FACT SHEET And

NPDES WASTEWATER DISCHARGE PERMIT EVALUATION December 13,2006

Department of Environmental Quality Northwest Region - Portland Office

2020 SW 4th Ave., Suite 400, Portland, OR 97201 Telephone: (503) 229-5263

PERMITTEE: City of Rockaway Beach P.O. Box 5 Rockaway Beach, OR 97136 File Number: 75825

SOURCE LOCATION: Rockaway Beach

SOURCE CONTACT: Shawn Vincent Telephone Number: (503)355-2982

PERMIT WRITER: Beth Moore Telephone Number: (503)229-5586

PROPOSED ACTION: NPDES permit renewal

SOURCE CATEGORY: Minor Domestic

TREATMENT SYSTEM CLASS: Level III

COLLECTION SYSTEM CLASS: Level II

LLID: 1239400456524 Direct

PERMIT APPLICATION DATE: June 9, 2006

PERMIT APPLICATION NUMBER: 978091

BACKGROUND

Introduction City of Rockaway Beach operates a wastewater treatment facility located in Rockaway Beach, Oregon. Wastewater is treated and discharged to Pacific Ocean in accordance with National Pollutant Discharge Elimination System (NPDES) Permit number 102580. The Permit for the facility was issued on August 29, 2002. The Permit was modified on June 7,2005. The expiration date for the permit has remained December 31, 2006.

The Rockaway Beach wastewater treatment plant was constructed prior to 1954 and the first major upgrades to the facility were completed in 1981 under an EPA grant. The 1981 upgrades included new grit works, comminutor. primary clarifier mechanism replacement, recirculation pump, raw sludge pump, trickling filter, intermediate lift station, aeration basin, secondary clarifier, chlorine contact basin, effluent polishing with tertiary filters, storage pond with return pump, aerobic

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digester, sludge storage pond, service building, outfall to Clear Lake and three raw sewage pump stations. In 2000, the comminuter was replaced by the mechanical screen.

The permit modification hi 2005 was for the completion of the facility upgrade to improve its operation and remove the discharge of the treated effluent from the marsh that flows to Clear Lake. The disinfection process was upgraded to include a sodium bisulfite dechlorination system. A new outfall and effluent pump station were installed to meet the requirements of the MAO. The treated wastewater discharges through a new outfall directly to the Pacific Ocean.

Facility Description The headworks at the Rockaway Beach wastewater treatment facility provides for the removal of inert particles and larger material through grit removal and screening. Raw sewage enters the headworks through a flume to the grit chamber. The Pista Grit chamber removes grit from the wastewater by keeping the influent in centrifugal flow to separate the more dense grit particles from other particulates that are lighter and organic in nature. The grit that settles is pumped from the base of the chamber to a helical device for dewatering and then disposal as a solid waste. A Hycor Helisieve screen is located downstream of the Pista Grit chamber to further remove solids. The screen is 23 inches in diameter with a peak capacity of 1.5 mgd. After grit removal and screening, the wastewater flows to the primary clarifier.

The primary clarifier removes settable solids though detention time and minimal mixing. The primary clarifier is 28 feet in diameter with a side water depth of 7 feet and has a mechanical rotating arm to remove the solids. The rotating arm serves to remove floating scum from the top of the clarifier and collect settled solids at the bottom of the clarifier for removal. The collected solids at the bottom of the primary clarifier are pumped as primary sludge to the aerobic digester. The wastewater from the primary clarifier flows to recirculation pump. The recirculation pump conveys the primary effluent to the trickling filter. The trickling filter contains a bed of rock media. Microorganisms are attached to the rock media. The primary effluent is evenly distributed over the rock media so that the effluent comes in contact with the microorganisms. The microorganisms are used to remove the organic matter in the wastewater.

