3. The City shall comply, if applicable, with WDRs issued by other regional water boards to which jurisdiction the biosolids are transported and applied.
4. The City shall provide this Regional Board with a copy of any report(s) submitted to USEPA, the State Water Board, or other regional water boards, with respect to municipal sludge or biosolids.
N. Collection System Requirements
The City must properly enroll under the applicable General WDRs for Sanitary Sewer Systems and comply with the requirements specified in the General WDRs. The State Water Board adopted General WDRs for Sanitary Sewer Systems (Order No. 2006-0003-DWQ) on May 2, 2006 and amended the WDRs by Order No. WQ 2008-0002-EXEC and Order No. WQ 2013-0058- EXEC, to provide a consistent and statewide approach to regulating sanitary sewer systems to prevent and/or reduce sanitary sewer overflows (SSOs).
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32 plans and report all SSOs to the State Water Board’s online SSO database.
The City’s collection system is part of the system that is subject to Order No. 2006-0003-DWQ. The City enrolled in Order No. 2006-0003-DWQ on July 27, 2006. As such, the City must properly operate and maintain its collection system. The City must also report any non-compliance and mitigate any discharge from the collection system in violation of this Order.
O. Spill Reporting Requirements
1. Initial Notification – Although State and Regional Board staff do not have duties as first responders, this requirement is an appropriate mechanism to ensure that the agencies that do have first responder duties are notified in a timely manner in order to protect public health and beneficial uses.
For certain spills, overflows and bypasses, the City shall make notifications as required below:
i. In accordance with the requirements of Health and Safety Code section 5411.5, the City shall provide notification to the local health officer or the director of environmental health with jurisdiction over the affected water body of any unauthorized release of sewage or other waste that causes, or probably will cause, a discharge to any waters of the state as soon as possible, but no later than two (2) hours after becoming aware of the release.
ii. In accordance with the requirements of California Water Code section 13271, the City shall provide notification to the California Emergency Management Agency (Cal EMA) of the release of reportable quantities of hazardous substances or sewage that causes, or probably will cause, a discharge to any waters of the state as soon as possible, but not later than two (2) hours after becoming aware of the release. CCR, Title 23, section 2250 establishes 1,000 gallons or more as a reportable quantity of sewage. The phone number for reporting these releases to the Cal EMA is (800) 852- 7550.
iii. The City shall notify the Regional Board of any unauthorized release of sewage from the SPWRF that causes, or probably will cause, a discharge to a water of the state as soon as possible, but not later than two (2) hours after becoming aware of the release. This initial notification does not need to be made if the City has notified Cal EMA and the local health officer or the director of environmental health with jurisdiction over the affected waterbody. The phone number for reporting these releases of sewage to the Regional Board is (213) 576-6683. The phone numbers for after hours and weekend reporting of releases of sewage to the Regional Board are (213) 305- 2284 and (213) 305-2253.
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33 At a minimum, the following information shall be provided to the Regional Board:
a. The location, date, and time of the release;
b. The water body that may be impacted by the discharge; c. An estimate of the amount of sewage or other waste released and the amount that reached the receiving water at the time of notification;
d. If ongoing, the estimated flow rate of the release at the time of the notification;
e. The name, organization, phone number, and email address of the reporting representative; and
f. A certification that the State Office of Emergency Services and the local health officer or directors of environmental health with jurisdiction over the possibly affected water bodies have been notified of the discharge.
2. Monitoring – For spills, overflows and bypasses reported under Section VI.O.1., the City shall monitor as required below:
To define the geographical extent of the spill’s impact, the City shall obtain grab samples (if feasible, accessible, and safe) for all spills, overflows or bypasses of any volume that reach any waters of the State (including surface and ground waters). The City shall analyze the samples for total and fecal coliforms, E. coli (if fecal coliform test shows positive), enterococcus, and relevant pollutants of concern, upstream and downstream of the point of entry of the spill (if feasible, accessible and safe). This monitoring shall be done on a daily basis from the time the spill is known until the results of two (2) consecutive sets of bacteriological monitoring indicate the return to the background level or the County Department of Public Health authorizes cessation of monitoring.
3. Reporting – The initial notification required under Section VI.O.1. shall be followed by:
i. As soon as possible, but not later than twenty-four (24) hours after becoming aware of an unauthorized discharge of sewage or other waste from its wastewater treatment plant to a water of the state, the City shall submit a statement to the Regional Board via email. If the discharge is 1,000 gallons or more, this statement shall certify that Cal EMA has been notified of the discharge in accordance with California Water Code section 13271. The statement shall also certify that the local health officer or director of environmental health DRAFT
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34 with jurisdiction over the affected water bodies has been notified of the discharge in accordance with Health and Safety Code section 5411.5. The statement shall also include at a minimum the following information:
a. Agency, Order No., and MRP CI No.;
b. The location, date, and time of the discharge;
c. The water body that received the discharge;
d. A description of the level of treatment of the sewage or other waste discharged;
e. An initial estimate of the amount of sewage or other waste released and the amount that reached the impacted water body; f. The Cal EMA control number and the date and time that notification of the incident was provided to Cal EMA; and g. The name of the local health officer or director of environmental health representative notified (if contacted directly); the date and time of notification; and the method of notification (e.g., phone, fax, email).
ii. A written preliminary report shall be submitted to the Regional Board within five (5) working days after disclosure of the incident via the State Water Board GeoTracker database under Global ID
WDR100000359. The final written report shall be included in the next quarterly monitoring report submitted to the GeoTracker database above. The written report shall document the information required in Section VI.O.4. below, monitoring results and any other information required in provisions of the Standard Provisions (Attachment B) including corrective measures implemented or proposed to be implemented to prevent/minimize future occurrences.
iii. The City shall include a certification in the annual summary report (due according to the schedule in the MRP) that states that the sewer system emergency equipment, including alarm systems, backup pumps, standby power generators, and other critical emergency pump station components were maintained and tested in accordance with the City’s preventive maintenance plan. Any deviations from or modifications to the preventive maintenance plan shall be approved by the Executive Officer.
4. Records – The City shall prepare and maintain a record of all spills, overflows or bypasses of raw or partially treated sewage from its collection system or the SPWRF. This record shall be made available to the DRAFT
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35 Regional Board upon request and a spill summary shall be included in the annual report, as required in the MRP. The record shall contain:
i. The date and time of each spill, overflow, or bypass; ii. The location of each spill, overflow, or bypass;
iii. The estimated volume of each spill, overflow, or bypass including gross volume, amount recovered and amount not recovered, monitoring results as required by Section VI.O.2.;
iv. The cause of each spill, overflow, or bypass;
v. Whether each spill, overflow, or bypass entered a receiving water and, if so, the name of the water body and whether it entered via storm drains or other man-made conveyances;
vi. Any corrective measures implemented or proposed to be implemented to prevent/minimize future occurrences; and vii. The mandatory information included in Sanitary Sewer Overflows (SSO) online reporting for finalizing and certifying the SSO report for each spill, overflow, or bypass under State Water Board Order No. 2006-0003-DWQ.
5. Activities Coordination – The Regional Board expects that the City will coordinate their compliance activities for consistency and efficiency with other entitles that have responsibilities to implement: (i) this Order, and (ii) State Water Board Order No. 2006-0003-DWQ.
6. Consistency with State Water Board Order No. 2006-0003-DWQ – The requirements contained in this Order in Sections VI.K. (SCCP Requirements), VI.L. (Construction, Operation, and Maintenance Requirements), and VI.O. (Spill Reporting Requirements) are intended to be consistent with the requirements of Order No. 2006-0003-DWQ. The Regional Board recognizes that there may be some overlap between this Order and Order No. 2006-0003-DWQ. The requirements of Order No. 2006-0003-DWQ are considered the minimum thresholds (see Finding 11 of Order No. 2006-0003-DWQ). To encourage efficiency, the Regional Board will accept the documentation prepared by the City under Order No. 2006-0003-DWQ for compliance purposes, as satisfying the requirements in Sections VI.K., VI.L., and VI.O. provided the more stringent provisions enumerated in this Order have also been addressed.
P. Pretreatment Requirements
1. This Order includes the City’s Pretreatment Program, as previously submitted to this Regional Board and specified in Order No. R4-2007- DRAFT
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36 0028-R2, adopted by this Regional board on February 2, 2012. Any change to the Program shall be reported to the Regional Board in writing and shall not become effective until approved by the Executive Officer in accordance with procedures established in 40 C.F.R. section 403.18.
2. The City shall enforce the requirements under Sections 307(b), 307(c), 307(d), and 402(b) of the Federal Clean Water Act with timely, appropriate, and effective enforcement actions. The City shall require industrial users to comply with Federal Categorical Standards and shall initiate enforcement actions against those users who do not comply with the standards. The City shall require industrial users subject to the Federal Categorical Standards to achieve compliance no later than the date specified in those requirements or, in the case of a new industrial user, upon commencement of the discharge.
3. The City shall perform the pretreatment functions as required in 40 C.F.R.
Part 403 including, but not limited to:
i. Implement the necessary legal authorities as provided in 40 C.F.R. section 403.8(f)(1);
ii. Enforce the pretreatment requirements under 40 C.F.R. sections 403.5 and 403.6;
iii. Implement the programmatic functions as provided in 40 C.F.R. section 403.8(f)(2); and
iv. Provide the requisite funding of personnel to implement the Pretreatment Program as provided in 40 C.F.R. section 403.8(f)(3).
4. The City shall submit an annual report of effectiveness of the City’s Pretreatment Program. This annual report shall be submitted to the Regional Board, with copies to the State Water Board and USEPA Region 9, describing the City's pretreatment activities over the period and whether such activities have been effective. If the City is not in compliance with any conditions or requirements of this Order, the City shall include the reasons for noncompliance and shall state how and when the City will comply with such conditions and requirements.
5. The City shall be responsible and liable for the performance of all control authority pretreatment requirements contained in 40 C.F.R. Part 403, including subsequent regulatory revisions thereof. Where Part 403 or subsequent revision places mandatory actions upon the City as Control Authority, but does not specify a timetable for completion of the actions, the City shall complete the required actions within six months from the effective date of this Order or the effective date of Part 403 revisions, whichever comes later. For violations of pretreatment requirements, the City shall be subject to enforcement actions, penalties, fines, and other DRAFT
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37 remedies by the Regional Board, USEPA, or other appropriate parties, as provided in the Federal Clean Water Act. The Regional Board or USEPA may initiate enforcement action against an industrial user for noncompliance with acceptable standards and requirements as provided in the Federal Clean Water Act and/or the California Water Code.
VII. REOPENER
The Regional Water Board will review this Order periodically and will revise requirements when necessary. The waste discharge requirements and monitoring and reporting requirements in this Order were developed based on currently available technical information and applicable water quality laws, regulations, policies, and plans, and are intended to assure compliance with them. If applicable laws and regulations change, including but not limited to, establishment of total maximum daily loads, or once new information is obtained that will change the overall discharge and its potential to impact waters of the state, it may be appropriate to reopen this Order. This Order may also specifically be reopened to make revisions consistent with an approved salt and nutrient management plan.
VIII. TERMINATION
Except for enforcement purposes, Order No. R4-2007-0028, adopted by the Regional Board on May 3, 2007, and amended on May 6, 2010, February 2, 2012, April 6, 2017 and December 21, 2017, is hereby terminated.
The Regional Board’s termination of prior waste discharge requirements and/or monitoring and reporting requirements do not extinguish any violations that may have occurred during the time those requirements were in effect. The Regional Board reserves the right to take enforcement actions to address violations of prior prohibitions, limitations, specifications, requirements, or provisions of rescinded requirements as allowed by law.
IX. EFFECTIVE DATE
This Order becomes effective immediately upon its adoption.
I, Renee Purdy, Executive Officer, do hereby certify that the foregoing is a full, true, and correct copy of an Order originally adopted on February 8, 2018 and amended and adopted by the California Regional Water Quality Control Board, Los Angeles Region on May 12, 2022.
Renee Purdy
Executive Officer
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38 Figure 1 – The Vicinity of Santa Paula Water Recycling Facility (SPWRF) DRAFT
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39 Figure 2 – Santa Paula Groundwater Basin
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40 Figure 3 – Process Flow Schematic of Santa Paula Wastewater Recycling Facility DRAFT
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41 Figure 4 – Process Flow Schematic of Reverse Osmosis Advanced Wastewater Treatment System at Santa Paula Water Recycling Facility
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42 Figure 5 – Locations of Groundwater Monitoring Wells DRAFT
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43 Figure 6 – Santa Clara River Watershed Surface Reaches DRAFT
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Attachment A – Maximum Contaminant Levels
Attachment A-1 Inorganic Chemicals
Table 64431-A
Chemical Maximum Contaminant Levels
(mg/L)
Reporting Detection Limit
(mg/L)
Aluminum 1 0.05
Antimony 0.006 0.006
Arsenic 0.010 0.002
Asbestos 7 MFL [1] 0.2 MFL [2]
Barium 1 0.1
Beryllium 0.004 0.001
Cadmium 0.005 0.001
Chromium 0.05 0.01
Cyanide 0.15 0.1
Fluoride 2.0 0.1
Mercury 0.002 0.001
Nickel 0.1 0.01
Nitrate (as nitrogen) 10 0.4
Nitrate+Nitrite (sum
as nitrogen) 10 Not applicable
Nitrite (as nitrogen) 1 0.4
Perchlorate 0.006 0.002
0.001 [3]
Selenium 0.05 0.005
Thallium 0.002 0.001
Note: [1] MFL = million fibers per liter; MCL for fibers exceeding 10 µm in length. [2] Reporting detection limit for fibers exceeding 10 µm in length. [3] Effective January 1, 2024.
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Attachment A-2 Radioactivity
Gross alpha and gross beta analysis must be performed. If gross alpha is greater than 1 picocurie per liter (pCi/L), uranium analysis must be performed. Compliance with this Order shall then be based on comparing gross alpha minus total uranium to the gross alpha limit of 15 pCi/L.
Radium-226 and radium-228 analysis must be performed, and combined Radium-226 and radium-228 activity must be less than or equal to 5 pCi/L. If gross alpha is less than 50 pCi/L, one can assume radium-226 activity is equal to gross alpha activity for purposes of meeting the 5 pCi/L limit.
Table 64442
Radionuclide Maximum Contaminant Level
(pCi/L)
Reporting Detection Limit
(pCi/L)
Radium-226 None 1
Radium-228 None 1
Combined radium226 and radium-228 5 Not applicable
Gross Alpha particle
activity (excluding
radon and uranium)
15 3
Uranium 20 1
Note: pCi/L = picocuries per liter
Table 64443
Radionuclide Maximum Contaminant Level
(pCi/L)
Reporting Detection Limit
(pCi/L)
Beta/photon emitters
4 millirem per year annual dose
equivalent to the total body or
any internal organ
Gross Beta particle activity:
4 Strontium-90
8 (= 4 millirem per year dose to
bone marrow)
2 Tritium
20,000
(=4 millirem per year dose to
total body)
1,000
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Attachment A-3 Organic Chemicals
Table 64444-A
(a) Volatile Organic Chemicals (VOCs)
Chemical
Maximum Contaminant
Levels
(mg/L)
Reporting Detection
Limit
(mg/L)
Benzene 0.001 0.0005
Carbon Tetrachloride 0.0005 0.0005
1,2-Dichlorobenzene 0.6 0.0005
1,4-Dichlorobenzene 0.005 0.0005
1,1-Dichloroethane 0.005 0.0005
1,2-Dichloroethane 0.0005 0.0005
1,1-Dichloroethylene 0.006 0.0005
cis-1,2-Dichloroethylene 0.006 0.0005
trans-1,2-Dichloroethylene 0.01 0.0005
Dichloromethane 0.005 0.0005
1,2-Dichloropropane 0.005 0.0005
1,3-Dichloropropene 0.0005 0.0005
Ethylbenzene 0.3 0.0005
Methyl-tert-butyl ether 0.013 0.003
Monochlorobenzene 0.07 0.0005
Styrene 0.1 0.0005
1,1,2,2-Tetrachloroethane 0.001 0.0005
Tetrachloroethylene 0.005 0.0005
Toluene 0.15 0.0005
1,2,4-Trichlorobenzene 0.005 0.0005
1,1,1-Trichloroethane 0.200 0.0005
1,1,2-Trichloroethane 0.005 0.0005
Trichloroethylene 0.005 0.0005
Trichlorofluoromethane 0.15 0.005
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1,1,2-Trichloro-1,2,2-
Trifluoroethane 1.2 0.01
Vinyl Chloride 0.0005 0.0005
Xylenes 1.750 [1] 0.0005
(b) Synthetic Organic Chemicals (SOCs)
Chemical
Maximum Contaminant
Levels
(mg/L)
Reporting Detection
Limit
(mg/L)
Alachlor 0.002 0.001
Atrazine 0.001 0.0005
Bentazon 0.018 0.002
Benzo(a)pyrene 0.0002 0.0001
Carbofuran 0.018 0.005
Chlordane 0.0001 0.0001
2,4-D 0.07 0.01
Dalapon 0.2 0.01
Dibromochloropropane 0.0002 0.00001
Di(2-ethylhexyl)adipate 0.4 0.005
Di(2-ethylhexyl)phthalate 0.004 0.003
Dinoseb 0.007 0.002
Diquat 0.02 0.004
Endothall 0.1 0.045
Endrin 0.002 0.0001
Ethylene Dibromide 0.00005 0.00002
Glyphosate 0.7 0.025
Heptachlor 0.00001 0.00001
Heptachlor Epoxide 0.00001 0.00001
Hexachlorobenzene 0.001 0.0005
Hexachlorocyclopentadiene 0.05 0.001
Lindane 0.0002 0.0002
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Chemical
Maximum Contaminant
Levels
(mg/L)
Reporting Detection
Limit
(mg/L)
Methoxychlor 0.03 0.01
Molinate 0.02 0.002
Oxamyl 0.05 0.02
Pentachlorophenol 0.001 0.0002
Picloram 0.5 0.001
Polychlorinated Biphenyls 0.0005 0.0005
Simazine 0.004 0.001
Thiobencarb 0.07 0.001
Toxaphene 0.003 0.001
1,2,3-Trichloropropane 0.000005 0.000005
2,3,7,8-TCDD (Dioxin) 3×10-8 5×10-9
2,4,5-TP (Silvex) 0.05 0.001
Note: [1] MCL is for either a single isomer or the sum of the isomers.
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Attachment A-4 Secondary Maximum Contaminant Levels
Table 64449-A
Chemical Levels/Units
Aluminum 0.2 mg/L
Color 15 Units
Copper 1.0 mg/L
Foaming Agents (MBAS) 0.5 mg/L
Iron 0.3 mg/L
Manganese 0.05 mg/L
Methyl-tert-butyl ether (MTBE) 0.005 mg/L
Odor -Threshold 3 Units
Silver 0.1 mg/L
Thiobencarb 0.001 mg/L
Turbidity 5 Units
Zinc 5.0 mg/L
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Attachment A-5 Disinfection Byproducts
Table 64533-A
Chemical
Maximum Contaminant
Levels
(mg/L)
Reporting Detection
Limit
(mg/L)
Total trihalomethanes
(TTHM) 0.080 None
Bromodichloromethane None 0.0010
Bromoform None 0.0010
Chloroform None 0.0010
Dibromochloromethane None 0.0010
Haloacetic acids (five)
(HAA5) 0.060 None
Monochloroacetic Acid None 0.0020
Dichloroacetic Acid None 0.0010
Trichloroacetic Acid None 0.0010
Monobromoacetic Acid None 0.0010
Dibromoacetic Acid None 0.0010
Bromate [1] 0.010 0.0050
0.0010 [2]
Chlorite [3] 1.0 0.020
Notes: [1] Bromate is listed for plant using ozone disinfection only. [2] For analysis performed using EPA Method 317.0 Revision 2.0, 321.8, or 326.0.
[3] Chlorite is listed for plant using chlorine dioxide only.
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B-1
Attachment B – Standard Provisions
Applicable to Waste Discharge Requirements
1. Duty to Comply
The discharger must comply with all conditions of these waste discharge requirements. A responsible party has been designated in the Order for this project, and is legally bound to maintain the monitoring program and permit. Violations may result in enforcement actions, including Regional Board orders or court orders requiring corrective action or imposing civil monetary liability, or in modification or revocation of these waste discharge requirements by the Regional Board. (California Water Code, Sections 13261, 13263, 13265, 13268, 13300, 13301, 13304, 13340, and 13350). Failure to comply with any waste discharge requirement, monitoring and reporting requirement, or other order or prohibition issued, reissued or amended by the Los Angeles Water Board or State Water Resources Control Board is a violation of these waste discharge requirements and the Water Code, which can result in the imposition of civil liability. (California Water Code, Section 13350, subdivision (a).)
2. General Prohibition
Neither the treatment nor the discharge of waste shall create a pollution, contamination or nuisance, as defined by California Water Code section 13050. In addition, the discharge of waste classified as hazardous, as defined in California Code of Regulations, Title 23, Section 2521, subdivision (a) is also prohibited.
3. Availability
A copy of these waste discharge requirements shall be maintained at the discharge facility and be available at all times to operating personnel. (California Water Code, Section 13263)
4. Change in Ownership
The discharger must notify the Executive Officer, in writing at least 30 days in advance of any proposed transfer of this Order’s responsibility and coverage to a new discharger containing a specific date for the transfer of this Order’s responsibility and coverage between the current discharger and the new discharger.
This agreement shall include an acknowledgement that the existing discharger is liable for violations up to the transfer date and that the new discharger is liable from the transfer date forward. (California Water Code, Sections 13267 and 13263)
5. Change in Discharge
In the event of a material change in the character, location, or volume of a discharge, the discharger shall file with this Regional Board a new Report of Waste Discharge.
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(California Water Code, Section 13260, subdivision (c)). A material change includes, but is not limited to, the following:
(a) Addition of a major industrial waste discharge to a discharge of essentially domestic sewage, or the addition of a new process or product by an industrial facility resulting in a change in the character of the waste. (b) Significant change in disposal method, e.g., change from a land disposal to a direct discharge to water, or change in the method of treatment which would significantly alter the characteristics of the waste.
(c) Significant change in the disposal area, e.g., moving the discharge to another drainage area, to a different water body, or to a disposal area significantly removed from the original area potentially causing different water quality or nuisance problems.
(d) Increase in flow beyond that specified in the waste discharge requirements. (e) Increase in the area or depth to be used for solid waste disposal beyond that specified in the waste discharge requirements. (California Code of Regulations, Title 23, Section 2210)
6. Revision
These waste discharge requirements are subject to review and revision by the Regional Board. (California Water Code, Sections 13263)
7. Notification
Where the discharger becomes aware that it failed to submit any relevant facts in a Report of Waste Discharge or submitted incorrect information in a Report of Waste Discharge or in any report to the Regional Board, it shall promptly submit such facts or information. (California Water Code, Sections 13260 and 13267)
8. Vested Rights
This Order does not convey any property rights of any sort or any exclusive privileges. The requirements prescribed herein do not authorize the commission of any act causing injury to persons or property, do not protect the discharger from his liability under Federal, State or local laws, nor do they create a vested right for the discharger to continue the waste discharge. (California Water Code, Section 13263, subdivision (g).)
9. Severability
Provisions of these waste discharge requirements are severable. If any provisions of these requirements are found invalid, the remainder of the requirements shall not be affected.
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10. Operation and Maintenance
The discharger shall, at all times, properly operate and maintain all facilities and systems of treatment and control (and related appurtenances) which are installed or used by the discharger to achieve compliance with conditions of this Order. Proper operation and maintenance include effective performance, adequate funding, adequate operator staffing and training, and adequate laboratory and process controls including appropriate quality assurance procedures. This provision requires the operation of backup or auxiliary facilities or similar systems only when necessary to achieve compliance with the conditions of this Order. (California Water Code, Section 13263, subdivision (f).)
11. Notification Requirement
Except for a discharge which is in compliance with these waste discharge requirements, any person who, without regard to intent or negligence, causes or permits any hazardous substance or sewage to be discharged in or on any waters of the State, or discharged or deposited where it is, or probably will be, discharged in or on any waters of the State, shall, as soon as (a) that person has knowledge of the discharge, (b) notification is possible, and (c) notification can be provided without substantially impeding cleanup or other emergency measures, immediately notify the Office of Emergency Services of the discharge in accordance with the spill reporting provision of the State toxic disaster contingency plan adopted pursuant to Article 3.7 (commencing with Section 8574.7) of Chapter 7 of Division 1 of Title 2 of the Government Code, and immediately notify the State Board or the appropriate Regional Board of the discharge. This provision does not require reporting of any discharge of less than a reportable quantity as provided for under subdivisions (f) and (g) of Section 13271 of the Water Code unless the discharger is in violation of a prohibition in the applicable Water Quality Control plan. (California Water Code, Section 13271, subdivision (a).)
12. Oil or Petroleum Releases
Except for a discharge which is in compliance with these waste discharge requirements, any person who without regard to intent or negligence, causes or permits any oil or petroleum product to be discharged in or on any waters of the State, or discharged or deposited where it is, or probably will be, discharged in or on any waters of the State, shall, as soon as (a) such person has knowledge of the discharge, (b) notification is possible, and (c) notification can be provided without substantially impeding cleanup or other emergency measures, immediately notify the Office of Emergency Services of the discharge in accordance with the spill reporting provision of the State oil spill contingency plan adopted pursuant to Article
3.5 (commencing with Section 8574.1) of Chapter 7 of Division 1 of Title 2 of the Government Code. This provision does not require reporting of any discharge of less than 42 gallons unless the discharge is also required to be reported pursuant to Section 311 of the Clean Water Act or the discharge is in violation of a prohibition in the applicable Water Quality Control Plan. (California Water Code, Section 13272) DRAFT
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13. Investigations and Inspections
The discharger shall allow the Regional Board, or an authorized representative upon the presentation of credentials and other documents as may be required by law, to:
(a) Enter upon the discharger’s premises where a regulated facility or activity is located or conducted, or where records must be kept under the conditions of this Order;
(b) Have access to and copy, at reasonable times, any records that must be kept under the conditions of this Order;
(c) Inspect at reasonable times any facilities, equipment (including monitoring and control equipment), practices, or operations regulated or required under this Order; and
(d) Sample or monitor at reasonable times, for the purposes of assuring compliance with this Order, or as otherwise authorized by the California Water Code, any substances or parameters at any location. (California Water Code, Section 13267)
(e) Except for material determined to be confidential in accordance with applicable law, all reports prepared in accordance with the terms of this Order shall be available for public inspection at the office of the Los Angeles Water Board.
