving parts thus eliminating unnecessary pumps, motors, drives, gears, and other equipment commonly found in clarifiers. SECTION 2 EVALUATION OF WASTEWATER DISPOSAL ALTERNATIVES k This section is to discuss the feasibility of using one of the following discharge alternatives: Connection to Sewerage System, Subsurface Disposal System, or Spray Irrigation System. A) Connection to Sewerage System: This alternative is infeasible because the proposed plant will be an expansion of an existing system operating under an existing discharge permit. B) Subsurface Disposal System: Assuming that 0.2 gpd/ft2 of wastewater can be applied in a subsurface disposal system. The amount of land needed for the system is calculated as follows: Aw=Q/LR Aw = 300,000/0.2 Aw = 1,500,000 ft2 = 34.4 Acres • The 34.4 acres does not include the buffer areas that would also have to be acquired by the CCWSD. With 200 ft. buffer zones surrounding the disposal area on all sides, the required area is increased to approximately 61 acres. It is impractical and economically infeasible for the CCWSD to obtain this amount of land anywhere in the vicinity of the new wastewater treatment plant site. The following table summarizes the cost of a subsurface disposal system: ITEM QUANTITY UNIT PRICE TOTAL PRICE Land 61 acres $6,000/acre $366,000 Distribution System 300,000 gpd $2.5/gpd $750,000 Estimated Total Cost C) Spray Irrigation System: $1,116,000 In order to consider land application as the sole means of wastewater disposal, it must be determined how much land CCWSD would need and whether acquisition is economically feasible. An allowable percolation rate of 1.2 cm/day was used in the calculations. This is based on 5% of 0.4 inches/hr (permeability of the soil). The EPA's Process Design Manual for Land Treatment of Municipal Wastewater recommends that only 4 to 10% of the permeability be used for the allowable percolation rate. The evapotranspiration values that were used were obtained from example numbers for Brevard, North Carolina in the EPA's Process Design Manual for Land Treatment of Municipal Wastewater. The precipitation values shown in Table 2 are the estimated 10-year high monthly amounts. They are based on data received from an agent with the Clay County Cooperative Extension Service. Month JAN TABLE 2 DETERMINATION OF HYDRAULIC LOADING RATES FOR SPRAY IRRIGATION AT PROPOSED WWTP SITE O.D. 23 E.T. 0.2 PR 18.3 E.T. - PR - 18.1 PW 27.6 k LW 9.5 FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC TOTAL O.D E.T. PR P W L W an IMO 25 29 30 31 30 31 31 30 31 28 26 345 0.3 2.1 4.6 7.6 102 11.4 10.4 7.4 4.6 1.6 0.3 60.7 28.4 26 4 26.2 26.7 31.5 21.3 20.1 24.1 21.1 20.3 25.7 290.1 • - 28 1 -24.3 - 21 6 - 19.1 -21 3 -9.9 - 16.7 - 16.5 - 18.7 -25 4 -2294 Operating Days Evapotranspiration (cm) Precipitation (cm) Percolation (cm) Allowable Wastewater Hydraulic loading (cm) - cannot be less than zero 30.0 34.8 36.0 37 2 36.0 37 2 37.2 36.0 37.2 33.6 31 2 414 1.9 10.5 14.4 18.1 14.7 27.3 27.5 19.3 20.7 14.9 5.8 184.6 Aartin Hi) fhurch o' Io (?J rfo • i 2 2) \. 3. \y r. 1 - 1 i � 1 > (lei \ \ 1.15 , \\ � ^- • • ' Hayesville Ch • 0 C- i \ • \ • BM2EGS 18291 •i • ., \ e • 0 - • • • • \ \ • • 0\ Truett iv ,BMIP10g, 1862-, •�\ o.1 • 'f. • `i J�/�'• I 11 Subsfai orr'. .1 18�"0 " Blair_ , 0 ,0 II if %/ • • • • • • • • • • 0 f�l � /000 / r xr WM \103t • 11 Tit, rip PROPOSED WASTEWATER TREATMENT PLANT -1925 • 0 CLAY COUNTY WATER AND SEWER DISRICT ASSOCIATES ENGINEERING•PLANNING• FINANCE • • 11 SOC PRIORITY PROJECT: Yes No XX IF YES, SOC NUMBER TO: PERMITS AND ENGINEERING UNIT WATER QUALITY SECTION ATTENTION: Jeff Myhra DATE: September 6, 1996 NPDES STAFF REPORT AND RECOMMENDATION COUNTY Clay PERMIT NUMBER NC0085910 PART I - GENERAL INFORMATION 1. Facility and Address: Clay Co. Wastewater Treatment Plant Mailing: Terry Dailey, County Manager P.O. Box 118 Hayesville, N.C. 28904 2. Date of Investigation: March 26, 1996 3. Report Prepared By: Kerry S. Becker 4. Persons Contacted and Telephone Number: Terry Dailey 704-389-0089 5. Directions to Site: Site is located off of Jarrett Rd. approx. 