The trickling filter is 66 feet in diameter with a media depth of 7.5 feet. The media in the trickling filter was replaced in around 1990. The trickling filter effluent is pumped from a wet well to the activated sludge plant for secondary treatment. The secondary treatment consists of a complete mix activated sludge plant with an aeration basins on either side of the concentric circle, a secondary clarifier in the center well and chlorine contact chamber at the end of the aeration basins. The effluent is pumped to the aeration basin splitter box where flow can be directed to either side or both of the aeration tanks. From the aeration tanks the effluent flows to the center feed well for secondary treatment where suspended solids are removed.

After the secondary clarifier treatment effluent flows to the chlorine contact chamber for disinfection. The residual chlorine is removed with the addition of sodium bisulfite solution. The final effluent enters the pump station wet well prior to discharge to the Pacific Ocean.

City of Rockaway Beach Fact Sheet I age J

The average dry weather design flow of the facility for the year 2022 is 0.5 mgd. The average dry weather flow was 0.3 mgd in 2005. The average wet weather design flow of the facility for the year 2022 is 0.65 mgd. The average wet weather flow for the facility in 2005/2006 was 0.4 mgd. An overflow pond provides storage for peak wastewater flows to reduce instantaneous flow rates during wet weather conditions. The facility has an emergency generator to supply power to the entire facility in the event of a power outage.

Outfall The 12 inch outside diameter (9.75 inch inside diameter) outfall crosses under Highway 101 and the Port of Tillamook Railroad line within the South Third Street right-of-way. The outfall continues west under the beach and ocean to a single-point diffuser located approximately 2,800 feet offshore at a bottom depth of approximately 40 feet. The Pacific Ocean N 45 36.612 W 123 57.540. The diffuser consists of a single riser with two 4-inch ports discharging in opposite directions. The ports are fitted with check valves to exclude sand and debris from the pipe.

Pretreatment Rockaway Beach is predominately residential, with a small commercial area located along Highway 101. The permittee does not have a formal pretreatment program, nor is one required for this source.

Biosolids Management and Utilization Solids are removed in the treatment process and sent to the aerobic digester for treatment. The aerobic digester is a concrete tank that is 28 feet in diameter with storage volume of 72,850 gallons. Aerobically digested sludge is stored in the sludge pond prior to removal and land application on approved sites. The City of Rockaway uses the PSRP process of anaerobic digestion to meet pathogen reduction requirements and the minimum 38% volatile solids reduction for meeting the vector attraction reduction requirements.

All waste sludge must be managed in accordance with the Department approved biosolids management plan, land application plan and land approval sites. After treatment necessary to comply with vector attraction and pathogen reduction requirements, the Class B biosolids are beneficially land applied on approved sites. This permit requires monitoring of the methods used to comply with vector attraction and pathogen reduction requirements. It also requires the submittal of an annual summary.

Collection System Inflow and Infiltration (III) The original sewer system in Rockaway Beach was constructed in 1954. Two major expansions to the 1954 sewer system occurred in 1979 and 1981. The original sewer system in 1954 included three lift stations, over time, 5 more lift stations were added to the collection system. All wastewater must be pumped in order to reach the wastewater treatment plant.

Between 1995 and 2000, a total of 3,800 feet of sewer was inspected. The inspections revealed several lines that have sags in them and several sewers that had structural defects or holes in them and several displaced joints. Infiltration has not been identified as a major problem in the Rockaway Beach collection system. Inflow through flooded sections of the sewer system is the

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cause of most of the high flow problems. A proposed program and schedule for identifying inflow was submitted. The program is incorporated into Schedule C of the permit.

The annual inflow and infiltration report was received in March 2006, the report documents that approximately 1,458 feet of sewer mainline was TV inspected for signs of I&I in the South 2nd

Avenue and Nehalem Street areas. Smoke testing and TV of lines in the South 6th Avenue area were scheduled for this year.

Pollutants Discharged The current permit allows City of Rockaway Beach to discharge treated effluent from the wastewater treatment plant year round. The permit sets limits on the following pollutants: Five-day Biochemical Oxygen Demand (BOD5), Total Suspended Solids (TSS), enterococci bacteria and total residual chlorine. The discharge is also regulated for pH and percent removal efficiency for BOD5 and TSS.