Data on waste discharges, water quality, geology, and hydrogeology shall not be considered confidential.
14. Monitoring Program and Devices
The discharger shall furnish, under penalty of perjury, technical monitoring program reports; such reports shall be submitted in accordance with specifications prepared by the Executive Officer, which specifications are subject to periodic revisions as may be warranted. (California Water Code, Section 13267) All monitoring instruments and devices used by the discharger to fulfill the prescribed monitoring program shall be properly maintained and calibrated as necessary to ensure their continued accuracy. All flow measurement devices shall be calibrated at least once per year, or more frequently, to ensure continued accuracy of the devices. Annually, the discharger shall submit to the Executive Office a written statement, signed by a registered professional engineer, certifying that all flow measurement devices have been calibrated and will reliably achieve the accuracy required.
The analysis of any material required pursuant to Division 7 of the Water Code shall be performed by a laboratory that has accreditation or certification pursuant to Article 3 (commencing with Section 100825) of Chapter 4 of Part 1 of Division 101 of the Health and Safety Code. However, this requirement does not apply to field tests, such as test for color, odor, turbidity, pH, temperature, dissolved oxygen, DRAFT
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conductivity, and disinfectant residual chlorine. (California Water Code, Section 13176). Unless otherwise permitted by the Regional Board Executive officer, all analyses shall be conducted at a laboratory certified for such analyses by the State Water Resources Control Board’s Division of Drinking Water. All analyses shall be required to be conducted in accordance with the latest edition of “Guidelines Establishing Test Procedures for Analysis of Pollutants” (40 CFR Part 136) promulgated by the United States, Environmental Protection Agency (USEPA). (California Code of Regulation, Title 23, Section 2230) The Quality Assurance-Quality Control Program must conform to the USEPA Guidelines “Laboratory Documentation Requirements for Data Validation”, January 1990, USEPA Region 9) or procedures approved by the Los Angeles Regional Water Quality Control Board.
All quality assurance and quality control (QA/QC) analyses must be run on the same dates when samples were actually analyzed. All QA/QC data shall be reported, along with the sample results to which they apply, including the method, equipment, analytical detection and quantitation limits, the percent recovery, and explanation for any recovery that falls outside the QC limits, the results of equipment and method blanks, the results of spiked and surrogate samples, the frequency of quality control analysis, and the name and qualifications of the person(s) performing the analyses.
Sample results shall be reported unadjusted for lank results or spike recoveries. In cases where contaminants are detected in QA/QC samples (e.g., field, trip, or lab blanks); the accompanying sample results shall be appropriately flagged.
The Discharger shall make all QA/QC data available for inspection by Regional Board staff and submit the QA/QC documentation with its respective quarterly report. Proper chain of custody procedures must be followed and a copy of that documentation shall be submitted with the quarterly report.
15. Treatment Failure
In an enforcement action, it shall not be a defense for the discharger that it would have been necessary to halt or to reduce the permitted activity in order to maintain compliance with this Order. Upon reduction, loss, or failure of the treatment facility, the discharger shall, to the extent necessary to maintain compliance with this Order, control production or all discharges, or both, until the facility is restored or an alternative method of treatment is provided. This provision applies, for example, when the primary source of power of the treatment facility fails, is reduced, or is lost. (California Water Code, Section 13263, subdivision (f).)
16. Discharge to Navigable Waters
A person who discharges pollutants or proposes to discharge pollutants or proposes to discharge pollutants to the navigable waters of the United States within the jurisdiction of this state or a person who discharges dredged or fill material or proposes to discharge dredged or fill material into the navigable waters of the United DRAFT
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States within the jurisdiction of this state shall file a report of waste discharge in compliance with the procedures set forth in Water Code section 13260. (California Water Code, Section 13376)
17. Endangerment to Health and Environment
The discharger shall report any noncompliance which may endanger health or the environment. Any such information shall be provided verbally to the Executive Officer within 24 hours from the time the discharger becomes aware of the circumstances. A written submission shall also be provided within five days of the time the discharger becomes aware of the circumstances. The written submission shall contain a description of the noncompliance and its cause; the period of noncompliance, including exact dates and times, and if the noncompliance has not been corrected; the anticipated time it is expected to continue and steps taken or planned to reduce, eliminate, and prevent recurrence of the noncompliance. The Executive officer, or an authorized representative, may waive the written report on a case-by-case basis if the oral report has been received within 24 hours. The following occurrence(s) must be reported to the Executive Office within 24 hours:
(a) Any bypass from any portion of the treatment facility. (b) Any discharge of treated or untreated wastewater resulting from sewer line breaks, obstruction, surcharge or any other circumstances. (c) Any treatment plan upset which causes the effluent limitation of this Order to be exceeded. (California Water Code, Sections 13263 and 13267)
18. Maintenance of Records
The discharger shall retain records of all monitoring information including all calibration and maintenance records, all original strip chart recordings for continuous monitoring instrumentation, copies off all reports required by this Order, and record of all data used to complete the application for this Order. Records shall be maintained for a minimum of three years from the date of the sample, measurement, report, or application. This period may be extended during the course of any unresolved litigation regarding this discharge or when requested by the Regional Board Executive Officer.
Records of monitoring information shall include:
(a) The date, exact place, and time of sampling or measurement; (b) The individual(s) who performed the sampling or measurement; (c) The date(s) analyses were performed;
(d) The individual(s) who performed the analyses;
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(e) The analytical techniques or method used; and
(f) The results of such analyses.
19. (a) All application reports or information to be submitted to the Executive Office shall be signed and certified as follows:
(1) For a corporation – by a principal executive officer or at least the level of vice president.
(2) For a partnership or sole proprietorship – by a general partner or the proprietor, respectively.
(3) For a municipality, state, federal, or other public agency – by either a principal executive officer or ranking elected official. (b) A duly authorized representative of a person designated in paragraph (a) of this provision may sign documents if:
(1) The authorization is made in writing by a person described in paragraph (a) of this provision.
(2) The authorization specifies either an individual or position having responsibility for the overall operation of the regulated facility or activity; and
(3) The written authorization is submitted to the Executive Officer.
Any person signing a document under this Section shall make the following certification:
“I certify under penalty of law that I have personally examined and am familiar with the information submitted in this document and all attachments and that, based on my inquiry of those individuals immediately responsible for obtaining the information, I believe that the information is true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment. [California Water Code Sections 13263, 13267, and 13268]”
20. Operator Certification
Supervisors and operators of municipal wastewater treatment plants and privately owned facilities regulated by the Public Utilities Commission, used in the treatment or reclamation of sewage and industrial waste shall possess a certificate of appropriate grade in accordance with California Code of Regulations, Title 23, section 3680. State Boards may accept experience in lieu of qualification training. (California Code of Regulations, Title, 23, Sections 3680 and 3680.2.) In lieu of a properly certified wastewater treatment plant operator, the State Board may approve DRAFT
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use of a water treatment plant operator of appropriate grade certified by the State Department of Public Health where reclamation is involved. (California Code of Regulations, Title, 23, Section 3670.1, subdivision (b).)
ADDITIONAL PROVISIONS APPLICABLE TO PUBLICLY OWNED TREATEMENT WORKS’ ADEQUATE CAPACITY
21. Whenever a regional board finds that a publicly owned wastewater treatment plant will reach capacity within four years, the board shall notify the discharger. Such notification shall inform the discharger that the regional board will consider adopting a time schedule order pursuant to Section 13300 of the Water Code or other enforcement order unless the discharger can demonstrate that adequate steps are being taken to address the capacity problem. The notification shall require the discharger to submit a technical report to the regional board within 120 days showing how flow volumes will be prevented from exceeding existing capacity or how capacity will be increased. A copy of such notification shall be sent to appropriate local elected officials, local permitting agencies and the press. The time for filing the required technical report may be extended by the regional board. An extension of 30 days may be granted by the executive officer. Longer extensions may be granted by the regional board itself. (California Code of Regulations, Title, 23, Section 2232.) DRAFT
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Attachment C – Monitoring for Constituents of Emerging Concern (CECs) Table C-1. Health-based and Performance Indicator CECs and Required Reporting Limits [1]
Constituent Constituent Group Reporting Limit
(µg/L)
1,4-Dioxane Industrial chemical 0.1
N-Nitrosodimethylamine
(NDMA) Disinfection byproduct 0.002
N-Nitrosomorpholine
(NMOR) Industrial chemical 0.002
Perfluorooctane sulfonate
(PFOS)
Consumer/industrial
chemical 0.0065
Perfluorooctanoic acid
(PFOA)
Consumer/industrial
chemical 0.007
Sucralose Food additive 0.1
Sulfamethoxazole Antibiotic 0.01
Note: [1] Water Quality Control Policy for Recycled Water (Recycled Water Policy), effective April 8, 2019.
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Attachment D – Monitoring for Priority Pollutants
Acenaphthene
Acrolein
Acrylonitrile
Benzene
Benzidine
Carbon tetrachloride
Chlorobenzene
1,2,4-trichlorobenzene
Hexachlorobenzene
1,2-dichloroethane
1,1,1-trichloreothane
Hexachloroethane
1,1-dichloroethane
1,1,2-trichloroethane
1,1,2,2-tetrachloroethane
Chloroethane
Bis(2-chloroethyl) ether
2-chloroethyl vinyl ethers
2-chloronaphthalene
2,4,6-trichlorophenol
Parachlorometa cresol
Chloroform
2-chlorophenol
1,2-dichlorobenzene
1,3-dichlorobenzene
1,4-dichlorobenzene
3,3-dichlorobenzidine
1,1-dichloroethylene
1,2-trans-dichloroethylene
2,4-dichlorophenol
1,2-dichloropropane
1,3-dichloropropylene
2,4-dimethylphenol
2,4-dinitrotoluene
2,6-dinitrotoluene
1,2-diphenylhydrazine
Ethylbenzene
Fluoranthene
4-chlorophenyl phenyl ether
4-bromophenyl phenyl ether
Bis(2-chloroisopropyl) ether
Bis(2-chloroethoxy) methane
Methylene chloride
Methyl chloride
Methyl bromide
Bromoform
Dichlorobromomethane
Chlorodibromomethane
Hexachlorobutadiene
Hexachlorocyclopentadiene
Isophorone
Naphthalene
Nitrobenzene
2-nitrophenol
4-nitrophenol
2,4-dinitrophenol
4,6-dinitro-o-cresol
N-nitrosodimethylamine
N-nitrosodiphenylamine
N-nitrosodi-n-propylamine
Pentachlorophenol
Phenol
Bis(2-ethylhexyl) phthalate
Butyl benzyl phthalate
Di-N-Butyl Phthalate 2
Di-n-octyl phthalate
Diethyl Phthalate
Dimethyl phthalate
Benzo(a) anthracene
Benzo(a) pyrene
Benzo(b) fluoranthene
Benzo(k) fluoranthene
Chrysene
Acenaphthylene
Anthracene
Benzo(ghi) perylene
Fluorene
Phenanthrene
Dibenzo(,h) anthracene
Indeno (1,2,3-cd) pyrene
Pyrene
Tetrachloroethylene
Toluene
Trichloroethylene
Vinyl chloride
Aldrin
Dieldrin
Chlordane
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4,4-DDT
4,4-DDE
4,4-DDD
Alpha-endosulfan
Beta-endosulfan
Endosulfan sulfate
Endrin
Endrin aldehyde
Heptachlor
Heptachlor epoxide
Alpha-BHC
Beta-BHC
Gamma-BHC
Delta-BHC
PCB-1242 (Arochlor 1242)
PCB-1254 (Arochlor 1254)
PCB-1221 (Arochlor 1221)
PCB-1232 (Arochlor 1232)
PCB-1248 (Arochlor 1248)
PCB-1260 (Arochlor 1260)
PCB-1016 (Arochlor 1016)
Toxaphene
Antimony
Arsenic
Asbestos
Beryllium
Cadmium
Chromium
Copper
Cyanide, Total
Lead
Mercury
Nickel Selenium
Silver
Thallium
Zinc
2,3,7,8-TCDD
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E-1 Adopted: February 8, 2018
Amended: May 12, 2022
Attachment E
MONITORING AND REPORTING PROGRAM NO. CI-9259
FOR
CITY OF SANTA PAULA
(SANTA PAULA WATER RECYCLING FACILITY)
(File No. 06-189)
This Monitoring and Reporting Program (MRP) No. CI-9259 is issued pursuant to California Water Code section 13267, which authorizes the Regional Water Quality Control Board, Los Angeles Region (Regional Board) to require the City of Santa Paula (City), who discharges tertiary-treated wastewater generated from the Santa Paula Water Recycling Facility (SPWRF) to groundwater via three percolation ponds, to furnish technical or monitoring reports.
The reports required herein are necessary to:
· Determine compliance with Waste Discharge Requirements (WDRs) Order No. R4- 2018-0022 and assure protection of the waters of the state and their beneficial uses. · Assess treatment plant performance, identify operational problems, and improve plant performance.
· Assess effectiveness of the City’s Pretreatment Program. · Provide information on wastewater characteristics and flows for use in interpreting water quality and biological data.
· Determine total maximum daily load (TMDL) effectiveness.
The evidence that supports the need for the reports is set forth in the WDRs and the Regional Board record.
I. SUBMITTAL OF REPORTS
A. The City shall comply with the Electronic Submittal of Information (ESI) requirements by submitting all reports required under this MRP, including electronic data format (EDF) groundwater and surface water monitoring data, injection location data, and monitoring reports. These reports shall be received by the Regional Board via the State Water Resources Control Board’s (State Water Board) GeoTracker database under Global ID WDR100000849 on the dates indicated as follows:
1. Quarterly Monitoring Reports shall be received by the Regional Board by the 30th day of the month following the end of each quarterly monitoring period according to Table 1 below. The first Quarterly Monitoring Report DRAFT
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under this program must be received by the Regional Board by April 30, 2018.
Table 1. Reporting Period and Due
Reporting Period Report Due
January – March April 30
April – June July 30
July – September October 30
October - December January 30
2. Annual Summary Report shall be received by the Regional Board by March 1 of each year. The first Annual Summary Report under this program must be received by the Regional Board no later than March 1, 2018.
B. If there is no discharge during any reporting period, the report shall still be submitted and so state.
C. Data collected from monitoring wells shall be included in the quarterly monitoring reports and annual summary report. The data shall include the well specifications, ordinances, well heads elevation to mean sea level (MSL) and the method to develop the well. The California Department of Water Resources sets standards for the construction of groundwater wells, as described in California Well Standards Bulletin 74-90 (June 1991) and Water Well Standards: State of California Bulletin 74-81 (December 1981). These well standards, and any more stringent standards adopted by the state or county pursuant to Water Code section 13801, apply to all monitoring wells used to monitor the impacts of wastewater storage or disposal governed by waste discharge or monitoring and reporting requirements.
D. In accordance with California Business and Profession Code sections 6735, 7835, and 7835.1, engineering and geologic evaluations and judgments shall be performed by or under the direction of registered professionals competent and proficient in the fields pertinent to the required activities. All reports submitted to the Regional Board pursuant to waste discharge or monitoring and reporting requirements that contain work plans for investigations and studies, that describe the conduct of investigations and studies, or that contain technical conclusions and recommendations concerning engineering and geology shall be prepared by or under the direction of appropriately qualified professional(s), such a licensed engineer or a certified hydrogeologist in the State of California, even if not explicitly stated. Each report must submitted by the Discharger shall bear the professional’s signature and stamp.
E. All monitoring reports must include, at minimum, the following:
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1. Well or location identification, date and time of sampling;
2. Sampler identification, laboratory identification, and chain of custody;
3. Quarterly observation of groundwater levels, recorded to 0.01 feet mean sea level (MSL), and flow direction; and
4. Calculation of vertical separation of the water table from the bottom of the disposal system.
II. MONITORING REQUIREMENTS
A. Monitoring shall be used to determine compliance with waste discharge requirements and shall include, but is not limited to, implementation and documentation of the following:
1. Locations of each groundwater well where representative samples can be obtained and the rationale for the selection. The City must include a map, at a scale of 1 inch equals 1,200 feet or less, that clearly identifies the locations of the SPWRF, and all groundwater monitoring wells.
2. Sampling protocols (specified in 40 C.F.R. Part 136 or American Water Works Association standards where appropriate) and chain of custody procedures.
3. For groundwater monitoring, outline the methods and procedures to be used for measuring water levels; purging wells; collecting samples; decontaminating equipment; containing, preserving, and shipping samples; and maintaining appropriate documentation. Also include the procedures for handling, storing, testing, and disposing of purge and decontamination waters generated from the sampling events.
4. Laboratory or laboratories, which conducted the analyses. Include copy or copies of laboratory certifications by the Environmental Laboratory Accreditation Program (ELAP) of the State Water Board’s Division of Drinking Water (DDW) every year or when the City changes their contract laboratory.
5. Analytical test methods used and the corresponding Detection Limits for Purposes of Reporting (DLR) for unregulated and regulated chemicals.
Please see the DDW’s website at
http://www.waterboards.ca.gov/drinking_water/certlic/drinkingwater/EDT.shtml for unregulated and regulated chemicals.
6. Quality assurance and control measures.
B. The samples shall be analyzed using analytical methods described in 40 C.F.R.
Part 136; or where no methods are specified for a given pollutant, by DRAFT
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commercially available methods approved by the United State Environmental Protection Agency (USEPA) or DDW, Regional Board and/or State Board. The City shall select the analytical methods that provide reporting detection limits (RDLs) lower than the limits prescribed in waste discharge requirements.
C. The City shall instruct its laboratories to establish calibration standards so that the RDLs (or its equivalent if there is a different treatment of samples relative to calibration standards) are the lowest calibration standard. At no time shall the City use analytical data derived from extrapolation beyond the lowest point of the calibration curve.
D. Upon request by the City, the Regional Board, in consultation with the USEPA or DDW and the State Board Quality Assurance Program, may establish RDLs in any of the following situations:
1. When the pollutant has no established method under 40 C.F.R. Part 136 (revised May 14, 1999, or subsequent revision);
2. When the method under 40 C.F.R. Part 136 for the pollutant has a RDL higher than the limit specified in this Order; or
3. When the City agrees to use a test method that is more sensitive than those specified in 40 C.F.R. Part 136 and is commercially available.
E. Samples of influent and disinfected effluent must be analyzed within allowable holding time limits as specified in 40 C.F.R. section 136.3. All quality assurance/quality control (QA/QC) analyses must be run on the same dates when samples were actually analyzed. The City shall make available for inspection and/or submit the QA/QC documentation upon request by the Regional Board. Proper chain of custody procedures must be followed and a copy of that documentation shall be submitted with the quarterly monitoring report.
F. Constituents of emerging concern (CECs): In recent years, the Regional Board has required monitoring of a select group of anthropogenic chemicals, particularly pesticides, pharmaceuticals and personal care products, known collectively as CECs, into monitoring and program requirements to better understand the propensity, persistence and effects of CECs in our environment. Recently adopted permits in this region contain requirements for CEC effluent monitoring, including identification of the CECs to be monitored in the effluent, sample type, sampling frequency, and sampling methodology.
1. The City shall monitor a selective list of CECs identified in Attachment C in the SPWRF’s effluent discharge and in the groundwater. The reporting limits in Attachment C shall be used for these constituents.
2. The City shall select methods according to the following approach:
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i. Use USEPA drinking water methods, if available;
ii. Use DDW-recommended methods for CECs, if available; iii. If there is no DDW-recommended drinking water method for a chemical, and more than a single USEPA-approved method is available, use the most sensitive USEPA-approved method; iv. If there is no USEPA-approved method for a chemical, and more than one method is available from the scientific literature and commercial laboratory, after consultation with DDW, use the most sensitive method; or
v. If no approved method is available for a specific chemical, the City’s laboratory may develop or use its own methods and should provide the analytical methods to DDW or the Regional Board for review and approval. Those methods may be used until DDW-recommended or USEPA-approved methods are available.
vi. In the event that subsections II.F.2.i. or II.F.2.v. are applicable, the City shall inform the Regional Board.
3. CECs identified in Attachment C shall be monitored once within six months from the effective date of this Order (by May 2, 2018) and once every five years thereafter. The Regional Board Executive Officer may add or delete chemicals from Attachment C as new analytical methods become available and may also make revisions to approved analytical methods as needed. A revised CECs list will be made available to the City when changes occur. The City shall request (and submit a justification for) any deviation from the attached list for Executive Officer approval, if a change is required, before collecting samples.
4. Monitoring results shall be reported as part of the annual report. Analysis under this section is for monitoring purposes only as there are currently no standards for these constituents.
III. REPORTING REQUIREMENTS
The City shall submit all reports to the Regional Board by the dates indicated in Section I. All quarterly and annual reports shall clearly list all non-compliance with WDRs, as well as all excursions of effluent limits. All quarterly and annual monitoring reports shall contain a separate section titled “Summary of Non-Compliance”, which discusses the compliance records and corrective actions taken or planned that may be needed to bring the discharge into full compliance with WDRs.
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A. Quarterly Monitoring Reports
1. These reports shall include, at a minimum, the following information:
i. The volume of the effluent used for land disposal via percolation. ii. The date and time of sampling and analyses on the influent, effluent, and groundwater.
iii. All analytical results of samples collected during the monitoring period of the influent, effluent, and groundwater.
iv. Documentation of all QA/QC procedures that were followed during sampling and laboratory analyses.
v. Records of any operational problems, plant upset and equipment breakdowns or malfunctions, and any discharge(s) used for land disposal via percolation.
vi. Discussion of compliance, non-compliance, or violation of waste discharge requirements.
vii. All corrective and/or preventive action(s) taken or planned with schedule of implementation, if any violation occurs.
2. For the purpose of reporting compliance with numerical limitations, analytical data shall be reported using the following reporting protocols:
i. Sample results greater than or equal to the RDL must be reported “as measured” by the laboratory (i.e., the measured chemical concentration in the sample);
ii. Sample results less than the RDL, but greater than or equal to the laboratory’s method detection limit (MDL), must be reported as “Detected, but Not Quantified” (DNQ). The laboratory must write the estimated chemical concentration of the sample next to DNQ as well as the words “Estimated Concentration” (may be shortened to Est.
Conc.); or
iii. Sample results less than the laboratory’s MDL must be reported as “None-Detected” (ND).
3. If the City samples and performs analyses (other than for process/operational control, startup, research, or equipment testing) on any sample more frequently than required in this MRP using approved analytical methods, the results of those analyses shall be included in the report. These results shall be included in the calculation of the average DRAFT
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used in demonstrating compliance with average effluent limits, receiving groundwater limits, etc.
4. The Regional Board may request supporting documentation, such as daily logs of operations.
B. Annual Summary Reports
These reports shall include, at a minimum, the following information:
1. Tabular and graphical summaries of the monitoring data (quality of influent, effluent, and groundwater; quantity of influent and effluent to percolation ponds,) obtained during the previous calendar year. A comparison of laboratory results against effluent limits contained in these WDRs and notations of any exceedances of limits or other requirements shall be summarized and submitted at the beginning of the report.
2. Discussion of the compliance record and corrective and/or preventive action(s) taken or planned that may be needed to bring the treated effluent, including the treated effluent used for recycled water, into full compliance with the requirements in the WDRs.
3. An in-depth discussion of the results of the final effluent monitoring and groundwater monitoring conducted during the previous year includes:
i. Any change of receiving groundwater resulting from effluent discharges at percolation ponds; and
ii. Any change of groundwater flow pattern resulting from discharge via percolation ponds.
Temporal and spatial trends in the data shall be analyzed, with particular reference to comparisons between stations with respect to distances from the monitoring wells and comparisons to data collected during previous years. Appropriate statistical tests and indices, subject to approval by the Regional Board Executive Officer, shall be calculated and included in the annual report.
4. The description of any changes and anticipated changes including any impacts in operation of any unit processes or facilities shall be provided.
5. A list of the analytical methods employed for each test and associated laboratory QA/QC procedures shall be included. The report shall restate the laboratories used by the City to monitor compliance with the accompanying Order, their status of certification, and provide a summary of analyses.
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6. The report shall confirm operator certification and provide a list of current operating personnel, their responsibilities, and their corresponding grade of certification.
7. The report shall also summarize any change of the Operation, Maintenance, and Monitoring Plan (OMM Plan) due to the optimization of the existing SPWRF operation. The summary shall discuss conformance with the SPWRF's OMM Plan for operations, maintenance, and monitoring of the SPWRF, and whether the OMM Plan requires revision for the current facilities.
IV. WATER QUALITY MONITORING REQUIREMENTS
A. Influent Monitoring
1. The City shall monitor influent to the SPWRF at Influent Pump Station located in the main stream of the influent channel prior to the headworks as specified in Table 2 below.
Table 2. Influent Monitoring
Constituents Units[1] Type of Sample Minimum Frequency of Analysis
Total waste flow gpd Recorder Continuous[2]
BOD5@20o
C mg/L Grab Monthly
Total suspended solids mg/L Grab Monthly
Chloride mg/L 24-hour composite Monthly
Sulfate mg/L Grab Monthly
Boron mg/L Grab Monthly
Total dissolved solids mg/L Grab Monthly
Metals[3] µg/L Grab Quarterly
Table nots: [1] gpd: gallons per day; mg/L: milligrams per liter; µg/L: micrograms per liter [2] The City shall report the daily minimum, maximum, and average values. [3] Metals include antimony, arsenic, beryllium, cadmium, chromium, copper, lead, mercury, nickel, selenium, silver, thallium, and zinc.
B. Effluent Monitoring
1. The City shall monitor its discharge of tertiary-treated effluent at downstream of all treated effluent passing through the effluent sampling station, including the final disinfection process.