0.2 miles from its intersection with Tusquittee Rd. 6. Discharge Point(s), List for all discharge points: Latitude: 35° 03' 09" Longitudes 83° 48' 48" Attach a USGS map extract and indicate treatment facility site and discharge point on map. U.S G.S. Quad No. G3 SE U.S G S Quad Name Hayesville 7. Site size and expansion area consistent with application? _x_ Yes No If No, explain: 8. Topography (relationship to flood plain included): Flat, located within the floodplain Page 1 o Location on of nearest dwelling: 0 10o Receiving stream or affected surface waters: Hiwassee Raver a. Classification: WS IV b o R.:ever Basin and Subbasin No a : HIW 040501 co Describe receiving stream featur es and, er tine nt downstream, uses: Habitat for the propagation of g aquatic and wildlife; Serves as drinking water supply for the Tow n of Murphy. PART TT DESCRIPTION OF DISCHASGE AND TREATMENT WORKS 1. a Volume ®f wastewater o be permitted 0.300 MGD Design Capacity) (Ultimate b o `ghat is tha current crmit' capacity � �A ��d caPac� �� ®� the c,stewa ter Treatment facility? 0.097 MGD c o Actual treatment capacity ®f thecurrent facility (current design capacity 0.085 MGD Date(s) and construction activities� Authorizations allowed by previous to Construct issued in the rev' all previous tw® years: Installation of a 25,000 increased flows.g °n package plant to accomodate e o Please provide a description of existing xi s ting or substantially constructed wastewater treatment faci ' l�Lies: The existing facility consists of a 20,000 a g lion flow equalization Plantstank splatter box, and two treatment plants ° o o none, a 60,000 gallon concrete plant with a rectangular � ° � • other, a :�5 0 ngula� clarifier and the 00 gallon package plant. These a chlorination and dechlor ' are followed by �nat�,on tank. Both plants have compartments for aerated sludge holding. holding tanks, sludge is � .o�� the sludge g applied t® sludge drying beds. Currently sludge is being stockpiled o s al planP d ®n s i to ... no final disposal P i s in place yet f . Please Provide a description of proposed P wastewater treatment facilities: It is proposed to cons truct an aerobic wastewater treatment plant with discharge to the Hiwassee e Hiwassee River. g e Possible toxic impacts to surface wat ers: Chlorine ho Pretreatment Program (POTWs only): N/A in development approved should be r P� enquired not needed Page 2 Residuals handling and utilization/disposal scheme: T currently has no final disposal scheme in place. Therle e County to develop a land application program. Additionally,are plans county landfill closes out various cells, the countla the apply dried sludge in the last two feet of cover. y plans to a. If residuals are being land applied, please specif D Permit Number Y WQ Residuals Contractor Telephone Number b Residuals stabilization. PSRP PFRP OTHER C Landfill: d Other disposal/utilization scheme (Specify): 3 Treatment plant classification (attach completed Class P rating sheet): II 4. SIC Codes (s) : 4952 Wastewater Code(s) Primary 01 Secondary Main Treatment Unit Code: Cannot rate until plans are re submitted PART III - OTHER PERTINENT INFORMATION 1 Is this facility being constructed with Constructi or are any public monies involved on Grant Funds (municipals only) ? Yes 3. Important SOC, JOC, or Compliance Schedule dates. indicate) (Please 2. Special monitoring or limitations (includin toxici g ty) requests. Date Submission of Plans and Specifications Begin Construction Complete Construction 4. Alternative Analysis Evaluation: Has the facility evaluated of the non -discharge options available. Please provide regi all perspective for each option evaluated. ional Page 3 Spray Irrigation. Insufficient land available Connection to Regional Sewer System. N/A Subsurface: Insufficient land available Other disposal options: 5. Other Special Items: • PART IV - EVALUATION AND RECOMMENDATIONS The current treatment plant is too small for current flows. The effluent generated from this facility has been in continuous violation of permit limits for BOD and TSS in the past year due to increases in wastewater flows and to inadequately designed treatment units. Construction of a new facility will remedy both of these problems while allowing additional growth in the area. Relocation of the treatment plant discharge to the Hiwassee River will allow for greater assimilation of wastewater relieving much of the stress that has been placed on the much smaller Town Creek. The Asheville Regional Office recommends issuance of the permit for the expansion of the treatment plant and relocation of the discharge. ater Quality Regional Supervisor