Receiving Streams Impact The City of Rockaway Beach Wastewater System Facilities Plan and Master Plan (September 2004) contains the details of the mixing zone study for the ocean outfall. A summary of the mixing zone study is provided below.

Brown and Caldwell performed a mixing zone analysis to determine the dilution at the edge of the mixing zone and zone of initial dilution for the ocean outfall diffuser configuration of two 4-inch ports. Modeling was performed using CORMLX with inputs from available ambient data, design flows and effluent data. The two 4-inch diameter ports were modeled conservatively as an equivalent single port and with out additional mixing from ambient ocean currents. The modeling was also conservative because it did not take into account the function of the check valves which serve to increase exit velocities at low effluent flows which will promote better mixing.

The center line dilution in zone of initial dilution in the first 10 feet results in initial predicted dilutions of 4 to 8. The average dilution at the point that the plume surfaces ranges from 37 for peak instantaneous 2022 winter flow to a dilution of 101 for the existing summer flow. No bottom or bank attachment is shown to occur.

: 6

! S

! 4 ! c: • 0

; 0

| (

•

Edge of Zone of Initial Dilution

*̂ ~~"*~~~--~-~-̂

0,5 1 1.5

MGD

,

| j

2 !

o

; o

120

100

80

60

40

20

t

Edge of Mixing Zone Average Dilution

» t \ V ~"a

0,5 1 15

MGD

2

REASONABLE POTENTIAL ANALYSIS

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Toxic Substances (Chlorine and Ammonia) OAR 340-041-0033(2) requires that the levels of toxic substances shall not exceed the criteria listed in Table 20 and toxic substances shall not be introduced above natural background levels in amounts, which may be harmful in the environment or may accumulate in sediments or bioaccumulate in aquatic life. The primary toxic substances of concern are chlorine and ammonia. Evaluation of the acute criteria was based on the centerline dilution of 4 in the zone of initial dilution. An evaluation of the chronic criteria was based on conservative centerline dilution of 40.

Chlorine Residual Water quality standards for chlorine are based on preventing both acute and chronic toxicity. The existing facility uses chlorine for disinfection of the effluent to comply with the effluent limits for bacteria. The acute criterion for chlorine in marine water is 0.013 mg/L. The chronic criterion for chlorine is 0.0075 mg/L.

With dechlorination, there is no reasonable potential to exceed water quality standards for chlorine; the permit limit remains the same as the previous permit to indicate the amount of chlorine residual that would cause a water quality violation.

Ammonia Water quality standards for ammonia (NH3-N) are based on preventing both acute and chronic toxicity. A reasonable potential analysis was performed to determine whether the discharge has the potential to cause or contribute to an ammonia criteria violation based on the ambient water quality criteria for saltwater ammonia 1989. The reasonable potential analysis for ammonia takes into consideration effluent ammonia data from 1995 to June 2006, varying effluent and ambient water temperature, pH, and salinity.

Warm Temperature " * • "•'l,

pH (6.5-9 S. U.)* =

Temp °C * =

Alkalinity '='

Salrnonids Present? (Y/N)

Salinity (ppt)

'• Effluent

7.3

21

25

0

Ocean

8,0

18

115

y

32

ZID .

7.9

18.8

24

• MZ •

8.0

18.1

31

Ammonia Parameters

Ammonia

Ammonia Data from the Facility

No. of Ammonia Samples

112

Highest Cone.

mg/L

23

Coef. of Variance

0.58

Maximum Effluent Cone.

mg/L

23

Background Cone.

mg/L

<0.02

Maximum Cone, at

ZID

mg/L

5.8

Maximum Cone, at

MZ

mg/L

0.6

WQ Criteria 1 Hour (CMC)

mg/L

8.0

WQ Criteria 4 Day (CCC)

mg/L

1.1

REASONABLE

POTENTIAL ? (Yes/No)

ACUTE

NO

CHRONIC

NO

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• Lower Temperature ', '

pH (6.5-9 S. U.)* =

Temp °C * =

Alkalinity =

Salmonids Present? (Y/N)

Salinity (ppt)

Effluent

7.3

16

25

0

•Ocean

8.2

10

115

y

32

, ! ZID !