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2. The following shall constitute the effluent monitoring program, specified in Table 3 below:
Table 3. Effluent Monitoring
Constituent Unit[1] Type of Sample[2] Minimum Frequency of Analysis
Total flow gpd Recorder Continuous
[3]
UV mW-s/cm2 Recorder Continuous[3]
Turbidity NTU Recorder Continuous[3][4]
pH pH units Grab Daily
Fecal coliform MPN/100mL Grab Daily
Total coliform MPN/100mL Grab Daily
Enterococcus MPN/100mL Grab Weekly
Total suspended solids mg/L 24-hour composite Monthly
BOD5@20o
C mg/L 24-hour composite Monthly
Oil and grease mg/L Grab Monthly
Ammonia as nitrogen mg/L Grab Monthly
Nitrate as nitrogen mg/L Grab Monthly
Nitrite as nitrogen mg/L Grab Monthly
Organic nitrogen mg/L Grab Monthly
Residual chlorine mg/L Grab Monthly
Total dissolved solids mg/L Grab Monthly
Sulfate mg/L Grab Monthly
Chloride mg/L Grab Weekly
Boron mg/L Grab Monthly
MBAS[5] mg/L Grab Quarterly
CTAS[6] mg/L Grab Quarterly
Total hardness mg/L 24-hour composite Quarterly
Total phosphorus mg/L 24-hour composite Quarterly
Constituents listed in
Attachment A-1 to A-6
various Grab/24-hour
composite Quarterly
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Constituent Unit[1] Type of Sample[2] Minimum Frequency of Analysis
CECs in Attachment C various Grab
Once within 6 months
and every 5 years
thereafter[7]
Remaining priority
pollutants in Attachment D µg/L Grab/24-hour composite Annually Table notes: [1] NTU: Nephelometric turbidity unit; mW-s/cm2:milli-watts seconds per square centimeter; MPN/100mL: most probable number per 100 milliliter; µg/L: micrograms per liter
[2] Grab sample is an individual sample collected in a short period of time not exceeding 15 minutes. Grab samples shall be collected during normal peak loading conditions for the parameter of interest, which may or may not be during hydraulic peaks. When an automatic composite sampler is not used, composite sampling shall be done as follows. If the duration of the discharge is equal to or less than 24 hours but greater than eight (8) hours, at least eight (8) flow-weighted samples shall be obtained during the discharge period and composited. For discharge duration of less than eight (8) hours, individual “grab” sample may be substituted. 24-hour composite is for semi-volatile and volatile chemicals.
[3] The City shall report the daily minimum, maximum, and average values. [4] In the event the continuous turbidity meter and recorder fail, grab sampling may be substituted for a period of up to 24 hours. The turbidity samples must be taken at intervals of no more than 1.2 hours over a 24- hour period to determine compliance for turbidity.
[5] MBAS: Methylene Blue Active Substances
[6] CTAS: Cobalt Thiocyanate Active Substances
[7] CECs shall be monitored once within six months from the effective date of this Order (by May 2, 2018) and once every five years thereafter.
C. Groundwater Monitoring
1. The City shall monitor the groundwater at and surrounding the SPWRF to assess the water quality impact of the SPWRF’s discharges to groundwater.
2. The City shall continue to conduct groundwater monitoring from all existing wells, including MW-1, MW-2a, MW-3, MW-4, MW-5, MW-6, MW-7a, MW8, and MW-9 until such time as the City’s work plan proposing a modified groundwater monitoring network, described in Section IV.C.3 below, is approved by the Executive Officer and is implemented by the City.
3. By May 1, 2018, the City shall submit to the Regional Board a work plan proposing a modified groundwater monitoring network for compliance determination with the groundwater limitations. The proposed DRAFT
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groundwater monitoring network shall include groundwater monitoring wells upgradient, cross gradient, and downgradient to the percolation pond. In addition to installation of new wells, the City may propose continuing to use some or all of the existing groundwater monitoring wells (MW-1, MW-2a, MW-3, MW-4, MW-5, MW-6, MW-7a, MW-8, and MW-9).
For compliance determination with the groundwater limitation for chloride, the City’s proposed modified groundwater monitoring network shall include wells at approximately 150 feet downgradient from the percolation pond. The work plan shall be submitted to the Regional Board for the Executive Officer’s review and approval. If the City proposes to use existing wells (such as water supply or irrigation wells) not owned by the City, or proposes to install new wells on property not owned by the City, the City shall include as part of its work plan any access agreements between the City and property owner(s) to use and/or install groundwater wells on non-City-owned property. The City shall implement the work plan, by completing installation of any new wells and commencing monitoring from them, within 60 days after the Executive Officer’s approval.
4. The required groundwater monitoring of constituents/parameter with sample type and frequencies is specified in Table 4 below.
Table 4. Groundwater Monitoring
Constituents Units Type of Sample Minimum Frequency
of Analysis[2]
Water level elevation[1] feet Recorder Monthly
pH pH units Grab Monthly
Total coliform MPN/100mL Grab Monthly
Fecal coliform MPN/100mL Grab Monthly
Enterococcus MPN/100mL Grab Monthly
Ammonia as nitrogen mg/L Grab Monthly
Nitrate as nitrogen mg/L Grab Monthly
Nitrite as nitrogen mg/L Grab Monthly
Organic nitrogen mg/L Grab Monthly
Total dissolved solids mg/L Grab Monthly
Sulfate mg/L Grab Monthly
Chloride mg/L Grab Monthly
Boron mg/L Grab Monthly
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Constituents Units Type of Sample Minimum Frequency
of Analysis[2]
Constituents listed in
Attachments A-1 to A-5
various Grab Annually
CECs in Attachment C µg/L Grab
Once within 6 months
and every 5 years
thereafter
Remaining priority
pollutants in Attachment D µg/L Grab Annually
Table notes: [1] Annual samples shall be collected during the dry season each year. [2] Water level elevations must be measured to the nearest 0.01 feet, and referenced to mean sea level.
D. Monitoring of Effluent Flow to Percolation Ponds
The City shall record the volume in gallons per day (GPD) of treated wastewater discharged to the three percolation ponds. This information shall be submitted as part of the quarterly monitoring reports.
V. GENERAL MONITORING AND REPORTING REQUIREMENTS
A. The City shall comply with all Standard Provisions (Attachment B) related to monitoring, reporting, and recordkeeping.
B. For every requirement not met, the City shall submit a statement of the actions undertaken or proposed that will bring the treated effluent into full compliance with requirements at the earliest possible time, and submit a timetable for implementation of the corrective measures.
C. Monitoring reports shall be signed by either the principal Executive Officer or ranking elected official. A duly authorized representative of the aforementioned signatories may sign documents if:
1. The authorization is made in writing by the signatory;
2. The authorization specifies the representative as either an individual or position having responsibility for the overall operation of the regulated facility or activity; and
3. The written authorization is submitted to the Regional Board Executive Officer.
D. The monitoring report shall contain the following completed declaration:
“I certify under penalty of law that this document, including all attachments and supplemental information, was prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly DRAFT
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gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of a fine and imprisonment.”
Executed on the ___ day of _____ at ______
______________________ Signature
______________________ Title
E. The City shall retain records of all monitoring information, including all calibration and maintenance, monitoring instrumentation, and copies of all reports required by this Order, for a period of at least three (3) years from the date of sampling measurement, or report. This period may be extended by request of the Regional Board at any time and shall be extended during the course of any unresolved administrative proceeding or judicial litigation regarding the regulated activity.
F. Records of monitoring information shall include:
1. The date, exact place, and time of sampling or measurements;
2. The individual(s) who performed the sampling or measurements;
3. The date(s) analyses were performed;
4. The individual(s) who performed the analysis;
5. The analytical techniques or methods used; and
6. The results of such analyses.
G. The City shall submit to the Regional Board, together with the first monitoring report required by this Order, a list of all chemicals and proprietary additives that could affect the quality of the treated effluent. Any subsequent changes in types and/or quantities shall be reported promptly. An annual summary of the quantities of all chemicals, listed by both trade and chemical names that are used in the treatment process shall be included in the annual report.
VI. WASTE HAULING REPORTING
In the event that waste sludge, septage, or other wastes are hauled offsite, the name and address of the hauler shall be reported, along with types and quantities hauled during the reporting period and the location of final point of disposal. In the event that DRAFT
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no wastes are hauled during the reporting period, a statement to that effect shall be submitted in the quarterly monitoring report.
VII. PRETREATMENT REPORTING
The City shall submit annual reports to the Regional Board, with copies to the State Board, and USEPA Region 9, describing the City's pretreatment activities over the period.
A. The annual reports shall identify:
1. All significant industrial users (SIUs) that violated any standards or reporting requirements during that year;
2. The violations committed;
3. The enforcement actions undertaken; and
4. The status of active enforcement actions from previous periods, including closeouts (facilities under previous enforcement actions that attained compliance during the quarter).
B. By March 1 of each year, beginning January 1, 2018, the City shall submit an annual summary report to the Regional Board describing the pretreatment activities within the service area during the previous year. In the event that any control authority within the service area is not in compliance with any conditions or requirements of this Order or their approved pretreatment program (such as due to industrial user discharges, interjurisdictional agency agreement implementation issues, or other causes,) then the City shall also include the reasons for noncompliance and state how and when the City and the control authority shall comply with such conditions and requirements. The report shall contain, but not be limited to, the following information:
1. A summary of analytical results from representative, flow-proportioned, 24-hour composite sampling of the SPWRF's influent and effluent wastewaters for those pollutants that are known or suspected to be discharged by industrial users (IUs) as identified by the pretreatment program.
2. The summary shall include the result of annual full priority pollutant scan, with quarterly samples analyzed only for those pollutants detected in the full scan.
3. The City shall also provide any influent or effluent monitoring data for nonpriority pollutants that the City believes may be causing or contributing to Interference, Pass Through or adversely impacting sludge quality.
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4. Sampling and analysis shall be performed in accordance with the techniques prescribed in pretreatment program and amendments thereto.
5. A discussion of any upset, interference, or pass-through incidents at the treatment plant (if any), which the City knows or suspects were caused by IUs of the SPWRF system. The discussion shall include the following:
i. The reasons why the incidents occurred, the corrective actions taken, and, if known, the name and address of the IU(s) responsible. ii. A review of the applicable pollutant limitations to determine whether any additional limitations, or changes to existing requirements, may be necessary to prevent pass through, interference or
noncompliance with sludge disposal requirements, if any.
6. A complete and updated list of the City's significant industrial users (SIUs), including names, Standard Industrial Classification code(s) and addresses, and a list of any SIU deletions and/or additions.
7. The City shall provide a brief explanation for each deletion. The SIU list shall identify the SlUs equivalent to Federal Categorical Standards by specifying which standards are applicable to each SIU. The list shall also indicate which SlUs are subject to local limitations and those that are not subject to local limits.
8. A list or table characterizing the industrial compliance status of each SIU, including:
i. SIU name and address;
ii. Industrial category;
iii. The type (processes) of wastewater treatment in place; iv. Number of samples taken by the SPWRF during the year; v. Number of samples taken by the SIU during the year;
vi. Whether all needed certifications (if allowed) were provided by SlUs that have limits for total toxic organics;
vii. Regional Standards violated during the year, reported separately; viii. whether the SIU at any time in the year was in Significant Noncompliance (SNC), equivalent to that defined in 40 C.F.R. section 403.12(f)(2)(vii);
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ix A summary of enforcement actions against the SIU taken during the year, including the type of action, final compliance date, and amount of fines assessed/collected (if any). Proposed actions, if known, should be included; and
x. Number of inspections conducted at each SIU during the year.
9. A compliance summary table that includes:
i. SIU's which were in SNC at any time during the year; ii. The total number of SlUs that are in SNC with pretreatment, compliance schedules during the year; and
iii. The total number of notices of violation and administrative orders issued against SlUs during the year:
a. The total number of civil and criminal judicial actions filed against SlUs during the year;
b. The number of SlUs that were published as being in SNC during the year; and
c. The number of IUs from which penalties were collected during the year.
10. A short description of any significant changes in operating the pretreatment program that differ from the previous year including, but not limited to changes concerning:
i. The program's administrative structure;
ii. Local industrial discharge limitations;
iii. Monitoring program or monitoring frequencies;
iv. Legal authority or enforcement policy;
v. Funding mechanisms; and
vi. Resource requirements and/or staffing levels.
11. A summary of the annual pretreatment budget, including the cost of pretreatment program functions and equipment purchases.
12. A summary of public participation activities to involve and inform the public.
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13. A description of any changes in sludge disposal methods and a discussion of any concerns not described elsewhere in the report.
14. The cumulative number of industrial users that the City has notified regarding Baseline Monitoring Reports and the cumulative number of industrial user responses.
15. The City shall submit the quarterly compliance status reports and the annual pretreatment report to the Regional Board.
VIII. MONITORING FREQUENCIES
The Regional Board Executive Officer is delegated authority to revise this Monitoring and Reporting Program, including monitoring frequencies and parameters. The City may make a request (with justification) to reduce the monitoring frequency or to modify the list of monitoring constituents. The City shall not make any adjustment until the Executive Officer provides written approval after determining that the request is adequately justified.
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CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD
LOS ANGELES REGION
320 West 4th Street, Suite 200, Los Angeles, California 90013 (213) 576-6600 • Fax (213) 576-6640
https://www.waterboards.ca.gov/losangeles/
Adopted: February 8, 2018
Amended: May 12, 2022
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CEASE AND DESIST ORDER
FOR
CITY OF SANTA PAULA
ORDER NO. R4-2018-0023, AS AMENDED BY
ORDER NO. R4-2018-0023-A01
(SANTA PAULA WATER RECYCLING FACILITY)
(FILE NO. 16-189)
REQUIRING CITY OF SANTA PAULA
TO UNDERTAKE ACTIONS TOWARD COMPLIANCE WITH
CHLORIDE REQUIREMENTS IN WASTE DISCHARGE REQUIREMENTS FOR
DISCHARGES FROM SANTA PAULA WATER RECYCLING FACILITY
The California Regional Water Quality Control Board, Los Angeles Region (Regional Water Board) finds:
1. The City of Santa Paula (City or Discharger) is the owner of the Santa Paula Water Recycling Facility (SPWRF), a Publicly-Owned Treatment Works (POTW), located at 920 Corporation Street in Santa Paula, California. The SPWRF is operated by Ventura Regional Sanitation District and discharges tertiary-treated wastewater to groundwater via three percolation ponds adjacent to the facility.
2. The SPWRF treats wastewater generated within the City and is designed for a flow of 4.2 million gallons per day (MGD). Based on the discharge records between July 2010 and June 2017, the monthly average effluent discharged from the SPWRF ranged between 1.36 and 2.44 MGD, with an average of 1.86 MGD.
3. The wastewater treatment process at the SPWRF consists of preliminary treatment (coarse and fine mechanical screening and grit removal at the Influent Lift Station), flow equalization (two flow equalization tanks), secondary treatment (three aeration tanks with nitrification and denitrification activated sludge), tertiary treatment (six biomembrane reactors, providing further carbonaceous oxidation, nitrification/denitrification and solids removal to meet the limits of the WDRs), and disinfection (UV). Treated and disinfected effluent is discharged to three percolation ponds. The returned activated sludge is treated at two of three aerobic digesters (one aerobic digester is for backup) after being thickened at two thickeners. The solids generated at the aerobic digesters receive final dewatering at the screw dewatering press. Final solids meeting the United States Environmental Protection Agency (USEPA) Class B reuse standards are sent to the Ventura County Regional Bio-Solids facility.
4. The SPWRF is able to meet all final effluent limitations in the City's waste discharge requirements (WDRs) except for chloride. This is due to the SPWRF not being DRAFT
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designed to remove chloride. Since the SPWRF has no ability to remove chloride, chloride is passed through to the effluent and then groundwater via discharges to the percolation pond. Noncompliance with chloride effluent and groundwater limitations is the most problematic issue with the SPWRF. Table 1 summarizes the chloride concentrations of effluent discharged from the SPWRF.
Table 1. Annual Average Chloride Concentrations[1] (milligrams per liter, mg/L) in SPWRF Effluent
Period Effluent of SPWRF
2010 156
2011 153
2012 149
2013 155
2014 145
2015 134
2016 137
2017 131
2018 121
2019 120
2020 118.88
2021 112
Range[2] 135.99 ± 15.61
Table 1 notes:
[1] All data were collected from grab samples.
[2] Data range is based on one standard deviation.
A. The monthly effluent chloride concentration ranged from 125 to 166 mg/L between July 2010 and June 2017, which continuously exceeded the chloride effluent limitation of 110 mg/L. This has led to an escalation of the chloride concentrations in groundwater below and surrounding the three percolation ponds with a range of 121 to 168 mg/L and an average of 140 mg/L since July 2010. The groundwater and effluent data indicate that the chloride discharges from the SPWRF have impacted the receiving groundwater quality in the vicinity of the SPWRF.
B. The elevated chloride concentrations in the effluent were believed to be associated with the approximately 1,250 Self-Regenerating Water Softeners (SRWS) installed in the households of the City. These SRWS generate brine DRAFT
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containing elevated chloride concentrations, which are discharged to sewers and delivered to the SPWRF as influent.
C. According to the effluent data collected between October 2015 and June 2017, a total of 2,479 pounds/day (lbs/day) of chloride, based on the effluent flow rate of 2.2 MGD [95 percentile of monthly average effluent flows, resulting from data recorded between October 2015 (beginning of the SRWS Buyback Program) and June 2017] and a chloride effluent concentration of 135 mg/L, were discharged to the groundwater underlying the percolation pond.
D. The chloride interim effluent limit of 1,983 lbs/day was exceeded twice between 2018 and 2021: 2,040 lbs/day in February 2021, calculated from February 8, 2021 through March 7, 2021, and 2,030 lbs/day in March 2021, calculated from March 8, 2021 through April 7, 2021.
E. The chloride interim groundwater limitation was exceeded at downgradient wells AW01 in July 2018 and at AW03 in August 2020.
5. The Regional Water Board issued three Notices of Violation (NOVs), described below, to the City for exceedances of the chloride effluent and groundwater limitations in Order No. R4-2007-0028. These NOVs required the City to implement corrective and preventative actions to bring the City's discharge into full compliance with chloride effluent limitations and receiving water requirements specified in Order No. R4-2007-0028, previously adopted by this Regional Water Board on May 3, 2007.
A. The November 3, 2011 NOV summarized chloride limit exceedances between the second quarter of 2010 and the third quarter of 2011. These violations included 15 exceedances of chloride and one exceedance of total nitrogen, di(2-ethyl)phthalate, and dioxin in effluent; and 1 exceedance of sulfate, 5 exceedances of chromium, 10 exceedances of aluminum, 1 exceedance of nickel and boron and nitrate plus nitrite, and 26 chloride exceedances of groundwater limitations.
B. The December 30, 2014 NOV summarized 36 and 88 chloride exceedances in effluent and groundwater, respectively, between the fourth quarter of 2011 and the third quarter of 2014.
C. The March 20, 2017 NOV summarized 27 and 50 chloride exceedances in effluent and groundwater, respectively, between the fourth quarter of 2011 and the fourth quarter of 2016.
6. The City's efforts to reduce the chloride concentration in the influent to the SPWRF are summarized below:
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A. The City identified that the influent to the SPWRF contains brine with elevated chloride concentration from Self-Regenerating Water Softeners (SRWS).
There are approximately 1,250 residential SRWS used in the City.
B. On September 5, 2006, the City established Ordinance No. 1160 prohibiting the installation or replacement of residential SRWS.
C. On June 22, 2015, the City adopted Resolution No. 6918 approving a SRWS Buyback and Incentive Program. This program offers a financial incentive to residents to voluntarily remove SRWS. A Kick-Off SRWS Buyback event was held on September 19, 2015. The removal of SRWS under this program began in October 2015. Three hundred (300) of the approximately 1,250 SRWS have been removed from October 2015 through February 2022. A reliable decreasing trend for chloride has not been observed in the effluent.
7. To address the City's chloride exceedances in the effluent and groundwater, the Regional Water Board required the City to submit a Chloride Reduction Workplan.
Board staff also met with the City on several occasions to discuss the City's chloride exceedances. A summary of these events are as follows:
A. On December 19, 2013 and May 11, 2015, the Regional Water Board met with the City to discuss its Chloride Reduction Workplan. The City's Chloride Reduction Workplan includes the following tasks:
i. Prohibit SRWS installations or replacements;
ii. Implement a SRWS Buyback Program;
iii. Implement a Recycled Water Program to reduce effluent discharged to the three percolation ponds; and
iv. Implement Supplemental Strategies, if needed, including advanced treatment (e.g., reverse osmosis) and disposal of brine.
B. On January 28, 2016, Regional Water Board staff discussed with the City the necessary actions to reduce the chloride concentration in the effluent, which included the SRWS Buyback Program. The City also proposed to explore application of recycled water at locations other than identified groundwater hot spots and to conduct groundwater impact investigation and remediation activities. The City was notified that detailed schedules and milestones were required for all actions.
C. On March 8, 2016 and September 14, 2016, the City met with Regional Water Board staff to provide an update of its SRWS Buyback Program efforts. The City noted that five City employees were deployed to conduct door-to-door visits to encourage participation in the SRWS Buyback Program among 7,500 dwellings within the City.
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D. On October 31, 2016, the City met with Regional Water Board staff to provide an update on the following topics:
i. Status of implementing the chloride compliance strategy and potential for reduction of effluent discharged to the three percolation ponds via the City's Recycled Water Program;
ii. Assimilative capacities for chloride at different groundwater locations beneath the City based on the Salt and Nutrient Management Plan for the Lower Santa Clara River Basin; and
iii. Groundwater hot spots (i.e., chloride impaired areas with no assimilative capacity for recycled water applications) in the City.
E. On May 1, 2018, the City submitted the Self-Regenerating Water Softener Buyback Program Evaluation Report to comply with CDO requirements. The report concluded that the Buyback Program is partially effective in reducing chloride loadings to the SPWRF, but the estimated reduction in the chloride concentration in the effluent has not been met.
F. On January 30, 2019, the City submitted the Recycled Water Project Layout Report to identify potential recycled water opportunities, conduct outreach to potential recycled water users, and draft conceptual recycled water projects and evaluate them. During the process, the City met with potential project partners and interested parties to discuss opportunities, project components, design criteria, and project feasibility. However, the City was unable to accomplish the recycled water project due to an incompatibility in schedules between the City and potential recycled water partners.
G. On September 20, 2019, the City submitted the Alternative Effluent Chloride Mitigation Workplan to request a Basin Plan amendment to adopt a site-specific groundwater quality objective for chloride after discussions on January 30, 2019 and June 27, 2019.
H. On February 28, 2020, the Regional Water Board provided comments on the Alternative Effluent Chloride Mitigation Workplan. The comments required the City to provide supporting information regarding a site-specific chloride groundwater quality objective that would be protective of beneficial uses for agricultural water supply for salt sensitive crops.
I. On April 15, 2020, the City notified the Regional Water Board of its modified approach to upgrade the SPWRF with reverse osmosis (RO), in lieu of the proposed recycled water project, to reduce chloride concentrations in the treated effluent to meet the permit requirements.
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J. On July 13, 2020, the City requested development of a site-specific groundwater quality objective for chloride of 117 mg/L as a Basin Plan amendment to reduce the cost of the RO implementation.
K. On December 1, 2021, the City and Regional Water Board staff discussed the progress of the RO plant development and the requested Basin Plan amendment. The City decided to implement the advanced wastewater treatment system with RO based on the existing groundwater quality objective for chloride of 110 mg/L.
8. On July 9, 2015, the Regional Water Board adopted Resolution No. R15-007, an amendment to the Basin Plan that incorporated stakeholder-developed groundwater quality management plan for salts and nutrients in the Lower Santa Clara River groundwater basins. Groundwater quality management measures were developed by stakeholders as part of the Salt and Nutrient Management Plan (SNMP) for the Lower Santa Clara River Basins in Ventura County. Such plans are a requirement of the State Water Resources Control Board's (State Water Board) Recycled Water Policy and are intended to maintain high quality waters and to protect the beneficial uses of groundwater while promoting recycled water use throughout the state. The SNMP utilized a groundwater quality model that characterized the water quality in the Santa Paula Basin and examined the degree of impairment to water quality in the Basin. The model shows there is available assimilative capacity for salts and nutrients, including chloride, in most areas of the Santa Paula Basin to allow for recycled water projects consistent with the Recycled Water Policy. As described below, the City is planning to recycle effluent that is currently discharged to the percolation pond.
9. The City developed and utilized a simple spreadsheet mixing model, the Groundwater Chloride Transportation Model (Chloride Model), to analyze the effect of future effluent discharges on groundwater overtime at various distances from the percolation pond. The City's modeling assumed some degradation of groundwater with respect to chloride within a limited range of mixing zone radius below and adjacent to the SPWRF, measured from the boundaries of the percolation pond.
This distance is the maximum allowable distance where SPWRF effluent disposed to the percolation pond can mix with groundwater and result in receiving water chloride concentrations of 110 mg/L or less in order to provide protection to groundwater beneficial uses at the first encountered water supply wells which are at 150 feet away from the percolation ponds. Groundwater within the mixing zone will exceed the chloride groundwater quality objective (GQO) of 110 mg/L. Mass-volume balance calculations along with Darcy's Law are used to account for travel in porous media. The Chloride Model simulates instantaneous and complete mixing of ambient groundwater with effluent seepage reaching the water table from the percolation pond using SPWRF data for flow and chloride effluent concentrations. It was conservatively assumed that any effluent discharge to the percolation pond would infiltrate into the underlying aquifer and not be diverted for other uses. Groundwater parameters within the spreadsheet model were selected based on recent monitoring reports in order to be representative of average conditions within the vicinity of the DRAFT
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SPWRF. The Chloride Model assumes an initial volume of groundwater underlying the ponds possessing background chloride concentrations of 136 mg/L. The volume of the existing groundwater body is calculated as the product of the radius of interest (150-1200 feet), an assumed saturated thickness of potentially impacted groundwater (50 feet), and the porosity of the underlying sediments (assumed to be
0.2) based on the low end of published literature values for a sand and gravel mixture. Based on the regional groundwater quality data documented in the SNMP, regional groundwater inflow is assumed to have a chloride concentration of 91 mg/L.
On December 14, 2016, Regional Water Board staff met with the City to discuss the results of the Chloride Model, which evaluated compliance with the groundwater quality objectives beneath and adjacent to the three percolation ponds, for various discharge scenarios. Based on Regional Water Board staff's comments, the City implemented additional discharge scenarios in the Chloride Model, which was discussed in meetings held on February 8, 2017, February 17, 2017, July 24, 2017, and August 7, 2017.
10. The Chloride Model simulated chloride concentrations in the receiving groundwater resulting from chloride mass loading reduction in the three percolation ponds. The Model predicted GQOs being achieved at 150 feet away from the percolation pond when the total mass of chloride in the effluent is significantly reduced. The initial mass of chloride is calculated based on the average chloride effluent concentration of 135 mg/L and the discharge rate of 2.2 MGD, which results in 2,479 pounds total mass of chloride discharged per day. The reduction of chloride mass discharged to the percolation pond can be achieved by improving the effluent chloride concentration (e.g., source control or treatment), or diverting a significant amount of flow for recycled water uses, or a combination of both in order to protect water supply wells AW01, AW02, and AW03, approximately 150, 150, and 300 feet, respectively, away from percolation pond. Water produced from these wells is primarily for agricultural irrigation use.