7.9

11.5

24

MZ ••

8.0

10.2

31

Ammonia Parameters

Ammonia

Ammonia Data from the Facility

No. of Ammonia Samples

112

Highest Cone.

mg/L

23

Coef. of Variance

0.58

Maximum Effluent Cone,

mg/L

23

Background Cone.

mg/L

<0.02

Maximum Cone, at

ZID

mg/L

5.8

Maximum Cone, at

MZ

mg/L

0.6

WQ Criteria 1 Hour (CMC)

mg/L

13.6

WQ Criteria 4 Day (CCC)

mg/L

1.9

REASONABLE

POTENTIAL ? (Yes/No)

ACUTE

NO

CHRONIC

NO

The reasonable potential analysis indicates that the facility does not have a reasonable potential to contribute to an in-stream excursion of ammonia. Sampling for nutrients is included in the monitoring requirements of the permit to establish data for continuing evaluation.

Temperature The water quality criteria for temperature are found in OAR 340-041 -0028(7). Ocean waters may not be warmed by more than 0.3°C (0.5°F) above the ambient condition unless a greater increase would not reasonably be expected to adversely affect fish or other aquatic life.

Effluent temperature data from May 2005 to June 2006 was used to calculate the 7-day moving average temperature. The 7-day moving average temperature was used to determine if the effluent temperature from the facility would cause an increase in the ambient condition. The ambient temperature data for the summer 17.6°C (68°F), and 9.8°C (50°F) for the winter, was taken from the DEQ LASAR database Rockaway Beach at North 6th Avenue and the Pacific Ocean off of Rockaway Beach.

TMZ = (TE + D X T 0 ) / ( D + 1 ) Where: TMZ- temperature of the stream at the edge of the mixing zone Tg = effluent temperature = maximum summer effiuent temperature of 20.3°C (68.5°F) and a

maximum winter effluent temperature of 16.4°C (61.5°F) T0 = ocean temperatures of 17.6°C(63.7°F), 10.8°C (51.4°F) D = dilution at the edge of the mixing zone= 40

TMZ = (TE + DT0)/(D+1) = (20.3 + 40 x 17.6)/(40 + 1) = 724/41- 17.67 TMZ = (TE + DT0)/(D+1) = (20.3 + 40 x 9.8)/(40 + 1) = 412/41= 10.05 TMZ = (TF + DT0)/(D+1) = (16.4 + 40 x 9.8)/(40 + 1) = 408/41= 9.96

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The discharge will not cause an increase of 0.3°C (0.5°F) above the ambient condition at the edge of the mixing zone.

The Department's water quality standards also include the temperature thermal plume limitations in OAR 340-041-0053(2)(d). This section of the rules contains criteria to prevent potential adverse impacts that may result from thermal plumes within the mixing zone.

The impairment of an active salmonid spawning area where spawning redds are located or likely to be located [OAR 340-041-005 3 (d)(A)]. The outfall is not located in a spawning area.

Acute impairment or instantaneous lethality is prevented or minimized by limiting potential fish exposure to temperatures of 32°C or higher to less than 2 seconds [OAR 340-041-005 3 (d)(B)]. Based on temperature data collected, the maximum effluent temperature of 20.3°C is less than

Thermal shock caused by a sudden increase in water temperature is prevented or minimized by limiting potential fish exposure to temperatures of 25°C or higher to less than 5% of the cross-section of the 7Q10 flow of the water body [OAR 340-04 l-0053(d)(C)]. Effluent temperatures of 25°C or higher are limited to less than 5% of the cross section of the 7Q10 flow of the waterbody. Based on temperature data collected, the maximum effluent temperature of 20.3°C is less than 25°C.

Unless ambient temperature is 21°C or greater, migration blockage is prevented or minimized by limiting potential fish exposure to temperatures of 21°C or higher to less than 25% of the cross-section of 100% of the 7Q10 flow of the water body [OAR 3 40-041-005 3 (d)(D)]. Based on temperature data collected, the maximum effluent temperature of 20.3°C is less than 21°C.

Groundwater The permit includes a condition in Schedule A that prohibits any adverse impact on groundwater quality.

Stormwater Stormwater is not addressed in this permit. General NPDES permits for stormwater are not required for facilities with a design flow of less than 1 MGD,

Compliance History The City of Rockaway was required to submit a proposed program and time schedule for identifying and reducing inflow. The City of Rockaway submitted a proposed program and time schedule for identifying and reducing inflow per Schedule C Condition no. 1 of the permit on April 24, 2006. The program and time schedule for identifying and reducing inflow was required to be submitted by December 5, 2006. The A Pre-Enforcement Notice (PEN-NWR-WQ-06-0069) was written to acknowledge the late report. The PEN was sent on April 26,2006. A Notice of Violation and Assessment of Civil Penalty (WQ/M-NWR-158) followed the issuance of the Pre-Enforcement Notice on August 21, 2006.

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PERMIT DISCUSSION

Permit History The permit for the City of Rockaway Beach was issued on August 29, 2002. At the same time Department entered into a Mutual Agreement and Order (MAO) No. WQ/M-NWR-01-087. The MAO was issued because at times the City's existing discharge did not meet water quality standards. It was understood at the time that the City of Rockaway Beach intended to pursue either a joint or individual ocean outfall. In February 2003, the City of Rockaway Beach met with representative of the Department to discuss concerns with the schedule and compliance conditions in the MAO. On April 2,2003, the Department extended the MAO to allow for additional time to reconsider in greater detail wastewater treatment and disposal options as part of the facility planning process. The options to construct a joint ocean outfall and combined treatment facilities with nearby Twin Rocks Sanitary District were studied. The options for the single ocean outfall, pump station for effluent flow and associated upgrades to the disinfection system were chosen. The existing facilities are expected to meet planned future flow rate increases without major expansion. The MAO was amended to extend the completion from December 31,2004 to June 31,2005.

The permit was modified on June 7,2005 to include the new discharge to the Pacific Ocean, upgrades to the disinfection system and a winter mass load increase. The permit expiration remained December 31, 2006.

The previous permit included limits on BOD5 and TSS, Enterococci, pH and a minimum of BOD5 and TSS removal efficiency of 85% and total chlorine residual. This permit renewal proposes to keep the same limits.

Face Page The permittee is authorized to construct, install, modify, or operate a wastewater collection, treatment, control and disposal system. Permits discharge of treated effluent to the Pacific Ocean within limits set by Schedule A and the following schedules. All other discharges are prohibited.

Schedule A - Waste Discharge limitations

BOD and TSS concentration and mass limits Based on the Northern Oregon Coastal Basin minimum design criteria, wastewater treatment resulting in a minimum of secondary treatment or equivalent control is required. Secondary treatment for this facility is defined as monthly average concentration limit of 30 mg/L for BOD5 and 30 mg/L for TSS.

The Department is proposing concentration limits at least as stringent as the basin minimum design criteria in the summer and winter. The monthly average BOD5 concentration limit is 30 mg/L with a weekly average limit of 45 mg/L. The monthly average TSS concentration limit is 30 mg/L with a weekly average limit of 45 mg/L.

The summer mass limits for biochemical oxygen demand (BOD5) and suspended solids (TSS) are based on the design average dry weather flow (ADWF) of 0.5 MGD and the monthly average BOD5 and TSS concentration limits of 30 mg/L and 30 mg/L, respectively.