To achieve the chloride GQO of 110 mg/L in groundwater at least 150 feet away from the percolation pond, the City provided various effluent chloride concentrations and allowable flow combinations (Table 2). Based on the hydrology and hydrogeologic condition at the SPWRF percolation ponds area, the higher the concentration of chloride in the effluent, the less volume and mass can be discharged to percolation ponds to comply with the chloride GQO in the Basin Plan.
For example, if the chloride concentration in the effluent is 135 mg/L, only 0.07 MGD, which is equivalent to 79 pounds of chloride per day, could be discharged to the percolation pond to achieve the chloride GQO of 110 mg/L at 150 feet away from the percolation pond. If the chloride concentration in the effluent is reduced to 120 mg/L, then more flow (0.2 MGD) can be discharged to the percolation pond and achieve the chloride GQO 150 feet away from the percolation pond.
Table 2. Groundwater Chloride Transportation Model – Continuous Discharge DRAFT
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Chloride Effluent
Concentration
Flow to
Percolation Ponds
(% of 2.2 MGD)
Allowable Effluent
Mass Load to
Groundwater
(Daily)
Chloride
Groundwater
Concentration at
150 feet
135 mg/L 0.07 MGD (3.2%) 79 pounds (lbs) 110 mg/L
130 mg/L 0.1 MGD (4.5%) 108 lbs 110 mg/L
125 mg/L 0.13 MGD (5.9%) 135 lbs 110 mg/L
120 mg/L 0.2 MGD (9.1%) 200 lbs 110 mg/L
115 mg/L 0.4 MGD (18.2%) 384 lbs 110 mg/L
11. To achieve compliance with the chloride GQO and to conserve potable water, the City will construct the advanced wastewater treatment system with RO as proposed in the April 15, 2020 letter. The Regional Board has evaluated the proposed RO system and determined that it will be consistent with the State Water Board's Recycled Water Policy and will preserve available assimilative capacity within the Santa Paula Basin consistent with the SNMP. The mass-based effluent limitation for chloride previously established in the WDRs will no longer be applicable, but the concentration-based effluent limitation for chloride is appropriate after implementing the RO system. The groundwater limitations are based on the GQOs in the Basin Plan.
12. On December 22, 2015, the City submitted the Recycled Water Program Technical Report and Notice of Intent with the Title 22 Engineering Report to the State Water Board's Division of Drinking Water (DOW) for approval. DOW conditionally approved the Title 22 Engineering Report on August 19, 2016. On June 14, 2017, the Regional Water Board enrolled the City's recycled water program under separate Water Reclamation Requirements for Recycled Water Use Order WQ 2016-0068-DDW, issued by the State Water Board on June 7, 2016.
In March 2020, the City decided to upgrade the SPWRF with the RO process to reduce the chloride concentrations in the effluent to meet the permit requirements.
In December 2021, the City stated that the RO system would be able to produce 110 mg/L of chloride in the effluent to meet the groundwater quality objective in the Basin Plan. Currently, the City has completed the State Water Board Clean Water State Revolving Fund application with the State Water Board Division of Financial Assistance. The City plans to complete construction of the RO system within two years of receiving the Final Funding Agreement but no later than December 2024.
13. In the City's report, Chloride Load Reduction Milestones, submitted to the Regional Water Board on March 14, 2017, the City included the construction of reverse osmosis treatment at the SPWRF as an option (under Supplemental Strategies), if needed, in order to comply with the chloride groundwater quality objective of 110 mg/L. The City will continue its source control efforts to remove SRWSs and will first focus on recycling most of its effluent in order to bring the groundwater back into DRAFT
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compliance with GQOs. Progress with these efforts will be assessed at Year 2022 and determination will be made as to whether advanced treatment will be required to meet the chloride GQO at Year 2027. If advanced treatment is required, effluent limits will be applied in a way to ensure protection of all beneficial uses, including salt-sensitive crops.
In March 2020, the City decided to upgrade the SPWRF with an advanced treatment system, including RO, to reduce the chloride concentrations in the effluent to meet the permit requirements. In December 2021, the City stated that the RO system would be able to produce effluent with a chloride concentration of 110 mg/L to meet the groundwater quality objective in the Basin Plan. The City has submitted a State Water Board Clean Water State Revolving Fund application with the State Water Board Division of Financial Assistance. The City plans to complete construction of the RO system within two years of receiving the Final Funding Agreement but no later than December 2024.
14. Due to the following reasons, the City cannot immediately comply with the chloride effluent and groundwater limitations prescribed in this Order: (1) elevated chloride concentrations in the influent, (2) the wastewater treatment process not currently designed to remove chloride out of the waste stream, and (3) time needed to construct the advanced wastewater treatment system with RO. In addition, the current progress of the City's SRWS Buyback Program does not reliably ensure that the SPWRF will comply with the chloride effluent and groundwater limitations.
Therefore, the Regional Board has determined that issuance of an accompanying CDO is appropriate and necessary to put the City on the path towards compliance with the effluent and groundwater limitations for chloride set forth in this Order. The CDO requires the City to comply with interim chloride effluent and groundwater limitations and implement actions pursuant to a prescribed time schedule.
During the pendency of the CDO schedule, there will be permitted degradation of groundwater with respect to chloride within a limited mixing zone radius downgradient and adjacent to the SPWRF percolation ponds, measured from the boundaries of the percolation ponds to 150 feet. This distance is the shortest distance where SPWRF effluent disposed to the percolation pond can mix with groundwater and result in receiving water chloride concentrations of 110 mg/L or less. Groundwater within the 150-foot mixing zone will exceed the chloride GQO of 110 mg/L for the duration of the CDO schedule. Based on the available data, there are no water supply wells within the 150-foot mixing zone. The City can arrange for alternative water supplies for any well owners in the mixing zone, if any are discovered. At the end of the CDO schedule, the mixing zone is no longer allowed, and compliance with the chloride limitation of 110 mg/L at monitoring wells adjacent to and downgradient from the boundaries of the percolation ponds is required.
15. California Water Code (CWC) section 13301 provides in pertinent part "When a regional board finds that a discharge of waste is taking place, or threatening to take place, in violation of requirements or discharge prohibitions prescribed by the regional board or the state board, the board may issue an order to cease and desist DRAFT
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and direct that those persons not complying with the requirements or discharge prohibitions (a) comply forthwith, (b) comply in accordance with a time schedule set by the board, or (c) in the event of a threatened violation, take appropriate remedial or preventive action ... Cease and desist orders may be issued directly by a board, after notice and hearing."
16. As a result of the historical monitoring data and other activities described in this CDO, the Regional Water Board finds that a discharge of waste is taking place or threatening to take place in violation of requirements or discharge prohibitions prescribed by the Regional Water Board in the City's WDRs, Order No. R4-2018- 0022. This CDO requires the City to take appropriate remedial action and to comply in accordance with the time schedule set forth below. The compliance schedules provide the City sufficient time to achieve compliance with the chloride requirements in its WDRs.
17. This Order includes interim effluent and groundwater limitations, identified below, and actions and milestones proposed by the City leading to compliance with the effluent and groundwater limitations for chloride. The interim effluent and groundwater limitations are based on gradual reductions in chloride mass loading.
The established compliance schedule is as short as possible, taking into account the technological, operation, and economic factors that affect the design, development, and implementation of the remedial actions that are necessary to comply with the effluent and groundwater limitations.
18. A CDO is appropriate in these circumstances to allow time for the City to implement the advanced wastewater treatment system to bring the SPWRF into compliance with the effluent and groundwater limitations. The temporary exceedances allowed by this CDO are in the public interest given the significant environmental benefits associated with reducing chloride loading to groundwater to promptly achieve compliance with the effluent and groundwater limitations, and to allow for potential recycled water use throughout the City of Santa Paula, especially in light of California's historic drought and predictions for future climatological effects from climate change.
19. CWC section 13267 provides in pertinent part:
(a) A regional board, in establishing or reviewing any water quality control plan or waste discharge requirements, or in connection with any action relating to any plan or requirement or authorized by this division, may investigate the quality of any waters of the state within its region.
(b)(1) In conducting an investigation specified in subdivision (a). the regional board may require that any person who has discharged, discharges, or is suspected of having discharged or discharging, or who proposes to discharge waste within its region ... shall furnish, under penalty of perjury, technical or monitoring program reports which the regional board requires. The burden, including costs, of these reports shall bear a reasonable relationship to the need for the DRAFT
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report and the benefits to be obtained from the reports. In requiring those reports, the regional board shall provide the person with a written explanation with regard to the need for the reports, and shall identify the evidence that supports requiring that person to provide the reports.
20. The technical and/or monitoring reports required by this CDO are necessary to assure compliance with the WDRs Order No. R4-2018-0022 and this CDO. The City operates the SPWRF that produces and discharges the waste subject to WDRs. The actions and reports required by this CDO are directly related to the City's compliance with these requirements and do not require expense that is not already required pursuant to the WDRs. This CDO provides time for the City to comply and to spread costs over several years. The burden of these actions and reports bears a reasonable relationship to the need for the actions and reports.
21. This CDO concerns an existing facility and does not significantly alter the status with respect to the SPWRF. The issuance of this Order is an enforcement action by a regulatory agency and is being taken for the protection of the environment.
Therefore, issuance of this Order is exempt from the provisions of the California Environmental Quality Act (Public Resources Code, Section 21100, et seq.) in accordance with sections 15061(b)(3), 15301, 15306, 15307, 15308, and 15321 (a)(2) of Title 14 of the California Code of Regulations.
22. The Regional Water Board has notified the City and interested agencies and persons of its intent to issue this CDO concerning compliance with the WDRs. The Regional Water Board accepted written comments, and heard and considered all comments and evidence pertaining to this matter in a public hearing.
23. Any person aggrieved by this action of the Regional Water Board may petition the State Water Board to review the action in accordance with California Water Code section 13320 and California Code of Regulations, title 23, sections 2050 and following. The State Water Board must receive the petition by 5:00 p.m., 30 days after the date of this Order, except that if the thirtieth day following the date of this Order falls on a Saturday, Sunday, or state holiday, the petition must be received by the State Water Board by 5:00 p.m. on the next business day. Copies of the law and regulations applicable to filing petitions may be found on the Internet at Water Quality Petitions | California State Water Resources Control Board (http://www.waterboards.ca.gov/public_notices/petitions/water_quality) or will be provided upon request.
THEREFORE, IT IS HEREBY ORDERED that, pursuant to California Water Code sections 13301 and 13267, the City of Santa Paula, as owner of the SPWRF, shall comply with the following measures to ensure compliance with Order No. R4-2018-0022:
1. Cease and desist discharging chloride in violation or threatened violation of Order No. R4-2018-0022. No term or condition of Order No. R4-2018-0022 is superseded or stayed by this CDO.
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2. The discharge of treated wastewater from the SPWRF shall not cause the exceedance of the following groundwater limitations in Table 3 below. Comply immediately with the interim effluent and groundwater limitations for chloride prescribed in Table 3 below, and in accordance with the following schedule.
Table 3. Interim Chloride Limitations
Effluent Limitation
(Monthly Average)[0]
Mass
Reduction
Groundwater Limitation
(Monthly Average) Deadline
2,479 lbs/day[1] 0% 136 mg/L[2] February 8, 2018
2,231 lbs/day[1] 10% 136 mg/L[2] February 8, 2020
1,983 lbs/day[1] 20% 136 mg/L[2] February 8, 2021
1,983 lbs/day[5][6] 20% 136 mg/L[2] July 1, 2022
110 mg/L[3] Not applicable 129 mg/L[4] March 30, 2025
110 mg/L[3] Not applicable 114 mg/L[4] February 8, 2027 Table 3 notes:
[0] Monthly Average except as noted.
[1] Based on the City’s Chloride Load Reduction Milestones dated August 8, 2017. [2] Based on the 95th percentile of chloride effluent concentrations during the implementation of the SRWS Buyback Program from October 2015 to September 2017.
[3] The concentration-based effluent limitation is based on the groundwater quality objective in the Santa Paula Groundwater Basin-West of Peck Road Subbasin.
The deadline considers the date of December 30, 2024 for completion of construction of the reverse osmosis unit and a 90-day optimization period. [4] The change in the groundwater concentration is not expected to be immediate. [5] Based on paragraph No. 4.D, the City cannot consistently comply with the effluent limitation on a monthly basis due to a lack of flow control measures that would have been in place with the recycled water project. [6] Compliance with the effluent limitation is based on an annual monthly running average. For example, to meet the July 1, 2022 compliance date, the monthly average from July 2021 to June 2022 must be no greater than 1,983 lbs/day.
3. Comply with the following remedial actions and milestones according to the time schedule below:
A. By May 1, 2018, the City shall submit a technical report evaluating the longterm effectiveness of the SRWS Buyback Program for the reduction of chloride concentration in the SPWRF's effluent and the groundwater.
B. By August 1, 2018, the City shall submit a Groundwater Chloride Investigation and Well Protection Workplan (with schedules and milestones) for the Executive Officer's review and approval. The City shall implement this DRAFT
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Workplan within 120 days from the Executive Officer's approval. The Workplan shall:
i. Identify the names/numbers and locations of the groundwater monitoring wells to determine site-specific groundwater flow direction and gradient for the purposes of adequately assessing any impacts of chloride discharges to the quality of the receiving groundwater; ii. Identify all water supply wells that may be influenced by the discharge of chloride from the SPWRF, the well structures, ownership and associated groundwater quality; and
iii. Include an approach to ensure that groundwater quality influenced by the discharge of chloride from the SPWRF and delivered from agricultural water supply wells to irrigate salt-sensitive crops be no higher than 117 mg/L. Alternatively, the City may voluntarily provide alternative water supplies to private well owners to irrigate salt-sensitive crops, upon request by the well owners.
C. By March 15, 2022, the City shall submit the final design report for the advanced treatment system at the SPWRF, including brine concentration facility and brine management plan.
D. By October 15, 2022, the City shall complete all necessary regulatory requirements, including compliance with the California Environmental Quality Act (CEQA), and obtain all necessary permits for construction and/or installation of the advanced treatment system.
E. Within three months of receiving the Final Funding Agreement from the Department of Financial Assistance, but no later than March 30, 2023, the City shall complete and release a Bid Package for the advanced wastewater treatment system with a reverse osmosis process.
F. No later than June 30, 2023, the City shall complete contractor selection and award the contract for construction of the advanced wastewater treatment system with a reverse osmosis process.
G. Within twenty-four months of receiving the Final Funding Agreement from the Department of Financial Assistance, but no later than December 30, 2024, the City shall complete construction and start-up of the advanced wastewater treatment system with a reverse osmosis process.
H. As soon as possible, but no later than February 8, 2028, the City shall achieve full compliance with the effluent and groundwater limitations for chloride prescribed in Order No. R4-2018-0022.
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I. After each date listed in subsection A through G above, the City shall provide a verbal report at the next regularly scheduled Board meeting pertaining to the compliance, or lack thereof, with the requirement.
J. Subsections F and G, above, do not limit the City's ability to propose a Basin Plan amendment for Regional Water Board consideration prior to November 14, 2024. At any time during the term of this CDO, the City may propose a Basin Plan amendment that the Regional Water Board will consider, including an averaging period and/or a site-specific chloride GQO that protects beneficial uses. As with subsection G, the City shall include supporting scientific and technical information and analysis demonstrating that beneficial uses would be protected, as well as documentation that such a proposal was discussed in detail by a stakeholder working group.
4. Submit quarterly progress reports on the status of the City's compliance with the effluent and groundwater limitations for chloride in Order No. R4-2018-0022 and this CDO.
A. Each quarterly progress report shall include, but is not limited to:
i. Continuous SRWS Buyback Program Assessment - The City shall report its progress on the SRWS Buyback Program and evaluate whether the Program is resulting in chloride reductions in the effluent and groundwater.
ii. Groundwater and Well Protection Program - The City shall report its progress on implementing the Groundwater Chloride Investigation and Well Protection Workplan, including the actions taken to protect water supply wells influenced by the discharge of chloride from the SPWRF. iii. Alternative Effluent Chloride Mitigation Implementation - The City shall provide the progress of implementing the alternative effluent chloride mitigation workplan and evaluate the compliance with the schedule and milestones set forth in the CDO and WDRs.
B. Quarterly progress reports shall be received by the Regional Water Board by the 30th day of the month following the end of each quarterly monitoring period according to Table 4 below. The first report is due by April 30, 2018.
Table 4. Reporting Period and Due
Quarterly Report Reporting Period Report Due
First Quarter January – March April 30
Second Quarter April – June July 30
Third Quarter July – September October 30
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Quarterly Report Reporting Period Report Due
Fourth Quarter October – December January 30
Annual January – December April 30
Table 4 notes if a deadline falls on a Saturday, Sunday, or State holiday, the report must be received by the next business day.
5. Any person signing a document submitted under this CDO shall make the following certification:
"I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted.
Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations."
6. In accordance with California Business and Professions Code sections 6735, 7835, and 7835.1, engineering and geologic evaluations and judgments shall be performed by or under the direction of registered professionals competent and proficient in the fields pertinent to the required activities. All technical reports specified herein that contain work plans for, that describe the conduct of investigations and studies, or that contain technical conclusions and recommendations concerning engineering and geology shall be prepared by or under the direction of appropriately qualified professional(s), even if not explicitly stated. Each technical report submitted by the City shall contain the professional's signature and/or stamp of the seal.
7. The City shall submit all reports required under this CDO, including groundwater monitoring data in Electronic Data Format, well and discharge location data, and searchable Portable Document Format (PDF) of reports and correspondence, to the State Water Board's GeoTracker database under Global ID WDR100000849.
8. If the City fails to comply with any provision of this CDO, the Regional Water Board may take any further action authorized by law. The Executive Officer, or his/her delegee, may take appropriate administrative enforcement action pursuant, but not limited to, California Water Code sections 13268 and/or 13350. The Regional Water Board may also refer any violations to the Attorney General for judicial enforcement, including injunction and civil monetary remedies.
9. This CDO may be reopened at the Regional Water Board's discretion to consider limits or other requirements for the SPWRF and may specifically be reopened to make revisions consistent with the City's efforts to reduce chloride discharge from the SPWRF.
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10. This Order becomes effective immediately upon issuance.
I, Renee Purdy, Executive Officer, do hereby certify that the foregoing is a full, true, and correct copy of an Order adopted by the California Regional Water Quality Control Board, Los Angeles Region, on May 12, 2022.
Renee Purdy
Executive Officer
DRAFT
941
APPENDICES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Appendix D – Trussel Technologies, Inc., Evaluation of Biological Design and Process Sizing Technical Memorandum
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942
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APPENDICES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Appendix E – Lift Station Condition Assessment
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969
Lift stations are considered confined spaced. DO NOT ENTER FOR ANY REASON.
Make observations from the surface using photo/video equipment and lighting.
Name of Observer: _______Sarah Mathews____________________________ Lift Station Name: _______Harding Park________________________ Date:___9/12/23_______ Location (Add Sketch Pg. 5):______________________________________________ Weather:___Sunny_______ Personnel:____Morgan and Tanner____________________
Surroundings (i.e., enclosure, lawn, street):_________________________________________________________________________ Year Built/Improved:___________________________________________________________________________________________ As‐Builts Available: ___________________________________________________________________________________________ Design Capacity:______________________________________________________________________________________________ Pump Maintenance:___________________________________________________________________________________________ Model #:_______________________________________________________________________________________ Serial #:________________________________________________________________________________________ Item
Exist.
(Y/N)
Oper.
(Y/N) Notes
Configuration / Pumps:
Wet well w/ submers.
Or suction Lift ‐ round wet well
Wet well / dry well ‐ submersibles in wet well
Number of Pumps 2 ‐ collects from 1 house located 350+ ft NW of LS and 1 restroom directly W of LS VFDs N ‐ recent seal failure (per operator)
Wet well shape and size
# of inlets 2
Size?
Depth relative to
Pumps/Floor
Known Pump Issues
Overheating/ Noise/ Ragging
Lift Station Safety Features:
Fall protection N ‐ lighting comes from parking lot
Bollards N
Lifting equipment N
Explosion‐proof fixtures
Ventilation of wet well/ dry well
Lighting
Locks of hatches/ covers/ etc. Y
Stair Railing
Eye wash
(if chemical treatment)
Lift Station Visual Inspection Checklist
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970
Lift stations are considered confined spaced. DO NOT ENTER FOR ANY REASON.
Make observations from the surface using photo/video equipment and lighting.
Name of Observer: _______Sarah Mathews____________________________ Lift Station Name: _______Harding Park________________________ Date:___9/12/23_______ Lift Station Visual Inspection Checklist
Item
Exist.
(Y/N)
Oper.
(Y/N) Notes
Flood Resilience:
Backup power ‐ some flooding issues historically but not recently Redundant controls
Flood doors
Elevated station (or barriers)
Backup Power:
Perm. Generator N ‐ use submersible pump
Generator Plug Panel ‐ vactor truck
Type of fuel
Automatic Transfer Switch N
Manual Transfer Switch N
Space for Temporary Gen.
Wet Well Structure:
Material type / condition Y ‐ coating ok
Liner (presence / type) ‐ odor issues
Offsets ‐ debris issues
Protrusions ‐ grease buildup
Exposed reinforcing
Access hatch‐type/condition
Scratch test
Odor Control
Overflow Level
FOG Issues
High Water Level Stains
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971
Lift stations are considered confined spaced. DO NOT ENTER FOR ANY REASON.
Make observations from the surface using photo/video equipment and lighting.
Name of Observer: _______Sarah Mathews____________________________ Lift Station Name: _______Harding Park________________________ Date:___9/12/23_______ Lift Station Visual Inspection Checklist
Item
Exist.
(Y/N)
Oper.
(Y/N) Notes
Dry Well Structure:
Shape ‐ good
Dimensions
Structural Condition
Lighting
Ventilation
Access to Equipment
Perm. Lifting Equipment
Sump Pump
Pipe Supports
Equipment Anchors
Coatings:
Pipe coatings‐exposed ‐ good
Valve coatings‐exposed
Pipe coatings‐wet well
Valve coatings‐wet well
Pipe coatings‐vault
Valve coatings‐vault
Structure Coatings (other than wet
well)
Instrumentation:
Level controls ‐ level sensor
Flow meter ‐ antenna radios to lemonwood 1 (power failure, high level) Gauges
Pressure switches
SCADA/Telemtry
Antennae
Alarms (List)
MCC Enclosure‐style/condition
Shade structure (Elec.)
Shade structure (Instr.)
Intrusion Alarms
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972
Lift stations are considered confined spaced. DO NOT ENTER FOR ANY REASON.
Make observations from the surface using photo/video equipment and lighting.
Name of Observer: _______Sarah Mathews____________________________ Lift Station Name: _______Harding Park________________________ Date:___9/12/23_______ Lift Station Visual Inspection Checklist
Item
Exist.
(Y/N)
Oper.
(Y/N) Notes
Access:
Vehicular ‐ parking lot leads to LS
Maint. Equip. (ie vactor truck /
crane
Surfacing (paved, gravel)
Height/orientation of panels
Bypassing Provisions:
Points of connection ‐ none
Quick connects
Site Features:
Potable water Y ‐ located in park
Spill containment
On‐site Eqpt. Storage
Gates, Site Fencing
Lighting
Overflow Tank / Containment
DRAFT
973
Lift stations are considered confined spaced. DO NOT ENTER FOR ANY REASON.
Make observations from the surface using photo/video equipment and lighting.
Name of Observer: _______Sarah Mathews____________________________ Lift Station Name: _______Harding Park________________________ Date:___9/12/23_______ Lift Station Visual Inspection Checklist
‐ rain water comes down through ceiling conduit into panel; fried some of the safeties
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974
Lift stations are considered confined spaced. DO NOT ENTER FOR ANY REASON.
Make observations from the surface using photo/video equipment and lighting.
Name of Observer: __________Sarah Mathews_________________________________ Lift Station Name: _______Lemonwood 1_______________________________ Date:____9/12/23__________________ Location (Add Sketch Pg. 5):______________________________________________ Weather:___________________ Personnel:_____Morgan and Tanner________________________________________________________ Surroundings (i.e., enclosure, lawn, street):_________________________________________________________________________ Year Built/Improved:___________________________________________________________________________________________ As‐Builts Available: ___________________________________________________________________________________________ Design Capacity:______________________________________________________________________________________________ Pump Maintenance:___________________________________________________________________________________________ Model #:_______________________________________________________________________________________ Serial #:________________________________________________________________________________________ Item
Exist.
(Y/N)
Oper.
(Y/N) Notes
Configuration / Pumps:
Wet well w/ submers.
Or suction Lift ‐ 2 aboveground pumps over wetwell suction lift Wet well / dry well ‐ flow conditions are ok following installation of new lift station Number of Pumps 2 Y ‐ pumps are old, not super strong
VFDs N ‐ operators stated they prefer submersible pumps Wet well shape and size
# of inlets
Size?
Depth relative to
Pumps/Floor
Known Pump Issues
Overheating/ Noise/ Ragging
Lift Station Safety Features:
Fall protection N ‐ lighting upgrades are recent
Bollards N
Lifting equipment
Explosion‐proof fixtures
Ventilation of wet well/ dry well N
Lighting Y
Locks of hatches/ covers/ etc. Y
Stair Railing N/A
Eye wash
(if chemical treatment)
N
Lift Station Visual Inspection Checklist
DRAFT
975
Lift stations are considered confined spaced. DO NOT ENTER FOR ANY REASON.
Make observations from the surface using photo/video equipment and lighting.
Name of Observer: __________Sarah Mathews_________________________________ Lift Station Name: _______Lemonwood 1_______________________________ Date:____9/12/23__________________ Lift Station Visual Inspection Checklist
Item
Exist.
(Y/N)
Oper.
(Y/N) Notes
Flood Resilience:
Backup power ‐ runoff problems
Redundant controls ‐ no flooding issues historically
Flood doors
Elevated station (or barriers)
Backup Power:
Perm. Generator ‐ manual transfer switch
Generator Plug Panel ‐ portable generator if needed
Type of fuel
Automatic Transfer Switch
Manual Transfer Switch
Space for Temporary Gen.
Wet Well Structure:
Material type / condition ‐ coating is ok
Liner (presence / type) ‐ low inlets
Offsets
Protrusions
Exposed reinforcing
Access hatch‐type/condition
Scratch test
Odor Control
Overflow Level
FOG Issues
High Water Level Stains
DRAFT
976
Lift stations are considered confined spaced. DO NOT ENTER FOR ANY REASON.
Make observations from the surface using photo/video equipment and lighting.
Name of Observer: __________Sarah Mathews_________________________________ Lift Station Name: _______Lemonwood 1_______________________________ Date:____9/12/23__________________ Lift Station Visual Inspection Checklist
Item
Exist.
(Y/N)
Oper.
(Y/N) Notes
Dry Well Structure:
Shape ‐ N/A
Dimensions
Structural Condition
Lighting
Ventilation
Access to Equipment
Perm. Lifting Equipment
Sump Pump
Pipe Supports
Equipment Anchors
Coatings:
Pipe coatings‐exposed ‐ OK
Valve coatings‐exposed
Pipe coatings‐wet well
Valve coatings‐wet well
Pipe coatings‐vault
Valve coatings‐vault
Structure Coatings (other than wet
well)
Instrumentation:
Level controls ‐ radio; works fine; operator called it "sensophone" Flow meter ‐ flow meter
Gauges ‐ level sensor (~ 3 yrs)
Pressure switches ‐ bubbler control panel; bubbler is cycling consistently SCADA/Telemtry
Antennae Y
Alarms (List)
MCC Enclosure‐style/condition
Shade structure (Elec.) Y
Shade structure (Instr.)
Intrusion Alarms
DRAFT
977
Lift stations are considered confined spaced. DO NOT ENTER FOR ANY REASON.
Make observations from the surface using photo/video equipment and lighting.
Name of Observer: __________Sarah Mathews_________________________________ Lift Station Name: _______Lemonwood 1_______________________________ Date:____9/12/23__________________ Lift Station Visual Inspection Checklist
Item
Exist.
(Y/N)
Oper.
(Y/N) Notes
Access:
Vehicular Y ‐ Pavement has some condition issues
Maint. Equip. (ie vactor truck /
crane ‐ Access by homeless; fence broken
Surfacing (paved, gravel) Y ‐ Hard to turn around in vehicle; small site Height/orientation of panels
Bypassing Provisions:
Points of connection Y
Quick connects Y
Site Features:
Potable water Y ‐ graffiti on walls
Spill containment N
On‐site Eqpt. Storage
Gates, Site Fencing
Lighting Y
Overflow Tank / Containment
DRAFT
978
Lift stations are considered confined spaced. DO NOT ENTER FOR ANY REASON.
Make observations from the surface using photo/video equipment and lighting.
Name of Observer: __________Sarah Mathews_________________________________ Lift Station Name: _______Lemonwood 1_______________________________ Date:____9/12/23__________________ Lift Station Visual Inspection Checklist
DRAFT
979
Lift stations are considered confined spaced. DO NOT ENTER FOR ANY REASON.
Make observations from the surface using photo/video equipment and lighting.
Name of Observer: ________Sarah Mathews______________________ Lift Station Name: _______Harvest______________ Date:____9/12/23______ Location (Add Sketch Pg. 5):______________________________________________ Weather:____Sunny______ Personnel:______Morgan and Tanner________________________ Surroundings (i.e., enclosure, lawn, street):_________________________________________________________________________ Year Built/Improved:___________________________________________________________________________________________ As‐Builts Available: ___________________________________________________________________________________________ Design Capacity:______________________________________________________________________________________________ Pump Maintenance:___________________________________________________________________________________________ Model #:_______________________________________________________________________________________ Serial #:________________________________________________________________________________________ Item
Exist.
(Y/N)
Oper.
(Y/N) Notes
Configuration / Pumps:
Wet well w/ submers.
Or suction Lift ‐ round wet well shape
Wet well / dry well ‐ submersibles
Number of Pumps 3 ‐ no issues w/ pumps
VFDs N
Wet well shape and size
# of inlets
Size?
Depth relative to
Pumps/Floor
Known Pump Issues
Overheating/ Noise/ Ragging
Lift Station Safety Features:
Fall protection Y
Bollards N
Lifting equipment
Explosion‐proof fixtures
Ventilation of wet well/ dry well
Lighting Y
Locks of hatches/ covers/ etc. Y
Stair Railing
Eye wash
(if chemical treatment)
Lift Station Visual Inspection Checklist
DRAFT
980
Lift stations are considered confined spaced. DO NOT ENTER FOR ANY REASON.
Make observations from the surface using photo/video equipment and lighting.
Name of Observer: ________Sarah Mathews______________________ Lift Station Name: _______Harvest______________ Date:____9/12/23______ Lift Station Visual Inspection Checklist
Item
Exist.
(Y/N)
Oper.
(Y/N) Notes
Flood Resilience:
Backup power ‐ N/A
Redundant controls
Flood doors
Elevated station (or barriers)
Backup Power:
Perm. Generator Y
Generator Plug Panel
Type of fuel
Automatic Transfer Switch
Manual Transfer Switch
Space for Temporary Gen.
Wet Well Structure:
Material type / condition ‐ H2S damage on metal piping, switches, electronics, etc.
Liner (presence / type) ‐ structure doing well; just coating and piping damage Offsets ‐ ongoing H2S issues
Protrusions ‐ has capsule‐shaped 10,000 gal overflow tank Exposed reinforcing
Access hatch‐type/condition
Scratch test
Odor Control
Overflow Level
FOG Issues
High Water Level Stains
DRAFT
981
Lift stations are considered confined spaced. DO NOT ENTER FOR ANY REASON.
Make observations from the surface using photo/video equipment and lighting.
Name of Observer: ________Sarah Mathews______________________ Lift Station Name: _______Harvest______________ Date:____9/12/23______ Lift Station Visual Inspection Checklist
Item
Exist.
(Y/N)
Oper.
(Y/N) Notes
Dry Well Structure:
Shape
Dimensions
Structural Condition
Lighting
Ventilation
Access to Equipment
Perm. Lifting Equipment
Sump Pump
Pipe Supports
Equipment Anchors
Coatings:
Pipe coatings‐exposed ‐ general corrosion
Valve coatings‐exposed ‐ vault had previous leakage
Pipe coatings‐wet well ‐ vault has some H2S due to drain to wet well Valve coatings‐wet well
Pipe coatings‐vault
Valve coatings‐vault
Structure Coatings (other than wet
well)
Instrumentation:
Level controls ‐ level sensing transmitter
Flow meter ‐ no flow metering
Gauges
Pressure switches
SCADA/Telemtry
Antennae
Alarms (List)
MCC Enclosure‐style/condition
Shade structure (Elec.)
Shade structure (Instr.)
Intrusion Alarms
DRAFT
982
Lift stations are considered confined spaced. DO NOT ENTER FOR ANY REASON.
Make observations from the surface using photo/video equipment and lighting.
Name of Observer: ________Sarah Mathews______________________ Lift Station Name: _______Harvest______________ Date:____9/12/23______ Lift Station Visual Inspection Checklist
Item
Exist.
(Y/N)
Oper.
(Y/N) Notes
Access:
Vehicular ‐ gated
Maint. Equip. (ie vactor truck /
crane ‐ no issues
Surfacing (paved, gravel) ‐ access a bit tight
Height/orientation of panels
Bypassing Provisions:
Points of connection Y
Quick connects
Site Features:
Potable water Y ‐ site ~ 3 yrs old
Spill containment N
On‐site Eqpt. Storage
Gates, Site Fencing Y
Lighting Y
Overflow Tank / Containment Y
DRAFT
983
Lift stations are considered confined spaced. DO NOT ENTER FOR ANY REASON.
Make observations from the surface using photo/video equipment and lighting.
Name of Observer: ________Sarah Mathews______________________ Lift Station Name: _______Harvest______________ Date:____9/12/23______ Lift Station Visual Inspection Checklist
DRAFT
984
APPENDICES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Appendix F – Treated Effluent Monthly Average Monitoring Results 2019-2023
DRAFT
985
Total
Dissolved
Solids
(mg/L)
Chloride1
(mg/L)
Sulfate
(mg/L)
Boron
(mg/L)
Nitrite-N
(mg/L)
Ammonia-N +
Nitrate-N +
Nitrite-N
(mg/L)
2,000 110 800 1 1 10
January 1190 118 427 0.752 0 7.07
February 1370 125 569 0.889 0 7.95
March 1250 129 511 0.74 0.02 3.74
April 1270 126 500 0.766 0.01 7.48
May 1280 119 474 0.842 0.02 4.62
June 1250 124 521 0.694 0.04 5.24
July 1180 122 482 0.685 0.2 0.54
August 1200 116 457 0.846 0.04 1.58
September 1150 112 437 0.787 ND 0.7
October 1200 114 446 0.673 ND 1.5
November 1270 117 435 0.736 0.03 9.07
December 1160 116 413 0.684 0.02 7.36
January 1270 120 458 0.77 0.03 5.31
February 1230 121 458 0.689 0.04 4.38
March 1220 122 458 0.72 0.03 1.62
April 1300 126 481 0.798 0.03 6.22
May 1250 120 469 0.77 ND 2.51
June 1250 118 444 0.631 0.05 4.42
July 1260 116 421 0.759 0.03 4.13
August 1220 116 418 0.723 0.03 3.44
September 1210 117 432 0.659 0.05 4.8
October 1240 116 451 0.781 0.07 5.4
November 1190 118 381 0.848 0.04 7.8
December 1200 118 421 0.775 ND 8.86
January 1210 113 444 0.766 ND 5.31
February 1250 122 449 0.984 ND 17.9
March 1260 128 400 0.772 ND 8.32
April 1250 112 467 0.737 0.05 9.4
May 1250 117 414 0.835 0.04 8.6
June 1310 115 414 0.729 <0.1 6.7
July 1260 106 447 0.77 0.02 9.9
August 1220 107 422 0.874 0.03 6.1
September 1210 110 427 0.711 0.03 9.6
October 1240 104 453 0.874 0.03 7.71
November 1240 97 457 0.849 0.03 11.7
December 1210 109 383 0.849 0.03 10.2
Treated Effluent Monthly Average Monitoring Results (2019-2023) WDR Limit
2 0
1 9
2 0
2 0
2 0
2 1
DRAFT
986
Total
Dissolved
Solids
(mg/L)
Chloride1
(mg/L)
Sulfate
(mg/L)
Boron
(mg/L)
Nitrite-N
(mg/L)
Ammonia-N +
Nitrate-N +
Nitrite-N
(mg/L)
WDR Limit 2,000 110 800 1 1 10
January 1240 105 493 0.914 0.2 3.57
February 1220 107 409 0.776 0.03 9.4
March 1200 109 442 0.866 0.04 6.4
April 1200 110 387 0.833 0.07 7.06
May 1260 101 407 0.612 ND 6.8
June 1220 106 394 0.763 0.02 8.7
July 1240 108 420 0.794 0.04 16.85
August 1250 101 418 0.91 0.05 22.3
September 1230 109 435 0.962 0.3 8.5
October 1200 118 400 1.15 0.04 5.54
November 1230 120 469 0.832 0.04 8
December 1170 116 445 0.836 ND 11.2
January 1380 116 556 0.994 0.03 7.18
February 1290 124 457 0.881 0.04 4.4
March 1420 116 584 1.12 0.03 8.9
April 1390 121 543 0.921 0.02 13.62
May 1310 124 418 0.852 ND 11.3
June 1250 122 458 0.089 ND 9.3
July 1390 116 543 0.921 0.02 13.62
August 1290 113 446 0.909 <0.1 6.3
September 1230 114 472 0.9 0.03 6.5
October 1260 115 456 0.755 ND 7.5
November 1250 122 476 0.972 0.03 8.03
December 1240 120 462 0.854 0.03 7.7
Notes:
1. Exceedances are underlined and italicized.
2. ND = Not detected
2 0
2 2
2 0
2 3
DRAFT
987
APPENDICES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Appendix G – WRF Condition Assessment Checklist
DRAFT
988
Name of Observer: Mike Nunley, PE
WWTP Name: Santa Paula Water Recycling Facility Date: 7/27/23 Personnel: Pete, Ethan Weather: Clear
Year Built/Improved: 2010
As‐Builts Available: Yes
Design Capacity: 4.1 MGD
Item
Mechanical
• Lifting chain corroded ‐ needs to be replaced
• Check valves on lift station have issues
• Volutes are in good shape (VRSO, CPO)
• Lift station pumps are the original pumps ‐ evaluate pumps to repair or replace Instrumentation
• Seal failure
• No local HMI
Electrical
• Consider changing cords out
Structural
• Concrete/liners in bad shape ‐ haven't been in ILS
• Aluminum cover ‐ should be fiberglass, support brackets are failing • Spalling of slab near influent meter
• Replace manhole cover and ring
• Influent flow weir is worn concrete, no metal protection • Influent channel needs to be repaired and relined
• Grating worn
• No fall arrest on any ladder
Operator Notes and Observations
• N/A
Mechanical
• #2 Grit classifier failing ‐ stainless steel rotting out, wear plates missing and need to be replaced • Total of 2 coarse screen, 2 fine screens, 2 classifiers • Need manufacturer's maintenance, bearing replacement, screens and augers Instrumentation
• Total of 2 space level transducer, 6 endress hauser panels • H2S gas causing problem w/ electrical cords + panels
• H2S will damage Huber stainless equipment
Wastewater Treatment Plant Visual Inspection Checklist
• Need harnesses, hoists, blowers, gas detectors (confined space equipment; VRSD is currently charging for their own equipment) Influent Pump Station
Influent Pump Station (Continued)
Safety
Grit Removal/Coarse & Fine Screens
DRAFT
989
Wastewater Treatment Plant Visual Inspection Checklist
Electrical
• N/A
Structural
• N/A
Safety
• N/A
Operator Notes and Observations
• Replaced bagging system, which has been working well ‐ less dumpster corrosion Mechanical
• No aeration
Instrumentation
• Pacing used to be automatic; now operator has to log in every night for shaving • SCADA needs to be set to work automatically with flow rates, auto shaving Electrical
• Conduit getting corroded (intermittent)
Structural
• EQ weirs ‐ concrete doesn't have knife's edge, worn
• Aluminum & orange grating needs to be replaced
Safety
• N/A
Operator Notes and Observations
• N/A
Mechanical
• N/A
Instrumentation
• N/A
Electrical
• N/A
Structural
• EQ weirs ‐ concrete doesn't have knife's edge, worn
• Aluminum & orange grating needs to be replaced
Safety
• N/A
Operator Notes and Observations
• Rarely used; except when plant has high flow events
Grit Removal/Coarse & Fine Screens (Cont.)
Flow Equalization Tank 1
Flow Equalization Tank 2
DRAFT
990
Wastewater Treatment Plant Visual Inspection Checklist
Mechanical
• April/May ‐ exceeded NO3 due to failed RAS/WAS pump
• EQ valve in #3 failed ‐ can now be isolated with first 2 valves Instrumentation
• N/A
Electrical
• N/A
Structural
• Top 3 ft starting to corrode
Safety
• N/A
Operator Notes and Observations
• N/A
Mechanical
• Need RAS spare pump
• Issues with mixers in RAS + WAS tangling, rails bending, skewed, cut up cables etc.
Instrumentation
• N/A
Electrical
• N/A
Structural
• Upper 3‐4 ft in general are worn ‐ potential need for coating • Tank 1 has scars from mixer
Safety
• N/A
Operator Notes and Observations
• Working well
Mechanical
• Self clean not working ‐ won't run in reverse for cleaning, brushes worn out ‐ needs maintenance • Oil box needs 10 year overhaul
• Feed pump doesn't prime well
• Rotary lobe pumps feed thickener + press, rotary lobe pumps have worn plates • Replace bristles
Instrumentation
• N/A
Electrical
• N/A
Aeration Tanks
Thickeners/Screw Press
Anoxic Tanks
DRAFT
991
Wastewater Treatment Plant Visual Inspection Checklist
Structural
• N/A
Safety
• N/A
Operator Notes and Observations
• Needs redundancy
• Need second unit
• Auger to trailer needs maintenance
Mechanical
• Both blowers working
• Software not compatible with old blower ‐ microsoft doesn't cover HMIs anymore ‐ results in needing new inverter Instrumentation
• N/A
Electrical
• N/A
Structural
• N/A
Safety
• N/A
Operator Notes and Observations
• N/A
Mechanical
• One blower (MBR #1) shuts off randomly at times
• Return channel ‐ blower not sized adequately
Instrumentation
• #2 WAS pump fault ‐ turns off
• Tie citric acid pump into MBR PLC
• MBR PLC #M needs redundant back up just like PLC A&B (not in back up PLC list order #1) Electrical
• N/A
Structural
• Coatings starting to chip off
Safety
• N/A
Operator Notes and Observations
• Tie citric acid pump into MBR PLC
• Permeate pumps need to be evaluated and rebuilt
• Operators prefer separate turbidity meters for each train on MBR Aerobic Digesters
Membrane Separation Tanks
Thickeners/Screw Press (Cont.)
DRAFT
992
Wastewater Treatment Plant Visual Inspection Checklist
Mechanical
• Only 3 out of 5 modules are seeing flow
• Replaced 2/3 of bulbs
• Lot of shattered bulbs
• Bulbs at 30,000 hrs ‐ should be replaced at 12,000 hrs per manufacturer recommendation Instrumentation
• N/A
Electrical
• N/A
Structural
• N/A
Safety
• N/A
Operator Notes and Observations
• 3 modules in use at any time
• Recently maintenance had shattered valves
• Electronics need to be replaced ‐ many back panels not working Mechanical
• N/A
Instrumentation
• N/A
Electrical
• N/A
Structural
• N/A
Safety
• N/A
Operator Notes and Observations
• N/A
Mechanical
• Irrigation system not working ‐ cracked pipeline
Instrumentation
• N/A
Electrical
• N/A
Structural
• N/A
Safety
• N/A
Operator Notes and Observations
• Water is beginning to pool in one pond
• Rocks, etc. need to be cleared out
• Replace liners (rips in ponds), perform weed control
Percolation Pond
UV Disinfection
Percolation Pond Diversion Structure
DRAFT
993
Wastewater Treatment Plant Visual Inspection Checklist
Mechanical
• N/A
Instrumentation
• N/A
Electrical
• N/A
Structural
• N/A
Safety
• N/A
Operator Notes and Observations
• N/A
• No insulation on roof
• Windows ‐ leak in control room
• Screens damaged ‐ replace
• Doors ‐ repaint; door locks damaged
• Paint trim
• Two HVAC units need to be replaced
• Lighting poor ‐ replace with LEDs; ballasts need to be replaced • No insulation on roof
• Windows ‐ leak in control room
• Screens damaged ‐ replace
• Doors ‐ repaint; door locks damaged
• Paint trim
• Lighting poor ‐ replace with LEDs; ballasts need to be replaced • Remove sludge
• Replace transformer
• Need new sump pumps
• New exhaust fan ‐ should be automatic when vault opens and current one is not • Repair circ. pump and valves
• Fix water leaks into vault
• New pond lights
• Liner is in ok condition
• Ladder rusting
• Hatch is in good condition
Biofilter
Controls Building
Decorative Pond
• Fire alarm system ‐ replace panel; smoke detector in building failed Headworks Building
DRAFT
994
Wastewater Treatment Plant Visual Inspection Checklist
• Dump Station ‐ not used and they do not plan on using it in the future • Crane ‐ needs maintenance and load certification
• Concrete spalled on pad for old odor control system ‐ repair • Reuse line ‐ a lot of movement on startup
• Operators requested new tools ‐ tap and die set (SAE and Metric), multi‐function welder for SS, electric winches for gantry, blower, battery rachet • Portable ladders ‐ old, worn out, sun damaged; all fixed ladders are good • Add rolling stair for sludge truck ‐ 12 foot step ladder unsafe • Effluent meter ‐ no weir/flume, does not measure accurately • Paint condition is poor throughout plant
• Blowers need to be replaced or rebuilt in general
• Wasting pumps have problems with SCADA on start
• Generator needs service, filters, hoses, fuel polish, batteries, oil change, and paint • Transfer switch needs service
• Irrigation system timer runs numerous cycles a day, should only be running once (needs replacement) General Observations
DRAFT
995
APPENDICES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Appendix H – WRF Condition Assessment Photos
DRAFT
996
Headworks Fine Screen Unit Coarse Screen Unit Grit Classifier DRAFT
997
Dewatering Screw Press Thickener Feed Pump Gravity Belt Thickener DRAFT
998
MBR Basins Permeate
Pump MBR Basins
DRAFT
999
Headworks/Dewatering and Controls Building
DRAFT
1000
UV Disinfection CIP Pump UV Channels RO Low Pressure Pump UV Module Instrumentation DRAFT
1001
APPENDICES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Appendix I – MBR Process Design Calculations
DRAFT
1002
I. Wastewater Parameters/Characteristics Enter values in yellow cells only.
Design ww Flow Rate, Qo = 3.00 MGD Influent TSS, TSSo = 329 mg/L Influent BOD, BODo = 420 mg/L Influent VSS, VSSo = 260 mg/L Influent sBOD, sBODo = 168 mg/L
Influent TKN, TKNo = 70 mg/L
Influent COD, CODo = 857 mg/L TKN peak/ave factor, FS = 1.0 Influent sCOD, sCODo = 129 mg/L Influent NH4-N, NH4-No = 42 mg/L Influent rbCOD, rbCODo = 86 mg/L Influent Alkalinity, Alko = 300 (mg/L as CaCO3)
ratio, bCOD/BOD = 1.6 Aeration WW Temp, Tww = 66.2 o
F
II. Biological Kinetic Coefficients - For BOD Removal
Synth. Yield Coeff., Y = 0.40 lb VSS/lb bCOD Half Veloc. Coeff., Ks = 20 mg/L Temp coeff., q, for mm = 1.07 Temp coeff., q, for kd = 1.04 Resid. biomass fract., fd = 0.15
Max spec. gwth rate at 20o
C, µm20 = 6 lb VSS/d/lb VSS
Endog. Decay coeff. at 20o
C, kd20 = 0.12 lb VSS/d/lb VSS
III. Biological Kinetic Coefficients - For Nitrification The source for the values in the table above is:
Synth. Yield Coeff., Yn = 0.12 lb VSS/lb NOx
Temp coeff., q, for mmn = 1.070 Half Veloc. Coeff. at 20o C, Kn = 0.7 mg/L
Temp coeff., q, for kdn = 1.040 Half Veloc. Coeff. at 20oC, Ko = 0.5 mg/L Temp coeff., q, for Kn = 1.053 Temp coeff., q, for Ko = 1 Max spec. gwth rate at 20o
C, µmn20 = 0.8 lb VSS/d/lb VSS
Endog. Decay coeff. at 20oC, kdn20 = 0.08 lb VSS/d/lb VSS IV. Constants Used in the Calculations
Saturation D.O. in water
Ratio of BOD5 to BODu , f = 0.68 at 20o
C & 1 atm, Css = 9.17 mg/L
BODu equiv. of VSS = 1.42 lb BODu/lb VSS Standard Pressure = 14.7 psi Spec Wt of water, γH2O = 62.4 lb/ft3 Standard Temperature = 68.0 o F
Mol. Wt. of Air = 28.97 Mol. Wt. of Oxygen = 32.0
Temp Coeff. for O2 rate, θ = 1.024 O2 mole fraction in Air = 0.209 The source for the values in the table above is:
Copyright © McGraw-Hill Global Education Holdings, LLC. All rights reserved. Introduction to Water Rsource Recovery Facility Design, 2nd Ed., Table 6.2 WW INFORMATION BIOL. KINETIC COEFFICIENTS CONSTANTS
MBR WW Treatment Process Design Calculations - U.S. Units User Inputs and Constants
Discussion and References
For background information about Membrane Bioreactors (MBRs) see:
Design of Water Resource Recovery Facilities, 6th Ed., Sec. 12.6 Membrane Bioreactors Water and Wastewater Engineering: Design Principles and Practice Section 23.8, Membrane Bioreactor Design Practice
Membrane Bioreactors: WEF MOP No. 36, Chap. 4, Membrane Bioreactor Process Design Water Reuse: Issues, Technologies, and Applications
Section 7.8, Analysis and Design of Membrane Bioreactor Processes Introduction to Water Resource Recovery Facility Design, 2nd Ed., Table 6.1 Existing Conditions
DRAFT
1003
I. Membrane/Membrane Module Parameters
(Values typically available from membrane manufacturer or vendor - Enter values in yellow cells) Module packing density, φ = 182 m2
/m3 equals 55.5 ft2
/ft3
Specific Aer. Demand, SADM = 0.2 m3
air/hr/m2 membrane
equals 0.656 ft3
air/hr/ft2 membrane
Values given for MBR specific area (module packing density) range from 150 -334 m2/m3 II. Process Design Calculations (done by worksheet) in Table 8-35 of Metcalf & Eddy, Wastewater Engineering Treatment and Resource Recovery, 5th Ed., McGraw-Hill, 2014
Membrane Flux, J = 21.1 L/hr/m2 equals 0.518 gal/hr/ft2 Equations Used in the Calculations:
Membrane Area, AM = 241,123 ft2
Membrane Module Vol., VM = 4,347 ft3 Module packing density, φ, in ft2 /ft3
= (φ in m2
/m3
)/3.28084
Scouring Air Flow Required = 2,637 ft3
/min (ACFM) = 2,625 SCFM Specific Aeration Demand, SADM , in ft3 air/hr/ft2
membrane =
= SADM in m3
air/hr/m2
membrane/3.28084
(This is the scouring air flow rate needed for the membrane module, Membrane Flux, J, in L/hr/m2 = 0.4056Tww - 5.7278 (with Tww in o
F)
typically provided by a coarse bubble diffuser system.) (See Worksheet 6 for derivation of this eqution) Membrane Flux, J, in gal/hr/ft2 = [(Membrane Flux (J) in L/hr/m2 )/3.7854]/(3.280842
)
Copyright © McGraw-Hill Global Education Holdings, LLC. All rights reserved. Membrane Area, AM = (Qo*106/24)/J Membrane Module Volume, VM = AM/φ
Scouring Air Flow Required, ACFM = (SADM)(AM)/60 ACFM
Scouring Air Flow Req'd, SCFM = (ACFM)[(Tstd + 459.67)/(Tww + 459.67)](Patm/Pstd) SCFM MBR WW Treatment Process Design Calculations - U.S. Units Membrane Module Sizing Calculations
INPUTS CALCULATIONS
Discussion and References
For background information about Membrane Bioreactors (MBRs) see:
Design of Water Resource Recovery Facilities, 6th Ed., Sec. 12.6 Membrane Bioreactors Water and Wastewater Engineering: Design Principles and Practice Section 23.8, Membrane Bioreactor Design Practice
Membrane Bioreactors: WEF MOP No. 36, Chap. 4, Membrane Bioreactor Process Design Water Reuse: Issues, Technologies, and Applications
Section 7.8, Analysis and Design of Membrane Bioreactor Processes DRAFT
1004
I. User Inputs - Enter values in yellow cells only
Target Effluent Concentrations:
MLSS in Aer Tank, MLSS = 8,500 mg/L BOD
e = 10 mg/L
MLSS in Waste Sludge, X
w = 8,500 mg/L TSS
e = 10 mg/L
DO in Aer. Tank, DO
o =
2 mg/L NH
4-N
e = 1.0 mg/L
Number of Aeration Tanks =2 Tank Freeboard = 2.0 ft
Liquid Depth in Tank = 22 ft Tank L:W ratio = 2.3
Initial Estimate of NO
x = 44.93 mg/L (Tank L:W ratio is only used for
Note that an initial estimate is needed for NO
x rectangular tanks) As noted in all four of the above references, MLSS and X w for MBR processes are typically in
in cell D14 to start an iterative calculation of NO
x Influent TKN, TKN
o = 70 mg/L the range from 8,000 to 12,000 mg/L.