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The winter mass load limits for the facility are based on the design ADWF of 0.65 MGD and the monthly average BOD5 or TSS concentration limits of 30 mg/L and 30 mg/L, respectively. All mass load limitations are rounded to two significant figures.

BODs and TSS The limits are:

(1) May 1 - October 31:

Parameter BOD, TSS

Average Effluent Concentrations

Monthly Weekly 30 mg/L 30 mg/L

45 mg/L 45 mg/L

Monthly Average lb/day

130 130

Weekly Average lb/day 200 200

Daily Maximum

Lbs 260 260

(2) November 1 - April 30:

Parameter BOD5 TSS

Average Concer

Monthly 30 mg/L 30 mg/L

Effluent itrations

Weekly 45 mg/L 45 mg/L

Monthly Average lb/day

160 160

Weekly Average lb/day

240 240

Daily Maximum

Lbs 330 330

Calculations:

(1) Summer BOD5 and TSS (a) 0.5 MGD x 8.34 lbs/gal x 30 mg/L monthly avg. = 130 lbs/day (b) 130 lbs/day monthly avg, x 1.5 = 200 lbs/day weekly avg, (c) 130 lbs/day monthly avg. x 2.0 = 260 lbs/day daily max.

(2) Winter BOD5 and TSS (a) 0.65 MGD x 8.34 lbs/gal x 30 mg/L monthly avg. = 163 lbs/day (b) 163 lbs/day monthly avg. x 1.5 = 244 lbs/day weekly avg. (c) 163 lbs/day monthly avg. x 2.0 = 326 lbs/day daily max.

BOD and TSS Percent Removal Efficiency A minimum level of percent removal for BOD5 and TSS for municipal dischargers is required by the Code of Federal Regulations (CFR) secondary treatment standards (40 CFR, Part 133). An 85 percent removal efficiency limit is included in the proposed permit to comply with federal requirements.

The standard for marine water for pH is found hi OAR 340-041-0021(1 )(a). The allowed range is 7.0 to 8.5. The proposed permit limits pH to the range 6.0 to 9.0, This limit is based on Federal wastewater treatment guidelines for sewage treatment facilities, and is applied to the majority of NPDES permittees in the state. The pH range of 7 to 8.5 will be met at the edge of the mixing zone.

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Bacteria The Enterococci bacteria standard is the same as the previous permit and is being applied to the Pacific Ocean discharge to recreational waters. The outfall which discharges 2,800 feet offshore does not discharge in an area where shellfish growing would occur. The geometric mean of 35/100 ml Enterococci is the new federal standard for coastal and great lakes recreation waters, which applies to Oregon. The rule applied in Oregon as of December 16, 2004.

Chlorine Residual Disinfection is required to meet the bacteria limits established in the permit. The wastewater treatment facility dechlorinates with sodium bisulfite prior to discharge to the Pacific Ocean. The permit limit is the same as the previous permit.

The acute chlorine standard in a saltwater environment is 0.013 mg/L and the chronic chlorine standard is 0,0075 mg/L. The permit limit was established using USEPA Technical Support Document for Water Quality-Based Toxics Control EPA/505/2-90-001 as shown in the Table below. The daily maximum is 0.05 mg/L. The monthly average is 0.02 mg/L

Permit Limit calculation for Total Residual Chlorine Acute Criteria mg/L 0.013

Chronic Criteria mg/L 0.0075

ZID Dilution

MZ Dilution 67

Wasteload Allocation (acute) mg/L WLAa = ZID x Acute criteria 0.05

Wasteload Allocation (chronic) mg/L WLAc = MZ * Chronic criteria 0.5

Long Term Average (acute) mg/L LTAa = WLAa * exp(0.5sigrna2 - Z x sigma) sigma = 0.5545 Z = 2.326 based on 99th % 0.02

Long Term Average (chronic) mg/L LTAe = WLAc * exp(0.5sigma4~ - Z x sigma*)

Z = 2.326 based on 99th % sigma4= 0.2936 0.27

Minimum Long Term Average mg/L LTA = min (LTAe, LTAc) 0.02

Maximum Daily Limit mg/L MDL = LTA x exp(Z x sigma - O.Ssigma"") Z = 2.326 based on 99th % sigma = 0.5545 0.05

Average Monthly Limit mg/L AML = LTA x exp(Z * sigman - O.Ssigma,,2) Z= 1.645 based on 95th % Sigma, = 0.1092 0.02

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The long term average is calculated to be able to compare which waste load allocation (WLA) is more limiting for a discharge. In this case the long term average (acute) for the WLAa is more limiting. The more limiting of the long term average is used to set the permit limit.