below. 80% of the influent TKN is suggested for (value transferred from Worksheet 2) this initial estimate. 80% of TKN
o = 56.0 mg/L
II. Calculate Design SRT
µmn at Tww = 0.70 lb VSS/d/lb VSS
K
n at
Tww
= 0.70 mg/L
kdn at Tww = 0.08 lb VSS/d/lb VSS Theor. SRT
= 3.96 days
µ
n = 0.25 lb VSS/d/lb VSS Design SRT
= 3.96 days
Flow Diagram - Membrane Bioreactor for BOD Removal & Nitrification III. Calculate the Biomass Production Rate
The biological treatment process design calculations for the MBR process are carried out using biological kinetics constants and equations typically used for completely mixed µ
m at Tww = 5.61 lb VSS/d/lb VSS bCODo
= 672 mg/L activated sludge systems as described in the following references:
k
d at Tww = 0.1154 lb VSS/d/lb VSS
S
= 1.404 mg bCOD/L
Biomass Production Rate, Px,bio = 5029 lb VSS/day
IV. Determine the Amount of Nitrogen Oxidized to Nitrate Equations Used in the Calculations:
µmn at Tww = (
µmn_20)*
θ
µmn
[((Tww-32)/1.8)-20]
Calculated amount of nitrogen oxidized to nitrate, NO
x = 44.932 mg/L
kdn at
Tww = (
kmn
_20)*
θ
kdn
[((Tww-32)/1.8)-20]
Difference between estimated and calculated values NO
x = 0.00000 mg/L
K
n at
Tww = (
K
n
_20)*
θ
Kn
[((Tww-32)/1.8)-20]
Goal Seek Result:
Amount of nitrogen oxidized to nitrate, NO
x = 44.93 mg/L
µ
n =
[
µmn
*NH
4-N
e/(K
n + NH
4-N
e)]*[DO
o/(0.5 + DO
o)] - kdn
Theor. SRT = 1/
µ
n
NOTE: This is an iterative solution. You must use Excel's "Goal Seek" to find the NO x value as Design SRT = (Theor. SRT)FS ( FS = TKN Peak/Ave Factor ) follows: Place the cursor on the green cell G42 and click on "goal seek" (in the "tools" menu or under "Data - What If Analysis" depending on the version of Excel). Enter values to "Set cell:" G42, "To µ
m at
Tww = (
µ
m
_20)*
θ
µm
[((Tww-32)/1.8)-20]
value:" 0, "By changing cell:" D14, and click on "OK". The calculated value of NO x will appear in cell
k
d at
Tww = (
k
m
_20)*
θ
k
d
[((Tww-32)/1.8)-20] bCODo = 1.6*BODo
F44 and G42 should be zero if the process worked properly. Note that cell D14 needs an initial estimate for NO
x in order for the iterative solution to work properly. S = K s*[1 +(k
d*SRT)]/[SRT*(
µ
m - k
d) - 1]
IV. Calc. the Prod. Rate and Mass of VSS and TSS in Aeration Basin Px,bio
= (Q
o*Y*(
µ
m - kd)*8.34/(1 + (kd*SRT)))
+ (fd*k
d*Qo*Y*(
µ
m - kd)SRT*8.34/(1 + (kd*SRT)))
+ (Q
o*Yn*NOx*8.34/(1 + (kdn*SRT)))
bpCOD/pCOD = 0.554 nbVSS = 115.9 mg/L
NO
x = TKN
o - NH
4-N
e - [(0.12 Px,bio/8.34)/Q
o
]
Aeration Tank VSS Production Rate, PX,VSS = 7928 lb VSS/day Aeration Tank TSS Production Rate, PX,TSS = 9656 lb TSS/day bpCOD/pCOD = (bCOD/BOD)*(BOD o - sBODo)/(CODo - sCODo
)
Mass of MLVSS = 31,413 lb VSS Mass of MLSS = 38,258 lb TSS nbVSS = [ 1 - (bpCOD/pCOD)]VSS o
Px,VSS = Px,bio + (Q
o*nbVSS*8.34)
Px,TSS = Px,VSS + [Q
o(TSS
o - VSSo)8.34]
V. Aeration Tank Calculations (User input needed in yellow cells) Mass of MLVSS = PX,VSS*SRT Mass of MLSS = PX,TSS*SRT
Req. Aeration Vol., Vaer,min = 72,149 ft
3 Click on green box & then on the arrow
Aer. + Membr. Vol., Vtot = 76,496 ft
3 to select tank shape Required Aeration Volume =
Vaer,min = (Mass of MLSS/(MLSS*8.34))*(10
6 /7.48)
Req. Vol. per tank, Vtank = 38,248 ft
3 Actual Tank Width = 38.3 ft
Calculated Tank Width = 27.6 ft Actual Tank Length = 71.8 ft Aeration Detntion Time, τ = (Vaer,act*7.48/10 6 )*N*24/Q
o
Calculated Tank Length = 63.9 ft Act. Aer. Vol., Vaer,act = 57,500 ft 3 Tank Wall Height = 23.7 ft Memb. Mod. Vol/Tank: 2,173 ft 3 Vol. BOD Loading =
Q
o*BOD
o*8.34/((Vaer,act/1000)*N)
Aer. Detention Time,
τaer = 6.9 hr MLVSS = 6,979 mg/L MLVSS = MLSS(Mass of MLVSS/Mass of MLSS) Vol. BOD Loading = 91.4 lb BOD/d/1000 ft
3 F:M ratio = Q
o*8.34*BOD
o/((MLVSS*8.34*(Vaer,act*7.48/10
6 )*N))
F:M ratio = 0.210 lb BOD/d/lb MLVSS
Sludge Wasting Rate,
Q
w = 217,112 gal/day
Q
w = ((N*Vaer,act*7.48/10
6 )*MLSS/(SRT*X
w))*10
6 Air Requirement/Blower Design Calculations
VI. User Inputs - Enter values in yellow cells only
Patm = 14.696*EXP[-32.17*MWair*Elev/(g
c*R*Tamb
)
Standard Design Elevation above This equation for Patm as a function of elev. above sea level and ambient temperature comes from:
O
2 transf. Effic., SOTE = 30.0% Sea Level, Elev = 225 ft (from diffuser mfr or vendor) ambient air Temp., Tamb = 70 o
F
Ratio of oxygen transfer rate in wastewater P
D = Patm + (62.4*ddiff/2)/144
ρair = MWair*Pstd /(10.73*(Tstd + 459.67))
to that in clean water, α = 0.5 Diffuser Fouling Factor, F = 0.8
Ratio of D.O. saturation in ww to that in clean lb/day O 2:
mO2 = Q
o*8.34*(BOD
o - BODe)/f - (1.42*Px,VSS) + (4.57*Q
o*8.34*NO
x
)
water at same T & P,
B = 1.0 Depth of Diffuser, ddiff = 21.7 ft
D.O sat'n conc. for clean water at ww Pressure drop across This equation for oxygen utilization rate comes from:
temp. & 1 atm, C
s = 9.3 mg/L diffuser,
∆Pdiff = 10.8 in H
2 O
NOTE: Derivation of the equation for
C
s as (from diffuser mfr or vendor)
a function of
Tww is shown in wksht 7. The equation below for the actual oxygen transfer efficiency, AOTE, is found as
VII. Air Requirement/Blower Design Calculations Note that for use in this equation Tww must be
converted to
o
C
Barom. Pressure,
Patm = 14.6 psia Des. Air Flow Rate, SCFM: 4,311 scfm
Pressure at Mid Depth,
P
D = 19.3 psia
Standard Air Density,
ρair = 0.07521 lb/ft
3 Des. Air Flow Rate, ACFM: 2591 acfm Design Air Flow Rate, SCFM = (mO2/AOTE)*MWair/(O 2_mole fraction*MW_O
2 *ρair_std*60*24
(from Ideal Gas Law) (at delivery point)
O
2 Utilization Rate,
mO2 = 8,976 lb/day Blower Outlet Press.,
PB2 = 24.38 psia Design Air Flow Rate, ACFM = SCFM*(Pstd/Pblower)*((Tww + 459.67)/(Tstd + 459.67)) Actual O
2 transf. Efficiency, AOTE = 8.33% Blower Outlet Press., PB2 = Patm +
∆Pdiff*0.036126 + 62.4*ddiff/144
(This is the air flow rate needed for the aeration tank, typically provided by a fine bubble diffuser system.) Alkalinity used for Nitrification, AlkNitrif = 7.14*NOx mg/L as CaCO 3 VIII. User Inputs and Constants- Enter value in yellow cell only Alkalinity needed = AlkNitrif + AlkEffl - Alk o mg/L as CaCO3
Alkalinity needed Alk_perday = (AlkNitrif + AlkEffl - Alk o)Qo*8.34 lb/day as CaCO3
Target Effluent Alkalinity = 20 mg/L as CaCO
3 Sodium Bicarbonate needed to maintain alkalinity = Alk_perday*84/50 lb/day NaHCO 3 Equiv. Weight of CaCO
3 = 50 g/equiv.
Equiv. Weight of NaHCO
3 = 84 g/equiv.
Alkalinity used for Nitrification = 7.14 g CaCO
2/g NH
3-N
IX. Calculation of Alkalinity Requirement
Alkalinity used for Nitrification = 320.8 mg/L as CaCO
3 Alkalinity needed = 40.8 mg/L as CaCO
3 Alkalinity needed = 1,021 lb/day as CaCO
3 Sodium Bicarbonate needed
per day to maintain alkalinity = 1,716 lb/day NaHCO
3 Copyright © McGraw-Hill Global Education Holdings, LLC. All rights reserved. rectangular
cylindrical
Nalco Water Handbook, 4th Ed., Ch. 23 Eqns 23.6 and 23.7 Design of Water Resource Recovery Facilities, 6th Ed., Equation 12.32 Membrane Bioreactors: WEF MOP No. 36, Chap. 4, Membrane Bioreactor Process Design Water Reuse: Issues, Technologies, and Applications
Section 7.8, Analysis and Design of Membrane Bioreactor Processes Water and Wastewater Calculations Manual, 3rd Ed., Sec. 6.21, Activated Sludge Process Handbook of Environmental Eng. Calculations, 2nd Ed., Sec. 1.7.21, Activated Sludge Process Water Reuse: Issues, Technologies, and Applications, Sec. 2.2 Discussion and References
For background information about Membrane Bioreactors (MBRs) see:
Design of Water Resource Recovery Facilities, 6th Ed., Sec. 12.6 Membrane Bioreactors Water and Wastewater Engineering: Design Principles and Practice Section 23.8, Membrane Bioreactor Design Practice
ALKALINITY REQUIREMENT
MBR WW Treatment Process Design Calculations - U.S. Units BOD Removal and Nitrification
INPUTS PROCESS DESIGN CALCULATIONS
rectangular
AER. TANK CALC'NS OXYGEN/AIR/BLOWER REQUIREMENTS
DRAFT
1005
This worksheet makes the design calculations for preanoxic denitrification basin(s) to go with the Aeration Tank(s) designed for BOD removal and Nitrification in Worksheet 4. (Wastewater parameters/characteristics and biological kinetic coefficients entered on Worksheet 2 will also be used in this worksheet)
I. User Inputs - Enter values in yellow cells only
Effluent Nitrate conc., Ne = 5.0 mg/L Mixing Energy
Nitrate conc. in RAS, NRAS = 5.0 mg/L for Anoxic Reactor = 0.38 hp/103 ft3
Temp. Coeff. For SDNR = 1.026 . Design % Excess
Tank Freeboard = 2.3 ft Nitrif. Capacity = 2%
No. of Anoxic Tanks, Nan = 2 . Liquid Depth in Tank = 22 ft Est. of detention time, tan = 0.9654 hr Tank L:W ratio = 1 Note that an initial estimate is needed for (Tank L:W ratio is only used for anoxic detention time in cell D19 to start rectangular tanks) an iterative calculation of minimum required
anoxoc detention time below.
II. Calculate RAS Ratio and Anoxic Tank Active Biomass Conc.
Membrane Bioreactor for Preanoxic Denitrification
RAS ratio, RAS = 7.99 Aer. Tank Act. Biomass, Pxb = 4609 lb/d An. Tank MLSS, MLSSAN = 7554 mg/L The biological treatment process design calculations for the MBR process are carried Aeration Tank Active Biomass Fraction, Xaer,b = 0.4773 out using biological kinetics constants and equations typically used for completely mixed Anoxic Tank Active Biomass Conc., Xan,b = 3606 mg/L activated sludge systems as described in the following references:
III. Calc Feed Rate of NOx to Anoxic Tank and Anoxic Tank Volume RAS ratio, RAS = (NOx/NRAS) - 1
Aer Tank Act. Biomass, Pxb = [Qo*Y*(bCODo - S)*8.34]/[1 + (kd*SRT)] Flow rate to Anoxic Tank = 24.0 MGD Anaer. Tank MLSS, MLSSAN = [RAS/(RAS + 1)] MLSSw (RAS flow containing nitrate) Anoxic Tank Volume, Van = 16,132 ft3 Aeration Tank Active Biomass Fraction, Xaer,b = Pxb/Px,vss NOx rate to Anoxic Tank = 999 lb/day (based on detention time value in cell D19) Anoxic Tank Active Biomass Conc., Xan,b = Xaer,b*MLSSAN Flow Rate to Anoxic Tank , QAN = RAS*Qo
IV. Calculate the SDNR (Specific Denitrification Rate) NOx Rate to Anoxic Tank = QAN*NRAS*8.34 Anoxic Tank Volume, Van = (Qo*106
/7.48)*tAN/24
Anoxic Tank F/M ratio = 2.8979 lb BOD/day/lb MLVSS Anoxic Tank F:M ratio, F:M = Qo*BODo*8.34/((Van*7.48/106 )*Xan,b/8.34)
rbCODo/bCODo ratio = 0.1275
Next lower rbCOD/bCOD value from table = 0.1 Coefficients for: SDNR = bo + b1 [ln(F:M)] The SDNR equation, Next higher rbCOD/bCOD value from table = 0.2 rbCOD/bCOD bo b1 coefficient values, SDNR for rbCOD/bCOD = 0.1 is equal to 0.26899 0.1 0.186 0.078 and temperature SDNR for rbCOD/bCOD = 0.2 is equal to 0.33855 0.2 0.213 0.118 correction equations
0.3 0.235 0.141 are from: Metcalf & Eddy,
SDNR for rbCOD/bCOD = 0.1275 is equal to 0.2881 0.4 0.242 0.152 Wastewater Engineering ( at 20o
C) 0.5 0.27 0.162 Treatment and Resource
SDNR at Tww = 0.2808 lb NO3-N/day/lb biomass (at Tww) 0.10 0.1860 0.0780 Recovery , 5th Ed.,
0.20 0.2130 0.1180 McGraw-Hill, 2014
V. Calculate Anoxic Tank Volume, Dimensions, and Detention Time Note that for F:M < 0.5, SDNR at 20o C is calculated as: SDNR = 0.24*F:M
SDNR at Tww = (SDNR at 20o
C)*θSDNR
[((Tww-32)/1.8)-20]
NO3-N reduction capacity = 1019 lb/day % Excess Nitrif Capacity = 2.0% NO3-N reduction capacity = (Van*7.48/106
)*SDNR*Xan,b*8.34
Difference between Design and Calculated % Excess Nitrif. Capacity = 0.000 % Excess Nitrif. Capac. = (N03-N Reduction Capacity - NOx Rate to Anoxic Tank) Anoxic Tank min. Vol, Van = ft3 NOx Rate to Anoxic Tank Min. Anoxic Det'n Time, tan = hr Min. Anoxic Det'n Time, tan = Van*24/(Qo*106 /7.48)
Min. Vol. per Tank, Vtank = Van/Nan
NOTE: This is an iterative solution. You must use Excel's "Goal Seek" to find the Van and tan values as follows: Place the cursor on the green cell G64 and click on "goal seek" (in the "tools" menu or under "Data - What If Analysis" depending on the version of Excel). Enter values to "Set cell" G64 "To value:" 0, "By changing cell:" D19, and click on "OK". The calculated values Oxygen credit for nitrate reduction = 2.86 Qo(NOx - Ne) of Van and tan will be in cells D66 and D68. Cell G64 should be zero if the process worked right.
A preliminary estimate for tan is needed in cell D19 in order for the iterative solution to work.
Alkalinity produced by nitrate reduction = 3.57(NOx - Ne) Min. Vol. per tank, Vtank = 8,066 ft3 Click on green box & then on the arrow Calculated Tank Width = 19.3 ft to select tank shape Sludge Wasting Rate:
Calculated Tank Length = 19.3 ft Actual Tank Width = 28.0 ft Qw = [((Vaer*MLSS + Vanox*Xb)/SRT)]/(TSSw) Tank Wall Height = 24.0 ft Actual Tank Length = 38.0 ft Act. Tank Liq. Vol. = 23,089 ft3
Anoxic Detention Time, τan = 2.763 hr (Preanoxic Tank Liquid Volume) VI. Calc. Revised Air Requirement & Alkalinity Requirement, Mixing Power & Sludge Wasting Rate
Oxygen Credit = 2857 lb/day equals: 119.1 lb/hr
O2 Utilization Rate = 255 lb/hr
Required Air Flow Rate (in Aeration Tank), SCFM = 2938.6 SCFM Required Air Flow Rate (in Aeration Tank), ACFM = 1766.0 ACFM Alkalinity Produced = 142.6 mg/L as CaCO3
Alkalinity Needed = -101.7 mg/L as CaCO3
Alkalinity Needed = -2546 lb/day as CaCO3
Sodum Bicarbonate Needed per Day to Maintain Alkalinity (lb/day NaHCO3) = -4277 Required Anoxic Tank Mixing Power = 17.5 hp
Sludge Wasting Rate = 254,094 gal/day
Copyright © McGraw-Hill Global Education Holdings, LLC. All rights reserved. rectangular
cylindrical
Water and Wastewater Calculations Manual, 3rd Ed., Sec. 6.21, Activated Sludge Process Handbook of Environmental Eng. Calculations, 2nd Ed., Sec. 1.7.21, Activated Sludge Process MBR WW Treatment Process Design Calculations - U.S. Units PreAnoxic Denitrification
INPUTS
Discussion and References
For background information about Membrane Bioreactors (MBRs) see:
Design of Water Resource Recovery Facilities, 6th Ed., Sec. 12.6 Membrane Bioreactors Water and Wastewater Engineering: Design Principles and Practice Section 23.8, Membrane Bioreactor Design Practice
Membrane Bioreactors: WEF MOP No. 36, Chap. 4, Membrane Bioreactor Process Design Water Reuse: Issues, Technologies, and Applications