Mixing Zone and Zone of Immediate Dilution The allowable mixing zone is that portion of the Pacific Ocean within a one hundred (100) foot radius measured laterally of the outfall point. The Zone of Immediate Dilution (ZID) shall be designed as that portion of the allowable mixing zone that is within ten (10) foot radius from the diffuser ports.

The Department believes that the beneficial uses of the receiving water body will not be affected by the discharge and this mixing zone and that the defined mixing zone meets the criteria in the rule.

Schedule B - Minimum Monitoring and Reporting Requirements Schedule B is the same as the previous permit with a few exceptions. There is a new monitoring requirement for the change in the bacteria standard. Influent monitoring for temperature was removed as a requirement and effluent temperature monitoring was changed to coincide with the monitoring for pH. Monitoring for ammonia was changed from weekly to once every two weeks.

Influent Monitoring Waste strength entering the treatment facility will be monitored for pH, BOD5 and TSS. BOD5 and TSS are to be monitored weekly and pH twice per week.

Outfall 001 Total effluent flow will be metered on a daily basis and calibration of the meter will be done annually. BOD5, TSS and ammonia will be composite samples while enterococci bacteria is a grab sample. Chlorine residual and the quantity of chlorine used will be monitored daily. The pH and temperature is taken as a grab sample twice a week, BOD5 and TSS, lb/day will be calculated weekly while the average percent removal is calculated on a monthly basis.

Discharge monitoring reports must be submitted to the Department monthly by the 15th day of the following month. The monitoring reports need to identify the principal operators designated by the Permittee to supervise the treatment and collection systems. The reports must also include records concerning application of biosolids and all applicable equipment breakdowns and bypassing.

Schedule B of the permit includes the requirement for the submittal of annual reports. The conditions are standard language requirements concerning:

Annual report on inflow and infiltration removal

Annual report on land application of biosolids

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Outfall Number 002 and 003 (Emergency Overflows) No sewage overflows are allowed in the proposed permit except during a predefined storm event. The proposed permit requires that the City monitors and reports the duration and amount of flow when overflows occur at Outfall numbers 002 and 003.

Schedule C - Compliance Conditions Schedule C Condition 1 includes a requirement for inspecting and maintaining the diffuser ports. A proposed program and time schedule for identifying and reducing inflow is in Condition 2.

Schedule D - Special Conditions Condition 1: The City is required to have training for employees on the plan for preventing and handling spills and unplanned discharges.

Condition 2: This condition requires the management of biosolids in accordance with a Department approved biosolids management plan and site authorization letters.

Condition 3: This condition allows the permit to be reopened if necessary for biosolids related issues.

Condition 4: The City shall comply with OAR 340-049, "Regulations Pertaining to Certification of Wastewater System Operator Personnel" by ensuring that the wastewater treatment and collection systems are supervised by operators certified at the grade levels specified on page 1 of the permit.

Condition 5: The condition requires the City to notify the Department's Regional Office of any malfunction so that corrective action can be coordinated between the City and the Department.

Condition 6: A hydrogeologic characterization of groundwater is not required at this time.

Schedule F -General Conditions The General Conditions applicable to all holders of the NPDES pemiits are listed. These are divided into the following sections: Standard Conditions; Operation and Maintenance of Pollution Controls; Monitoring and Records; Reporting Requirements and Definitions. The General Conditions have been revised. The most current revision is included in the permit.