Section 7.8, Analysis and Design of Membrane Bioreactor Processes
FINAL CALCULATIONS
0.97 rectangular
TANK VOLUME AND DIMENSIONS PROCESS DESIGN CALCULATIONS
16,132
DRAFT
1006
I. Wastewater Parameters/Characteristics Enter values in yellow cells only.
Design ww Flow Rate, Qo = 3.51 MGD Influent TSS, TSSo = 329 mg/L Influent BOD, BODo = 420 mg/L Influent VSS, VSSo = 260 mg/L Influent sBOD, sBODo = 168 mg/L
Influent TKN, TKNo = 70 mg/L
Influent COD, CODo = 857 mg/L TKN peak/ave factor, FS = 1.0 Influent sCOD, sCODo = 129 mg/L Influent NH4-N, NH4-No = 42 mg/L Influent rbCOD, rbCODo = 86 mg/L Influent Alkalinity, Alko = 300 (mg/L as CaCO3)
ratio, bCOD/BOD = 1.6 Aeration WW Temp, Tww = 66.2 o
F
II. Biological Kinetic Coefficients - For BOD Removal
Synth. Yield Coeff., Y = 0.40 lb VSS/lb bCOD Half Veloc. Coeff., Ks = 20 mg/L Temp coeff., q, for mm = 1.07 Temp coeff., q, for kd = 1.04 Resid. biomass fract., fd = 0.15
Max spec. gwth rate at 20o
C, µm20 = 6 lb VSS/d/lb VSS
Endog. Decay coeff. at 20o
C, kd20 = 0.12 lb VSS/d/lb VSS
III. Biological Kinetic Coefficients - For Nitrification The source for the values in the table above is:
Synth. Yield Coeff., Yn = 0.12 lb VSS/lb NOx
Temp coeff., q, for mmn = 1.070 Half Veloc. Coeff. at 20o C, Kn = 0.7 mg/L
Temp coeff., q, for kdn = 1.040 Half Veloc. Coeff. at 20oC, Ko = 0.5 mg/L Temp coeff., q, for Kn = 1.053 Temp coeff., q, for Ko = 1 Max spec. gwth rate at 20o
C, µmn20 = 0.8 lb VSS/d/lb VSS
Endog. Decay coeff. at 20oC, kdn20 = 0.08 lb VSS/d/lb VSS IV. Constants Used in the Calculations
Saturation D.O. in water
Ratio of BOD5 to BODu , f = 0.68 at 20o
C & 1 atm, Css = 9.17 mg/L
BODu equiv. of VSS = 1.42 lb BODu/lb VSS Standard Pressure = 14.7 psi Spec Wt of water, γH2O = 62.4 lb/ft3 Standard Temperature = 68.0 o F
Mol. Wt. of Air = 28.97 Mol. Wt. of Oxygen = 32.0
Temp Coeff. for O2 rate, θ = 1.024 O2 mole fraction in Air = 0.209 The source for the values in the table above is:
Copyright © McGraw-Hill Global Education Holdings, LLC. All rights reserved. Introduction to Water Rsource Recovery Facility Design, 2nd Ed., Table 6.2 WW INFORMATION BIOL. KINETIC COEFFICIENTS CONSTANTS
MBR WW Treatment Process Design Calculations - U.S. Units User Inputs and Constants
Discussion and References
For background information about Membrane Bioreactors (MBRs) see:
Design of Water Resource Recovery Facilities, 6th Ed., Sec. 12.6 Membrane Bioreactors Water and Wastewater Engineering: Design Principles and Practice Section 23.8, Membrane Bioreactor Design Practice
Membrane Bioreactors: WEF MOP No. 36, Chap. 4, Membrane Bioreactor Process Design Water Reuse: Issues, Technologies, and Applications
Section 7.8, Analysis and Design of Membrane Bioreactor Processes Introduction to Water Resource Recovery Facility Design, 2nd Ed., Table 6.1 Near-Term Conditions
DRAFT
1007
I. Membrane/Membrane Module Parameters
(Values typically available from membrane manufacturer or vendor - Enter values in yellow cells) Module packing density, φ = 148 m2
/m3 equals 45.0 ft2
/ft3
Specific Aer. Demand, SADM = 0.2 m3
air/hr/m2 membrane
equals 0.656 ft3
air/hr/ft2 membrane
Values given for MBR specific area (module packing density) range from 150 -334 m2/m3 II. Process Design Calculations (done by worksheet) in Table 8-35 of Metcalf & Eddy, Wastewater Engineering Treatment and Resource Recovery, 5th Ed., McGraw-Hill, 2014
Membrane Flux, J = 21.1 L/hr/m2 equals 0.518 gal/hr/ft2 Equations Used in the Calculations:
Membrane Area, AM = 282,113 ft2
Membrane Module Vol., VM = 6,271 ft3 Module packing density, φ, in ft2 /ft3
= (φ in m2
/m3
)/3.28084
Scouring Air Flow Required = 3,085 ft3
/min (ACFM) = 3,071 SCFM Specific Aeration Demand, SADM , in ft3 air/hr/ft2
membrane =
= SADM in m3
air/hr/m2
membrane/3.28084
(This is the scouring air flow rate needed for the membrane module, Membrane Flux, J, in L/hr/m2 = 0.4056Tww - 5.7278 (with Tww in o
F)
typically provided by a coarse bubble diffuser system.) (See Worksheet 6 for derivation of this eqution) Membrane Flux, J, in gal/hr/ft2 = [(Membrane Flux (J) in L/hr/m2 )/3.7854]/(3.280842
)
Copyright © McGraw-Hill Global Education Holdings, LLC. All rights reserved. Membrane Area, AM = (Qo*106/24)/J Membrane Module Volume, VM = AM/φ
Scouring Air Flow Required, ACFM = (SADM)(AM)/60 ACFM
Scouring Air Flow Req'd, SCFM = (ACFM)[(Tstd + 459.67)/(Tww + 459.67)](Patm/Pstd) SCFM MBR WW Treatment Process Design Calculations - U.S. Units Membrane Module Sizing Calculations
INPUTS CALCULATIONS
Discussion and References
For background information about Membrane Bioreactors (MBRs) see:
Design of Water Resource Recovery Facilities, 6th Ed., Sec. 12.6 Membrane Bioreactors Water and Wastewater Engineering: Design Principles and Practice Section 23.8, Membrane Bioreactor Design Practice
Membrane Bioreactors: WEF MOP No. 36, Chap. 4, Membrane Bioreactor Process Design Water Reuse: Issues, Technologies, and Applications
Section 7.8, Analysis and Design of Membrane Bioreactor Processes DRAFT
1008
I. User Inputs - Enter values in yellow cells only
Target Effluent Concentrations:
MLSS in Aer Tank, MLSS = 8,500 mg/L BODe = 10 mg/L
MLSS in Waste Sludge, Xw = 8,500 mg/L TSSe = 10 mg/L
DO in Aer. Tank, DOo = 2 mg/L NH4-Ne = 1.0 mg/L
Number of Aeration Tanks = 2 Tank Freeboard = 2.0 ft
Liquid Depth in Tank = 22 ft Tank L:W ratio = 2.3
Initial Estimate of NOx = 44.93 mg/L (Tank L:W ratio is only used for Note that an initial estimate is needed for NOx rectangular tanks) As noted in all four of the above references, MLSS and Xw for MBR processes are typically in in cell D14 to start an iterative calculation of NOx Influent TKN, TKNo = 70 mg/L the range from 8,000 to 12,000 mg/L. below. 80% of the influent TKN is suggested for (value transferred from Worksheet 2) this initial estimate. 80% of TKNo = 56.0 mg/L
II. Calculate Design SRT
µmn at Tww = 0.70 lb VSS/d/lb VSS Kn at Tww = 0.70 mg/L kdn at Tww = 0.08 lb VSS/d/lb VSS Theor. SRT = 3.96 days µn = 0.25 lb VSS/d/lb VSS Design SRT = 3.96 days
Flow Diagram - Membrane Bioreactor for BOD Removal & Nitrification III. Calculate the Biomass Production Rate
The biological treatment process design calculations for the MBR process are carried out using biological kinetics constants and equations typically used for completely mixed µm at Tww = 5.61 lb VSS/d/lb VSS bCODo = 672 mg/L activated sludge systems as described in the following references:
kd at Tww = 0.1154 lb VSS/d/lb VSS S = 1.404 mg bCOD/L
Biomass Production Rate, Px,bio = 5883 lb VSS/day
IV. Determine the Amount of Nitrogen Oxidized to Nitrate Equations Used in the Calculations:
µmn at Tww = (µmn_20)*θµmn
[((Tww-32)/1.8)-20]
Calculated amount of nitrogen oxidized to nitrate, NOx = 44.932 mg/L kdn at Tww = (kmn_20)*θkdn [((Tww-32)/1.8)-20]
Difference between estimated and calculated values NOx = 0.00000 mg/L Kn at Tww = (Kn_20)*θKn [((Tww-32)/1.8)-20]
Goal Seek Result:
Amount of nitrogen oxidized to nitrate, NOx = 44.93 mg/L µn = [µmn*NH4-Ne/(Kn + NH4-Ne)]*[DOo/(0.5 + DOo)] - kdn Theor. SRT = 1/µn
NOTE: This is an iterative solution. You must use Excel's "Goal Seek" to find the NOx value as Design SRT = (Theor. SRT)FS ( FS = TKN Peak/Ave Factor ) follows: Place the cursor on the green cell G42 and click on "goal seek" (in the "tools" menu or under "Data - What If Analysis" depending on the version of Excel). Enter values to "Set cell:" G42, "To µm at Tww = (µm_20)*θµm [((Tww-32)/1.8)-20]
value:" 0, "By changing cell:" D14, and click on "OK". The calculated value of NOx will appear in cell kd at Tww = (km_20)*θkd [((Tww-32)/1.8)-20] bCODo = 1.6*BODo
F44 and G42 should be zero if the process worked properly. Note that cell D14 needs an initial estimate for NOx in order for the iterative solution to work properly. S = Ks*[1 +(kd*SRT)]/[SRT*(µm - kd) - 1] IV. Calc. the Prod. Rate and Mass of VSS and TSS in Aeration Basin Px,bio = (Qo*Y*(µm - kd)*8.34/(1 + (kd*SRT))) + (fd*kd*Qo*Y*(µm - kd)SRT*8.34/(1 + (kd*SRT)))
+ (Qo*Yn*NOx*8.34/(1 + (kdn*SRT)))
bpCOD/pCOD = 0.554 nbVSS = 115.9 mg/L
NOx = TKNo - NH4-Ne - [(0.12 Px,bio/8.34)/Qo]
Aeration Tank VSS Production Rate, PX,VSS = 9276 lb VSS/day Aeration Tank TSS Production Rate, PX,TSS = 11298 lb TSS/day bpCOD/pCOD = (bCOD/BOD)*(BODo - sBODo)/(CODo - sCODo) Mass of MLVSS = 36,753 lb VSS Mass of MLSS = 44,762 lb TSS nbVSS = [ 1 - (bpCOD/pCOD)]VSSo Px,VSS = Px,bio + (Qo*nbVSS*8.34) Px,TSS = Px,VSS + [Qo(TSSo - VSSo)8.34] V. Aeration Tank Calculations (User input needed in yellow cells) Mass of MLVSS = PX,VSS*SRT Mass of MLSS = PX,TSS*SRT
Req. Aeration Vol., Vaer,min = 84,415 ft3 Click on green box & then on the arrow Aer. + Membr. Vol., Vtot = 90,686 ft3 to select tank shape Required Aeration Volume = Vaer,min = (Mass of MLSS/(MLSS*8.34))*(106 /7.48)
Req. Vol. per tank, Vtank = 45,343 ft3 Actual Tank Width = 38.3 ft Calculated Tank Width = 30.0 ft Actual Tank Length = 71.8 ft Aeration Detntion Time, τ = (Vaer,act*7.48/106)*N*24/Qo Calculated Tank Length = 69.6 ft Act. Aer. Vol., Vaer,act = 56,538 ft3 Tank Wall Height = 23.7 ft Memb. Mod. Vol/Tank: 3,135 ft3 Vol. BOD Loading = Qo*BODo*8.34/((Vaer,act/1000)*N)
Aer. Detention Time, τaer = 5.8 hr MLVSS = 6,979 mg/L MLVSS = MLSS(Mass of MLVSS/Mass of MLSS) Vol. BOD Loading = 108.8 lb BOD/d/1000 ft3 F:M ratio = Qo*8.34*BODo/((MLVSS*8.34*(Vaer,act*7.48/106 )*N))
F:M ratio = 0.250 lb BOD/d/lb MLVSS
Sludge Wasting Rate, Qw = 213,479 gal/day Qw = ((N*Vaer,act*7.48/106 )*MLSS/(SRT*Xw))*106
Air Requirement/Blower Design Calculations
VI. User Inputs - Enter values in yellow cells only
Patm = 14.696*EXP[-32.17*MWair*Elev/(gc*R*Tamb)
Membrane Bioreactors: WEF MOP No. 36, Chap. 4, Membrane Bioreactor Process Design Water Reuse: Issues, Technologies, and Applications
Section 7.8, Analysis and Design of Membrane Bioreactor Processes Water and Wastewater Calculations Manual, 3rd Ed., Sec. 6.21, Activated Sludge Process Handbook of Environmental Eng. Calculations, 2nd Ed., Sec. 1.7.21, Activated Sludge Process Discussion and References
For background information about Membrane Bioreactors (MBRs) see:
Design of Water Resource Recovery Facilities, 6th Ed., Sec. 12.6 Membrane Bioreactors Water and Wastewater Engineering: Design Principles and Practice Section 23.8, Membrane Bioreactor Design Practice
MBR WW Treatment Process Design Calculations - U.S. Units BOD Removal and Nitrification
INPUTS PROCESS DESIGN CALCULATIONS
rectangular
AER. TANK CALC'NS S
DRAFT
1009
Standard Design Elevation above This equation for Patm as a function of elev. above sea level and ambient temperature comes from:
O2 transf. Effic., SOTE = 30.0% Sea Level, Elev = 225 ft (from diffuser mfr or vendor) ambient air Temp., Tamb = 70 o F
Ratio of oxygen transfer rate in wastewater PD = Patm + (62.4*ddiff/2)/144 ρair = MWair*Pstd /(10.73*(Tstd + 459.67)) to that in clean water, α = 0.5 Diffuser Fouling Factor, F = 0.8 Ratio of D.O. saturation in ww to that in clean lb/day O2: mO2 = Qo*8.34*(BODo - BODe)/f - (1.42*Px,VSS) + (4.57*Qo*8.34*NOx) water at same T & P, B = 1.0 Depth of Diffuser, ddiff = 21.7 ft D.O sat'n conc. for clean water at ww Pressure drop across This equation for oxygen utilization rate comes from:
temp. & 1 atm, Cs = 9.3 mg/L diffuser, ∆Pdiff = 10.8 in H2O NOTE: Derivation of the equation for Cs as (from diffuser mfr or vendor) a function of Tww is shown in wksht 7. The equation below for the actual oxygen transfer efficiency, AOTE, is found as
VII. Air Requirement/Blower Design Calculations Note that for use in this equation Tww must be
converted to o
C
Barom. Pressure, Patm = 14.6 psia Des. Air Flow Rate, SCFM: 5,044 scfm Pressure at Mid Depth, PD = 19.3 psia
Standard Air Density, ρair = 0.07521 lb/ft3 Des. Air Flow Rate, ACFM: 3031 acfm Design Air Flow Rate, SCFM = (mO2/AOTE)*MWair/(O2_mole fraction*MW_O2*ρair_std*60*24 (from Ideal Gas Law) (at delivery point)
O2 Utilization Rate, mO2 = 10,502 lb/day Blower Outlet Press., PB2 = 24.38 psia Design Air Flow Rate, ACFM = SCFM*(Pstd/Pblower)*((Tww + 459.67)/(Tstd + 459.67)) Actual O2 transf. Efficiency, AOTE = 8.33% Blower Outlet Press., PB2 = Patm + ∆Pdiff*0.036126 + 62.4*ddiff/144 (This is the air flow rate needed for the aeration tank, typically provided by a fine bubble diffuser system.) Alkalinity used for Nitrification, AlkNitrif = 7.14*NOx mg/L as CaCO3 VIII. User Inputs and Constants- Enter value in yellow cell only Alkalinity needed = AlkNitrif + AlkEffl - Alko mg/L as CaCO3 Alkalinity needed Alk_perday = (AlkNitrif + AlkEffl - Alko)Qo*8.34 lb/day as CaCO3 Target Effluent Alkalinity = 20 mg/L as CaCO3
Sodium Bicarbonate needed to maintain alkalinity = Alk_perday*84/50 lb/day NaHCO3 Equiv. Weight of CaCO3 = 50 g/equiv.
Equiv. Weight of NaHCO3 = 84 g/equiv.
Alkalinity used for Nitrification = 7.14 g CaCO2/g NH3-N IX. Calculation of Alkalinity Requirement
Alkalinity used for Nitrification = 320.8 mg/L as CaCO3 Alkalinity needed = 40.8 mg/L as CaCO3
Alkalinity needed = 1,195 lb/day as CaCO3
Sodium Bicarbonate needed
per day to maintain alkalinity = 2,007 lb/day NaHCO3
Copyright © McGraw-Hill Global Education Holdings, LLC. All rights reserved. rectangular
cylindrical
Nalco Water Handbook, 4th Ed., Ch. 23 Eqns 23.6 and 23.7 Design of Water Resource Recovery Facilities, 6th Ed., Equation 12.32 Water Reuse: Issues, Technologies, and Applications, Sec. 2.2
ALKALINITY REQUIREMENT OXYGEN/AIR/BLOWER REQUIREMENTS
DRAFT
1010
This worksheet makes the design calculations for preanoxic denitrification basin(s) to go with the Aeration Tank(s) designed for BOD removal and Nitrification in Worksheet 4. (Wastewater parameters/characteristics and biological kinetic coefficients entered on Worksheet 2 will also be used in this worksheet)
I. User Inputs - Enter values in yellow cells only
Effluent Nitrate conc., Ne = 5.0 mg/L Mixing Energy
Nitrate conc. in RAS, NRAS = 5.0 mg/L for Anoxic Reactor = 0.38 hp/103 ft3
Temp. Coeff. For SDNR = 1.026 . Design % Excess
Tank Freeboard = 2.3 ft Nitrif. Capacity = 2%
No. of Anoxic Tanks, Nan = 2 . Liquid Depth in Tank = 22 ft Est. of detention time, tan = 0.9654 hr Tank L:W ratio = 1 Note that an initial estimate is needed for (Tank L:W ratio is only used for anoxic detention time in cell D19 to start rectangular tanks) an iterative calculation of minimum required
anoxoc detention time below.
II. Calculate RAS Ratio and Anoxic Tank Active Biomass Conc.
Membrane Bioreactor for Preanoxic Denitrification
RAS ratio, RAS = 7.99 Aer. Tank Act. Biomass, Pxb = 5393 lb/d An. Tank MLSS, MLSSAN = 7554 mg/L The biological treatment process design calculations for the MBR process are carried Aeration Tank Active Biomass Fraction, Xaer,b = 0.4773 out using biological kinetics constants and equations typically used for completely mixed Anoxic Tank Active Biomass Conc., Xan,b = 3606 mg/L activated sludge systems as described in the following references:
III. Calc Feed Rate of NOx to Anoxic Tank and Anoxic Tank Volume RAS ratio, RAS = (NOx/NRAS) - 1
Aer Tank Act. Biomass, Pxb = [Qo*Y*(bCODo - S)*8.34]/[1 + (kd*SRT)] Flow rate to Anoxic Tank = 28.0 MGD Anaer. Tank MLSS, MLSSAN = [RAS/(RAS + 1)] MLSSw (RAS flow containing nitrate) Anoxic Tank Volume, Van = 18,875 ft3 Aeration Tank Active Biomass Fraction, Xaer,b = Pxb/Px,vss NOx rate to Anoxic Tank = 1169 lb/day (based on detention time value in cell D19) Anoxic Tank Active Biomass Conc., Xan,b = Xaer,b*MLSSAN Flow Rate to Anoxic Tank , QAN = RAS*Qo
IV. Calculate the SDNR (Specific Denitrification Rate) NOx Rate to Anoxic Tank = QAN*NRAS*8.34 Anoxic Tank Volume, Van = (Qo*106
/7.48)*tAN/24
Anoxic Tank F/M ratio = 2.8979 lb BOD/day/lb MLVSS Anoxic Tank F:M ratio, F:M = Qo*BODo*8.34/((Van*7.48/106 )*Xan,b/8.34)
rbCODo/bCODo ratio = 0.1275
Next lower rbCOD/bCOD value from table = 0.1 Coefficients for: SDNR = bo + b1 [ln(F:M)] The SDNR equation, Next higher rbCOD/bCOD value from table = 0.2 rbCOD/bCOD bo b1 coefficient values, SDNR for rbCOD/bCOD = 0.1 is equal to 0.26899 0.1 0.186 0.078 and temperature SDNR for rbCOD/bCOD = 0.2 is equal to 0.33855 0.2 0.213 0.118 correction equations
0.3 0.235 0.141 are from: Metcalf & Eddy,
SDNR for rbCOD/bCOD = 0.1275 is equal to 0.2881 0.4 0.242 0.152 Wastewater Engineering ( at 20o
C) 0.5 0.27 0.162 Treatment and Resource
SDNR at Tww = 0.2808 lb NO3-N/day/lb biomass (at Tww) 0.10 0.1860 0.0780 Recovery , 5th Ed.,
0.20 0.2130 0.1180 McGraw-Hill, 2014
V. Calculate Anoxic Tank Volume, Dimensions, and Detention Time Note that for F:M < 0.5, SDNR at 20o C is calculated as: SDNR = 0.24*F:M
SDNR at Tww = (SDNR at 20oC)*θSDNR
[((Tww-32)/1.8)-20]
NO3-N reduction capacity = 1192 lb/day % Excess Nitrif Capacity = 2.0% NO3-N reduction capacity = (Van*7.48/106)*SDNR*Xan,b*8.34 Difference between Design and Calculated % Excess Nitrif. Capacity = 0.000 % Excess Nitrif. Capac. = (N03-N Reduction Capacity - NOx Rate to Anoxic Tank) Anoxic Tank min. Vol, Van = ft3 NOx Rate to Anoxic Tank Min. Anoxic Det'n Time, tan = hr Min. Anoxic Det'n Time, tan = Van*24/(Qo*106 /7.48)
Min. Vol. per Tank, Vtank = Van/Nan
NOTE: This is an iterative solution. You must use Excel's "Goal Seek" to find the Van and tan values as follows: Place the cursor on the green cell G64 and click on "goal seek" (in the "tools" menu or under "Data - What If Analysis" depending on the version of Excel). Enter values to "Set cell" G64 "To value:" 0, "By changing cell:" D19, and click on "OK". The calculated values Oxygen credit for nitrate reduction = 2.86 Qo(NOx - Ne) of Van and tan will be in cells D66 and D68. Cell G64 should be zero if the process worked right.
A preliminary estimate for tan is needed in cell D19 in order for the iterative solution to work.
Alkalinity produced by nitrate reduction = 3.57(NOx - Ne) Min. Vol. per tank, Vtank = 9,437 ft3 Click on green box & then on the arrow Calculated Tank Width = 20.9 ft to select tank shape Sludge Wasting Rate:
Calculated Tank Length = 20.9 ft Actual Tank Width = 28.0 ft Qw = [((Vaer*MLSS + Vanox*Xb)/SRT)]/(TSSw) Tank Wall Height = 24.0 ft Actual Tank Length = 38.0 ft Act. Tank Liq. Vol. = 23,089 ft3
Anoxic Detention Time, τan = 2.362 hr (Preanoxic Tank Liquid Volume) VI. Calc. Revised Air Requirement & Alkalinity Requirement, Mixing Power & Sludge Wasting Rate
Oxygen Credit = 3343 lb/day equals: 139.3 lb/hr
O2 Utilization Rate = 298 lb/hr
Water and Wastewater Calculations Manual, 3rd Ed., Sec. 6.21, Activated Sludge Process Handbook of Environmental Eng. Calculations, 2nd Ed., Sec. 1.7.21, Activated Sludge Process MBR WW Treatment Process Design Calculations - U.S. Units PreAnoxic Denitrification
INPUTS
Discussion and References
For background information about Membrane Bioreactors (MBRs) see:
Design of Water Resource Recovery Facilities, 6th Ed., Sec. 12.6 Membrane Bioreactors Water and Wastewater Engineering: Design Principles and Practice Section 23.8, Membrane Bioreactor Design Practice
Membrane Bioreactors: WEF MOP No. 36, Chap. 4, Membrane Bioreactor Process Design Water Reuse: Issues, Technologies, and Applications
Section 7.8, Analysis and Design of Membrane Bioreactor Processes TIONS
0.97 rectangular
TANK VOLUME AND DIMENSIONS PROCESS DESIGN CALCULATIONS
18,875
DRAFT
1011
Required Air Flow Rate (in Aeration Tank), SCFM = 3438.1 SCFM Required Air Flow Rate (in Aeration Tank), ACFM = 2066.2 ACFM Alkalinity Produced = 142.6 mg/L as CaCO3
Alkalinity Needed = -101.7 mg/L as CaCO3
Alkalinity Needed = -2978 lb/day as CaCO3
Sodum Bicarbonate Needed per Day to Maintain Alkalinity (lb/day NaHCO3) = -5004 Required Anoxic Tank Mixing Power = 17.5 hp
Sludge Wasting Rate = 250,461 gal/day
Copyright © McGraw-Hill Global Education Holdings, LLC. All rights reserved. rectangular
cylindrical FINAL CALCULAT
DRAFT
1012
I. Wastewater Parameters/Characteristics Enter values in yellow cells only.
Design ww Flow Rate, Qo = 4.12 MGD Influent TSS, TSSo = 329 mg/L Influent BOD, BODo = 420 mg/L Influent VSS, VSSo = 260 mg/L Influent sBOD, sBODo = 168 mg/L
Influent TKN, TKNo = 70 mg/L
Influent COD, CODo = 857 mg/L TKN peak/ave factor, FS = 1.0 Influent sCOD, sCODo = 129 mg/L Influent NH4-N, NH4-No = 42 mg/L Influent rbCOD, rbCODo = 86 mg/L Influent Alkalinity, Alko = 300 (mg/L as CaCO3)
ratio, bCOD/BOD = 1.6 Aeration WW Temp, Tww = 66.2 o
F
II. Biological Kinetic Coefficients - For BOD Removal
Synth. Yield Coeff., Y = 0.40 lb VSS/lb bCOD Half Veloc. Coeff., Ks = 20 mg/L Temp coeff., q, for mm = 1.07 Temp coeff., q, for kd = 1.04 Resid. biomass fract., fd = 0.15
Max spec. gwth rate at 20o
C, µm20 = 6 lb VSS/d/lb VSS
Endog. Decay coeff. at 20o
C, kd20 = 0.12 lb VSS/d/lb VSS
III. Biological Kinetic Coefficients - For Nitrification The source for the values in the table above is:
Synth. Yield Coeff., Yn = 0.12 lb VSS/lb NOx
Temp coeff., q, for mmn = 1.070 Half Veloc. Coeff. at 20o C, Kn = 0.7 mg/L
Temp coeff., q, for kdn = 1.040 Half Veloc. Coeff. at 20oC, Ko = 0.5 mg/L Temp coeff., q, for Kn = 1.053 Temp coeff., q, for Ko = 1 Max spec. gwth rate at 20o
C, µmn20 = 0.8 lb VSS/d/lb VSS
Endog. Decay coeff. at 20oC, kdn20 = 0.08 lb VSS/d/lb VSS IV. Constants Used in the Calculations
Saturation D.O. in water
Ratio of BOD5 to BODu , f = 0.68 at 20o
C & 1 atm, Css = 9.17 mg/L
BODu equiv. of VSS = 1.42 lb BODu/lb VSS Standard Pressure = 14.7 psi Spec Wt of water, γH2O = 62.4 lb/ft3 Standard Temperature = 68.0 o F
Mol. Wt. of Air = 28.97 Mol. Wt. of Oxygen = 32.0
Temp Coeff. for O2 rate, θ = 1.024 O2 mole fraction in Air = 0.209 The source for the values in the table above is:
Copyright © McGraw-Hill Global Education Holdings, LLC. All rights reserved. Introduction to Water Rsource Recovery Facility Design, 2nd Ed., Table 6.2 WW INFORMATION BIOL. KINETIC COEFFICIENTS CONSTANTS
MBR WW Treatment Process Design Calculations - U.S. Units User Inputs and Constants
Discussion and References
For background information about Membrane Bioreactors (MBRs) see:
Design of Water Resource Recovery Facilities, 6th Ed., Sec. 12.6 Membrane Bioreactors Water and Wastewater Engineering: Design Principles and Practice Section 23.8, Membrane Bioreactor Design Practice
Membrane Bioreactors: WEF MOP No. 36, Chap. 4, Membrane Bioreactor Process Design Water Reuse: Issues, Technologies, and Applications
Section 7.8, Analysis and Design of Membrane Bioreactor Processes Introduction to Water Resource Recovery Facility Design, 2nd Ed., Table 6.1 Ultimate Conditions
DRAFT
1013
I. Membrane/Membrane Module Parameters
(Values typically available from membrane manufacturer or vendor - Enter values in yellow cells) Module packing density, φ = 148 m2
/m3 equals 45.0 ft2
/ft3
Specific Aer. Demand, SADM = 0.2 m3
air/hr/m2 membrane
equals 0.656 ft3
air/hr/ft2 membrane
Values given for MBR specific area (module packing density) range from 150 -334 m2/m3 II. Process Design Calculations (done by worksheet) in Table 8-35 of Metcalf & Eddy, Wastewater Engineering Treatment and Resource Recovery, 5th Ed., McGraw-Hill, 2014
Membrane Flux, J = 21.1 L/hr/m2 equals 0.518 gal/hr/ft2 Equations Used in the Calculations:
Membrane Area, AM = 331,142 ft2
Membrane Module Vol., VM = 7,361 ft3 Module packing density, φ, in ft2 /ft3
= (φ in m2
/m3
)/3.28084
Scouring Air Flow Required = 3,621 ft3
/min (ACFM) = 3,605 SCFM Specific Aeration Demand, SADM , in ft3 air/hr/ft2
membrane =
= SADM in m3
air/hr/m2
membrane/3.28084
(This is the scouring air flow rate needed for the membrane module, Membrane Flux, J, in L/hr/m2 = 0.4056Tww - 5.7278 (with Tww in o
F)
typically provided by a coarse bubble diffuser system.) (See Worksheet 6 for derivation of this eqution) Membrane Flux, J, in gal/hr/ft2 = [(Membrane Flux (J) in L/hr/m2 )/3.7854]/(3.280842
)
Copyright © McGraw-Hill Global Education Holdings, LLC. All rights reserved. Membrane Area, AM = (Qo*106/24)/J Membrane Module Volume, VM = AM/φ
Scouring Air Flow Required, ACFM = (SADM)(AM)/60 ACFM
Scouring Air Flow Req'd, SCFM = (ACFM)[(Tstd + 459.67)/(Tww + 459.67)](Patm/Pstd) SCFM MBR WW Treatment Process Design Calculations - U.S. Units Membrane Module Sizing Calculations
INPUTS CALCULATIONS
Discussion and References
For background information about Membrane Bioreactors (MBRs) see:
Design of Water Resource Recovery Facilities, 6th Ed., Sec. 12.6 Membrane Bioreactors Water and Wastewater Engineering: Design Principles and Practice Section 23.8, Membrane Bioreactor Design Practice
Membrane Bioreactors: WEF MOP No. 36, Chap. 4, Membrane Bioreactor Process Design Water Reuse: Issues, Technologies, and Applications
Section 7.8, Analysis and Design of Membrane Bioreactor Processes DRAFT
1014
I. User Inputs - Enter values in yellow cells only
Target Effluent Concentrations:
MLSS in Aer Tank, MLSS = 8,500 mg/L BODe = 10 mg/L
MLSS in Waste Sludge, Xw = 8,500 mg/L TSSe = 10 mg/L
DO in Aer. Tank, DOo = 2 mg/L NH4-Ne = 1.0 mg/L
Number of Aeration Tanks = 2 Tank Freeboard = 2.0 ft
Liquid Depth in Tank = 22 ft Tank L:W ratio = 2.3
Initial Estimate of NOx = 44.93 mg/L (Tank L:W ratio is only used for Note that an initial estimate is needed for NOx rectangular tanks) As noted in all four of the above references, MLSS and Xw for MBR processes are typically in in cell D14 to start an iterative calculation of NOx Influent TKN, TKNo = 70 mg/L the range from 8,000 to 12,000 mg/L. below. 80% of the influent TKN is suggested for (value transferred from Worksheet 2) this initial estimate. 80% of TKNo = 56.0 mg/L
II. Calculate Design SRT
µmn at Tww = 0.70 lb VSS/d/lb VSS Kn at Tww = 0.70 mg/L kdn at Tww = 0.08 lb VSS/d/lb VSS Theor. SRT = 3.96 days µn = 0.25 lb VSS/d/lb VSS Design SRT = 3.96 days
Flow Diagram - Membrane Bioreactor for BOD Removal & Nitrification III. Calculate the Biomass Production Rate
The biological treatment process design calculations for the MBR process are carried out using biological kinetics constants and equations typically used for completely mixed µm at Tww = 5.61 lb VSS/d/lb VSS bCODo = 672 mg/L activated sludge systems as described in the following references:
kd at Tww = 0.1154 lb VSS/d/lb VSS S = 1.404 mg bCOD/L
Biomass Production Rate, Px,bio = 6906 lb VSS/day
IV. Determine the Amount of Nitrogen Oxidized to Nitrate Equations Used in the Calculations:
µmn at Tww = (µmn_20)*θµmn
[((Tww-32)/1.8)-20]
Calculated amount of nitrogen oxidized to nitrate, NOx = 44.932 mg/L kdn at Tww = (kmn_20)*θkdn [((Tww-32)/1.8)-20]
Difference between estimated and calculated values NOx = 0.00000 mg/L Kn at Tww = (Kn_20)*θKn [((Tww-32)/1.8)-20]
Goal Seek Result:
Amount of nitrogen oxidized to nitrate, NOx = 44.93 mg/L µn = [µmn*NH4-Ne/(Kn + NH4-Ne)]*[DOo/(0.5 + DOo)] - kdn Theor. SRT = 1/µn
NOTE: This is an iterative solution. You must use Excel's "Goal Seek" to find the NOx value as Design SRT = (Theor. SRT)FS ( FS = TKN Peak/Ave Factor ) follows: Place the cursor on the green cell G42 and click on "goal seek" (in the "tools" menu or under "Data - What If Analysis" depending on the version of Excel). Enter values to "Set cell:" G42, "To µm at Tww = (µm_20)*θµm [((Tww-32)/1.8)-20]
value:" 0, "By changing cell:" D14, and click on "OK". The calculated value of NOx will appear in cell kd at Tww = (km_20)*θkd [((Tww-32)/1.8)-20] bCODo = 1.6*BODo
F44 and G42 should be zero if the process worked properly. Note that cell D14 needs an initial estimate for NOx in order for the iterative solution to work properly. S = Ks*[1 +(kd*SRT)]/[SRT*(µm - kd) - 1] IV. Calc. the Prod. Rate and Mass of VSS and TSS in Aeration Basin Px,bio = (Qo*Y*(µm - kd)*8.34/(1 + (kd*SRT))) + (fd*kd*Qo*Y*(µm - kd)SRT*8.34/(1 + (kd*SRT)))
+ (Qo*Yn*NOx*8.34/(1 + (kdn*SRT)))
bpCOD/pCOD = 0.554 nbVSS = 115.9 mg/L
NOx = TKNo - NH4-Ne - [(0.12 Px,bio/8.34)/Qo]
Aeration Tank VSS Production Rate, PX,VSS = 10888 lb VSS/day Aeration Tank TSS Production Rate, PX,TSS = 13261 lb TSS/day bpCOD/pCOD = (bCOD/BOD)*(BODo - sBODo)/(CODo - sCODo) Mass of MLVSS = 43,141 lb VSS Mass of MLSS = 52,541 lb TSS nbVSS = [ 1 - (bpCOD/pCOD)]VSSo Px,VSS = Px,bio + (Qo*nbVSS*8.34) Px,TSS = Px,VSS + [Qo(TSSo - VSSo)8.34] V. Aeration Tank Calculations (User input needed in yellow cells) Mass of MLVSS = PX,VSS*SRT Mass of MLSS = PX,TSS*SRT
Req. Aeration Vol., Vaer,min = 99,085 ft3 Click on green box & then on the arrow Aer. + Membr. Vol., Vtot = 106,446 ft3 to select tank shape Required Aeration Volume = Vaer,min = (Mass of MLSS/(MLSS*8.34))*(106 /7.48)
Req. Vol. per tank, Vtank = 53,223 ft3 Actual Tank Width = 38.3 ft Calculated Tank Width = 32.5 ft Actual Tank Length = 71.8 ft Aeration Detntion Time, τ = (Vaer,act*7.48/106)*N*24/Qo Calculated Tank Length = 75.4 ft Act. Aer. Vol., Vaer,act = 55,993 ft3 Tank Wall Height = 23.7 ft Memb. Mod. Vol/Tank: 3,680 ft3 Vol. BOD Loading = Qo*BODo*8.34/((Vaer,act/1000)*N)
Aer. Detention Time, τaer = 4.9 hr MLVSS = 6,979 mg/L MLVSS = MLSS(Mass of MLVSS/Mass of MLSS) Vol. BOD Loading = 129.0 lb BOD/d/1000 ft3 F:M ratio = Qo*8.34*BODo/((MLVSS*8.34*(Vaer,act*7.48/106 )*N))
F:M ratio = 0.296 lb BOD/d/lb MLVSS
Sludge Wasting Rate, Qw = 211,422 gal/day Qw = ((N*Vaer,act*7.48/106 )*MLSS/(SRT*Xw))*106
Air Requirement/Blower Design Calculations
VI. User Inputs - Enter values in yellow cells only
Patm = 14.696*EXP[-32.17*MWair*Elev/(gc*R*Tamb)
MBR WW Treatment Process Design Calculations - U.S. Units BOD Removal and Nitrification
INPUTS PROCESS DESIGN CALCULATIONS
rectangular
AER. TANK CALC'NS S
Discussion and References
For background information about Membrane Bioreactors (MBRs) see:
Design of Water Resource Recovery Facilities, 6th Ed., Sec. 12.6 Membrane Bioreactors Water and Wastewater Engineering: Design Principles and Practice Section 23.8, Membrane Bioreactor Design Practice
Membrane Bioreactors: WEF MOP No. 36, Chap. 4, Membrane Bioreactor Process Design Water Reuse: Issues, Technologies, and Applications
Section 7.8, Analysis and Design of Membrane Bioreactor Processes Water and Wastewater Calculations Manual, 3rd Ed., Sec. 6.21, Activated Sludge Process Handbook of Environmental Eng. Calculations, 2nd Ed., Sec. 1.7.21, Activated Sludge Process DRAFT
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Standard Design Elevation above This equation for Patm as a function of elev. above sea level and ambient temperature comes from:
O2 transf. Effic., SOTE = 30.0% Sea Level, Elev = 225 ft (from diffuser mfr or vendor) ambient air Temp., Tamb = 70 o F
Ratio of oxygen transfer rate in wastewater PD = Patm + (62.4*ddiff/2)/144 ρair = MWair*Pstd /(10.73*(Tstd + 459.67)) to that in clean water, α = 0.5 Diffuser Fouling Factor, F = 0.8 Ratio of D.O. saturation in ww to that in clean lb/day O2: mO2 = Qo*8.34*(BODo - BODe)/f - (1.42*Px,VSS) + (4.57*Qo*8.34*NOx) water at same T & P, B = 1.0 Depth of Diffuser, ddiff = 21.7 ft D.O sat'n conc. for clean water at ww Pressure drop across This equation for oxygen utilization rate comes from:
temp. & 1 atm, Cs = 9.3 mg/L diffuser, ∆Pdiff = 10.8 in H2O NOTE: Derivation of the equation for Cs as (from diffuser mfr or vendor) a function of Tww is shown in wksht 7. The equation below for the actual oxygen transfer efficiency, AOTE, is found as
VII. Air Requirement/Blower Design Calculations Note that for use in this equation Tww must be
converted to o
C
Barom. Pressure, Patm = 14.6 psia Des. Air Flow Rate, SCFM: 5,920 scfm Pressure at Mid Depth, PD = 19.3 psia
Standard Air Density, ρair = 0.07521 lb/ft3 Des. Air Flow Rate, ACFM: 3558 acfm Design Air Flow Rate, SCFM = (mO2/AOTE)*MWair/(O2_mole fraction*MW_O2*ρair_std*60*24 (from Ideal Gas Law) (at delivery point)
O2 Utilization Rate, mO2 = 12,327 lb/day Blower Outlet Press., PB2 = 24.38 psia Design Air Flow Rate, ACFM = SCFM*(Pstd/Pblower)*((Tww + 459.67)/(Tstd + 459.67)) Actual O2 transf. Efficiency, AOTE = 8.33% Blower Outlet Press., PB2 = Patm + ∆Pdiff*0.036126 + 62.4*ddiff/144 (This is the air flow rate needed for the aeration tank, typically provided by a fine bubble diffuser system.) Alkalinity used for Nitrification, AlkNitrif = 7.14*NOx mg/L as CaCO3 VIII. User Inputs and Constants- Enter value in yellow cell only Alkalinity needed = AlkNitrif + AlkEffl - Alko mg/L as CaCO3 Alkalinity needed Alk_perday = (AlkNitrif + AlkEffl - Alko)Qo*8.34 lb/day as CaCO3 Target Effluent Alkalinity = 20 mg/L as CaCO3
Sodium Bicarbonate needed to maintain alkalinity = Alk_perday*84/50 lb/day NaHCO3 Equiv. Weight of CaCO3 = 50 g/equiv.
Equiv. Weight of NaHCO3 = 84 g/equiv.
Alkalinity used for Nitrification = 7.14 g CaCO2/g NH3-N IX. Calculation of Alkalinity Requirement
Alkalinity used for Nitrification = 320.8 mg/L as CaCO3 Alkalinity needed = 40.8 mg/L as CaCO3
Alkalinity needed = 1,403 lb/day as CaCO3
Sodium Bicarbonate needed
per day to maintain alkalinity = 2,356 lb/day NaHCO3
Copyright © McGraw-Hill Global Education Holdings, LLC. All rights reserved. rectangular
cylindrical ALKALINITY REQUIREMENT OXYGEN/AIR/BLOWER REQUIREMENTS Nalco Water Handbook, 4th Ed., Ch. 23 Eqns 23.6 and 23.7 Design of Water Resource Recovery Facilities, 6th Ed., Equation 12.32 Water Reuse: Issues, Technologies, and Applications, Sec. 2.2 DRAFT
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This worksheet makes the design calculations for preanoxic denitrification basin(s) to go with the Aeration Tank(s) designed for BOD removal and Nitrification in Worksheet 4. (Wastewater parameters/characteristics and biological kinetic coefficients entered on Worksheet 2 will also be used in this worksheet)
I. User Inputs - Enter values in yellow cells only
Effluent Nitrate conc., Ne = 5.0 mg/L Mixing Energy
Nitrate conc. in RAS, NRAS = 5.0 mg/L for Anoxic Reactor = 0.38 hp/103 ft3
Temp. Coeff. For SDNR = 1.026 . Design % Excess
Tank Freeboard = 2.3 ft Nitrif. Capacity = 2%
No. of Anoxic Tanks, Nan = 2 . Liquid Depth in Tank = 22 ft Est. of detention time, tan = 0.9654 hr Tank L:W ratio = 1 Note that an initial estimate is needed for (Tank L:W ratio is only used for anoxic detention time in cell D19 to start rectangular tanks) an iterative calculation of minimum required
anoxoc detention time below.
II. Calculate RAS Ratio and Anoxic Tank Active Biomass Conc.
Membrane Bioreactor for Preanoxic Denitrification
RAS ratio, RAS = 7.99 Aer. Tank Act. Biomass, Pxb = 6330 lb/d An. Tank MLSS, MLSSAN = 7554 mg/L The biological treatment process design calculations for the MBR process are carried Aeration Tank Active Biomass Fraction, Xaer,b = 0.4773 out using biological kinetics constants and equations typically used for completely mixed Anoxic Tank Active Biomass Conc., Xan,b = 3606 mg/L activated sludge systems as described in the following references:
III. Calc Feed Rate of NOx to Anoxic Tank and Anoxic Tank Volume RAS ratio, RAS = (NOx/NRAS) - 1
Aer Tank Act. Biomass, Pxb = [Qo*Y*(bCODo - S)*8.34]/[1 + (kd*SRT)] Flow rate to Anoxic Tank = 32.9 MGD Anaer. Tank MLSS, MLSSAN = [RAS/(RAS + 1)] MLSSw (RAS flow containing nitrate) Anoxic Tank Volume, Van = 22,155 ft3 Aeration Tank Active Biomass Fraction, Xaer,b = Pxb/Px,vss NOx rate to Anoxic Tank = 1372 lb/day (based on detention time value in cell D19) Anoxic Tank Active Biomass Conc., Xan,b = Xaer,b*MLSSAN Flow Rate to Anoxic Tank , QAN = RAS*Qo
IV. Calculate the SDNR (Specific Denitrification Rate) NOx Rate to Anoxic Tank = QAN*NRAS*8.34 Anoxic Tank Volume, Van = (Qo*106
/7.48)*tAN/24
Anoxic Tank F/M ratio = 2.8979 lb BOD/day/lb MLVSS Anoxic Tank F:M ratio, F:M = Qo*BODo*8.34/((Van*7.48/106 )*Xan,b/8.34)
rbCODo/bCODo ratio = 0.1275
Next lower rbCOD/bCOD value from table = 0.1 Coefficients for: SDNR = bo + b1 [ln(F:M)] The SDNR equation, Next higher rbCOD/bCOD value from table = 0.2 rbCOD/bCOD bo b1 coefficient values, SDNR for rbCOD/bCOD = 0.1 is equal to 0.26899 0.1 0.186 0.078 and temperature SDNR for rbCOD/bCOD = 0.2 is equal to 0.33855 0.2 0.213 0.118 correction equations
0.3 0.235 0.141 are from: Metcalf & Eddy,
SDNR for rbCOD/bCOD = 0.1275 is equal to 0.2881 0.4 0.242 0.152 Wastewater Engineering ( at 20o
C) 0.5 0.27 0.162 Treatment and Resource
SDNR at Tww = 0.2808 lb NO3-N/day/lb biomass (at Tww) 0.10 0.1860 0.0780 Recovery , 5th Ed.,
0.20 0.2130 0.1180 McGraw-Hill, 2014
V. Calculate Anoxic Tank Volume, Dimensions, and Detention Time Note that for F:M < 0.5, SDNR at 20o C is calculated as: SDNR = 0.24*F:M
SDNR at Tww = (SDNR at 20oC)*θSDNR
[((Tww-32)/1.8)-20]
NO3-N reduction capacity = 1399 lb/day % Excess Nitrif Capacity = 2.0% NO3-N reduction capacity = (Van*7.48/106)*SDNR*Xan,b*8.34 Difference between Design and Calculated % Excess Nitrif. Capacity = 0.000 % Excess Nitrif. Capac. = (N03-N Reduction Capacity - NOx Rate to Anoxic Tank) Anoxic Tank min. Vol, Van = ft3 NOx Rate to Anoxic Tank Min. Anoxic Det'n Time, tan = hr Min. Anoxic Det'n Time, tan = Van*24/(Qo*106 /7.48)
Min. Vol. per Tank, Vtank = Van/Nan
NOTE: This is an iterative solution. You must use Excel's "Goal Seek" to find the Van and tan values as follows: Place the cursor on the green cell G64 and click on "goal seek" (in the "tools" menu or under "Data - What If Analysis" depending on the version of Excel). Enter values to "Set cell" G64 "To value:" 0, "By changing cell:" D19, and click on "OK". The calculated values Oxygen credit for nitrate reduction = 2.86 Qo(NOx - Ne) of Van and tan will be in cells D66 and D68. Cell G64 should be zero if the process worked right.
A preliminary estimate for tan is needed in cell D19 in order for the iterative solution to work.
Alkalinity produced by nitrate reduction = 3.57(NOx - Ne) Min. Vol. per tank, Vtank = 11,078 ft3 Click on green box & then on the arrow Calculated Tank Width = 22.6 ft to select tank shape Sludge Wasting Rate:
Calculated Tank Length = 22.6 ft Actual Tank Width = 28.0 ft Qw = [((Vaer*MLSS + Vanox*Xb)/SRT)]/(TSSw) Tank Wall Height = 24.0 ft Actual Tank Length = 38.0 ft Act. Tank Liq. Vol. = 23,089 ft3
Anoxic Detention Time, τan = 2.012 hr (Preanoxic Tank Liquid Volume) VI. Calc. Revised Air Requirement & Alkalinity Requirement, Mixing Power & Sludge Wasting Rate
Oxygen Credit = 3924 lb/day equals: 163.5 lb/hr
O2 Utilization Rate = 350 lb/hr
TIONS
0.97 rectangular
TANK VOLUME AND DIMENSIONS PROCESS DESIGN CALCULATIONS
22,155
Water and Wastewater Calculations Manual, 3rd Ed., Sec. 6.21, Activated Sludge Process Handbook of Environmental Eng. Calculations, 2nd Ed., Sec. 1.7.21, Activated Sludge Process MBR WW Treatment Process Design Calculations - U.S. Units PreAnoxic Denitrification
INPUTS
Discussion and References
For background information about Membrane Bioreactors (MBRs) see:
Design of Water Resource Recovery Facilities, 6th Ed., Sec. 12.6 Membrane Bioreactors Water and Wastewater Engineering: Design Principles and Practice Section 23.8, Membrane Bioreactor Design Practice
Membrane Bioreactors: WEF MOP No. 36, Chap. 4, Membrane Bioreactor Process Design Water Reuse: Issues, Technologies, and Applications
Section 7.8, Analysis and Design of Membrane Bioreactor Processes DRAFT
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Required Air Flow Rate (in Aeration Tank), SCFM = 4035.6 SCFM Required Air Flow Rate (in Aeration Tank), ACFM = 2425.3 ACFM Alkalinity Produced = 142.6 mg/L as CaCO3
Alkalinity Needed = -101.7 mg/L as CaCO3
Alkalinity Needed = -3496 lb/day as CaCO3
Sodum Bicarbonate Needed per Day to Maintain Alkalinity (lb/day NaHCO3) = -5873 Required Anoxic Tank Mixing Power = 17.5 hp
Sludge Wasting Rate = 248,404 gal/day
Copyright © McGraw-Hill Global Education Holdings, LLC. All rights reserved. rectangular
cylindrical FINAL CALCULAT
DRAFT
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APPENDICES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Appendix J – Annual Major Service and Replacement Budget DRAFT
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TECHNICAL MEMORANDUM
To: Clete Saunier, Public Works Director
City of Santa Paula
From: Becca Bugielski – PE | MKN & Associates, Inc.
Mike Nunley– PE | MKN & Associates, Inc.
Date: 3/4/2024
Re: Annual Major Service and Replacement Budget
1.0 Objectives
As part of the Santa Paula Wastewater Master Plan Update, MKN identified major mechanical equipment and developed recommendations for budgeting to repair and/or replace that equipment. The City of Santa Paula completed the WRF in 2010, and many of the mechanical systems have required replacement or major service since the ten-year milestone is a critical event for evaluating membranes, blowers, pumps, and other major pieces of equipment.
1.1 Purpose
The purpose of this evaluation is to allow the City to develop a budget for major service and/or replacement of critical mechanical equipment. These recommendations are based on observation of existing plant systems, cost for ongoing service, and cost for services at similar facilities or for similar pieces of equipment.
2.0 Annual Major Service and Replacement Budget
The table on the following page is based on the equipment schedules in Section 4.4 of the Draft Wastewater Master Plan Update. Five year and ten-year intervals are identified, since these are typically the major milestones or design lives for blowers, pumps, and other mechanical equipment.
DRAFT
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| 2
Major Service and Replacement Recommendations
5 Year 10 Year
Processes Quantity Cost Opinion Comment Cost Opinion Comment Influent Lift Station
Pumps 4 $ 40,000
New seals and
Impellers $ 100,000 Replacement
Plug Valves 4 $ 20,000
New internals and
operator service $ 20,000
New internals and
operator service
Swing-Flex Check
Valves 4 $ 20,000
New internals and
operator service $ 20,000
New internals and
operator service
Slide Gates 2 $ 10,000
New internals and
operator service $ 10,000
New internals and
operator service
Flap Gates 2 $ 10,000
Inspection and
repairs $ 10,000
Inspection and
repairs
Headworks
Primary Screens 2 $ 30,000
New bearings and
inspection/ repairs $ 200,000 Screen replacement
Grit Vortex 2 $ 10,000
New bearings and
inspection/ repairs $ 100,000 Replacement
Grit Classifier 2 $ 15,000
New bearings and
inspection/ repairs $ 30,000 Replacement
Primary Screens
Conveyor 2 $ 10,000
New bearings and
inspection/ repairs $ 100,000 Replacement
Fine Screens 2 $ 30,000
New bearings and
inspection/ repairs $ 200,000 Screen replacement
Fine Screens
Conveyor 2 $ 10,000
New bearings and
inspection/ repairs $ 100,000 Replacement
Slide Gates 6 $ 30,000
New internals and
operator service $ 30,000
New internals and
operator service
EQ Basins
Slide Gates 2 $ 20,000
Inspection and
repairs $ 20,000
Inspection and
repairs
Anoxic Basins
Anoxic Mixer 3 $ 15,000 Replacement $ 15,000 Replacement Diversion Channel
Slide Gates 3 $ 20,000
New internals and
operator service $ 20,000
New internals and
operator service
Aeration Basins
MBR Feed Pumps 3 $ 30,000
New seals and
Impellers $ 210,000 Replacement
RAS Pumps 3 $ 30,000
New seals and
Impellers $ 210,000 Replacement
Aeration Panels 207 $ 100,000 Replace panels $ 100,000 Replace panels Biological Aeration
Blowers 4 $ 200,000
Inspection and
repairs $ 400,000 Replacement
ML Collection and MLSS Recirculation Channels
WAS Pumps 2 $ 20,000
New seals and
Impellers $ 140,000 Replacement
DRAFT
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| 3
Mud Valves 6 $ 30,000
New internals and
operator service $ 30,000
New internals and
operator service
Slide Gates 3 $ 30,000
Inspection and
repairs $ 30,000
Inspection and
repairs
Channel Aeration
Blowers 2 $ 100,000
Inspection and
repairs $ 200,000 Replacement
MBR Filtration Modules
Mud Valves 6 $ 30,000
New internals and
operator service $ 30,000
New internals and
operator service
Membrane
Filtration Modules 24 $ 50,000
Inspection and
repairs $ 250,000 Replacement
Permeate Pumps 6 $ 60,000
New seals and
impellers $ 420,000 Replacement
Membrane Module
Aeration 3 $ 150,000
UV Disinfection
UV Modules 10 $ 50,000
Inspect modules and
replace lamps $ 100,000
Replace modules
and lamps
UV Air Flush-out
Compressor 1 $ 15,000 Replacement $ 15,000 Replacement
Automatic Level
Gate 2 $ 20,000
Inspection and
repairs $ 20,000
Inspection and
repairs
Channel Weir Gates 2 $ 20,000
Inspection and
repairs $ 20,000
Inspection and
repairs
CIP Storage Tanks and Foam Spray System
CIP Pumps 2 $ 60,000 Replacement $ 60,000 Replacement
Chemical
Metering/Injection
Pumps 2 $ 20,000 Replacement $ 20,000 Replacement
Foam Spray Pumps 2 $ 20,000 Replacement $ 20,000 Replacement Foam Spray
Nozzles 270 $ 50,000
Inspection and
repairs $ 100,000
Inspection and
repairs
Storage Tank Drain
- Mud Valves 2 $ 10,000
New internals and
operator service $ 10,000
New internals and
operator service
Solids Processing System
Gravity Belt
Thickeners 2 $ 50,000
Inspection and
repairs $ 300,000 Replacement
Digester Blowers 3 $ 150,000
Inspection and
repairs $ 300,000 Replacement
Rethickening
Pumps 2 $ 20,000
New seals and
impellers $ 140,000 Replacement
Screw Press Feed
Pumps 1 $ 10,000
New seals and
impellers $ 70,000 Replacement
Screw Press 1 $ 30,000
Inspection and
repairs $ 150,000
New internals and
motor
Polymer Units 3 $ 15,000
Inspection and
repairs $ 60,000 Replacement
Odor Control System
DRAFT
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| 4
Foul Air Blower 1 $ 10,000
Inspection and
repairs $ 50,000 Replacement
Biological Trickling
Filter 1 $ 100,000 $ 100,000
Total (Rounded) $ 1,800,000 $ 4,600,000
Notes
1) ENR LA CCI (Jan 2024) = 15299.7
2) Future Costs have not been escalated. It is assumed costs will be escalated during development of the rate study.
As shown in the attached table, 5-year major expenditures of $1.8M and 10-year expenditures of $4.6M should be anticipated by the City. These costs are not escalated, but it is recommended the City budget annually to build reserves for payment of these expenses. An annual allocation of $640,000, with annual escalation as recommended by the City's financial consultant, would allow the City to prepare to cover these anticipated costs at these 5- and 10-year milestones.
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To: Honorable Mayor and Members of the City Council
From: Dan Singer, City Manager
Subject: FUTURE AGENDA ITEMS
Date: April 3, 2024
Agenda Item: 12.A
CITY OF SANTA PAULA
MEMORANDUM
RECOMMENDATION:
Staff recommends City Council review future agenda items.
BACKGROUND:
The attached Future Agenda Items forecast identifies anticipated agenda items for upcoming Council meetings as well as Study Session topics and long-range discussion items. Placing this forecast on the agenda affords the Council and the public the opportunity to discuss such topics and to make any recommendations. It should be noted this is only a forecast and may change over the course of time or based on feedback by the Mayor and City Manager during review of future agendas.
ANALYSIS:
Should a member of the City Council wish to introduce a future agenda topic, it should be done in compliance with the Council's adopted Manual of Procedural Guidelines, Section 5.1.
Items introduced by a member of the Council during a Council meeting requires a second and should be reserved for time-sensitive matters needing attention within the proceeding 45 day period.
STRATEGIC PLAN:
FISCAL IMPACTS:
OPTIONS:
ATTACHMENTS:
4.3.24_Future Agenda Items.docx
1024
Santa Paula City Council Tentative Agenda Schedule
Updated 3/28/2024
April 17, 2024 AGENDA ITEMS
Fire Ventura County Fire Department Report April
Admin Police Memorial Week (Sat. May, 111th 9am @ police memorial) April PW Public Works Department Report April
PW Disaster Recovery & Emergency Funding Reimbursement Update April CDD Wayfinding Design Options April
PD AB481 Reporting April
PW Draft AWTF Design Refinement Study Report April
May 1, 2024
Finance Finance Department Report
PR Sports Park Partial Acceptance
CDD Commercial Building District Live Entertainment Ord PW PMP Cycle 1 Final Update and Cycle 2 Five Year Plan
PW Wastewater Collection System Chloride Study Update
STUDY SESSION TOPICS
Admin No Smoking Ordinance
Finance Development Impact Fees (DIF)
CDD Cultural Arts
CDD Municipal Code Overview & Housing Element Priorities – Joint Meeting with Council and Planning Commission
April
FUTURE AGENDA ITEMS
Finance Additional Revenue Options May
P&R Union Oil Building Tenant Selection May
Finance Update on Utility Bills
PW Plans & Specifications for 8th Street Streetlight Repair Project CDD ADU Ordinance
Legal Fire MOU Amendment
CDD Appointment of Housing Trust Fund Oversite Committee April / May PW Crosswalk Improvements Project Contract Award
Finance 2023 City Audit
Clerk Consolidation with Statewide Election June
1025