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HomeMy WebLinkAbout90-0725 Black and Veatch • 370 VOLUME LV z RESOLUTION AUTHORIZING EXECUTION OF AN AGREEMENT WITH BLACK & VEATCH, ENGINEERS-ARCHITECTS BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF ELGIN, ILLINOIS, that Larry L. Rice, City Manager, be and is hereby authorized and directed to execute an agreement on behalf of the City of Elgin with Black & Veatch, Engineers-Architects, for engineering services for the comprehensive water master plan, a copy of which is attached hereto and made a part hereof by reference. s/ George VanDeVoorde George VanDeVoorde, Mayor Presented: July 25, 1990 Adopted: July 25, 1990 Vote: Yeas 6 Nays 0 Recorded: Attest: Nancy R-6II Nancy Roll, Deputy Clerk AGREEMENT FOR ENGINEERING SERVICES THIS AGREEMENT, between the City of Elgin, Illinois hereinafter referred to as Owner) and Black & Veatch, Engineers - Architects, of Kansas City, Missouri (hereinafter referred to as Engineer); WITNESSETH: WHEREAS, Owner intends to prepare a comprehensive Water Master Plan in response to growing demands on the City's water system and based on the results of the Master Plan, a preliminary design document covering the selected improvements will be prepared. The Comprehensive Water Master Plan will involve evaluation and study of water supply, treatment, transmission, and distribution, including an assessment of the impact of the Safe Drinking Water Act on the water facilities. Water transmission and distribution evaluations will consist of a two phase update of the City's recent distribution study addressing the East and West Booster Districts and an overview of the complete distribution system. Based on the results of the Comprehensive Water Master Plan, preliminary design of selected improvements will be performed and a preliminary design document presenting the design criteria relative to each proposed improvement will be prepared (hereinafter referred to as the Project) ; and, WHEREAS, Owner requires certain professional services in connection with the Project (hereinafter referred to as the Services); and, WHEREAS, Engineer is prepared to provide such Services; NOW THEREFORE, in consideration of the promises contained herein, the parties hereto agree as follows: ARTICLE 1 - EFFECTIVE DATE The effective date of this Agreement shall be W3JAG052990 1 ARTICLE 2 - SERVICES TO BE PERFORMED BY ENGINEER Engineer shall perform the Services described in Attachment A, Scope of Services, which is attached hereto and incorporated by reference as part of this Agreement. ARTICLE 3 - COMPENSATION Owner shall pay Engineer in accordance with Attachment B, Compensation, which is attached hereto and incorporated by reference as part of this Agreement. ARTICLE 4 - STANDARD OF CARE Engineer shall exercise the same degree of care, skill , and diligence in the performance of the Services as is ordinarily provided by a professional engineer under similar circumstances and Engineer shall , at no cost to Owner, re-perform services which fail to satisfy the foregoing standard of care. ARTICLE 5 - LIMITATIONS OF RESPONSIBILITY Engineer shall not be responsible for construction means, methods, techniques, sequences, procedures, or safety precautions and programs in connection with the Project. In addition, Engineer shall not be responsible for the failure of any contractor, subcontractor, vendor, or other project participant to fulfill contractual or other responsibilities to the Owner or to comply with federal , state, or local laws, ordinances, regulations, rules, codes, orders, criteria, or standards. ARTICLE 6 - OPINIONS OF COST AND SCHEDULE Since Engineer has no control over the cost of labor, materials, equipment or services furnished by others, or over contractors' , subcontractors' , or vendors' methods of determining prices, or over competitive bidding or market conditions, Engineer's cost estimates shall be made on the basis of qualification and experience as a professional engineer. Since Engineer has no control over the resources provided by others to meet contract schedules, Engineer's forecast schedules shall be made on the basis of qualification and experience as a professional engineer. Engineer cannot W3JAG052990 2 • and does not guarantee that proposals, bids or actual project costs will not vary from his cost estimates or that actual schedules will not vary from his forecast schedules. ARTICLE 7 - LIABILITY AND INDEMNIFICATION 7.1 General . Having considered the risks and potential liabilities that may exist during the performance of the Services and in consideration of the promises included herein, Owner and Engineer agree to allocate such liabilities in accordance with this Article 7. Words and phrases used in this Article shall be interpreted in accordance with customary insurance industry usage and practice. 7.2 Indemnification. Engineer shall defend and indemnify Owner from and against legal liability for damages arising out of the performance of the services for Owner where such liability is caused by the negligent act, error, or omission of Engineer or any person or organization for whom Engineer is legally liable. 7.3 Limitations of Liability. To the fullest extent permitted by law, Engineer shall not be liable to Owner for any special , indirect or consequential damages, whether caused by Engineer's negligence, errors, omissions, strict liability, breach of contract, breach of warranty or other cause or causes. To the fullest extent permitted by law, Engineer's total liability to Owner for any and all injuries, claims, losses, expenses or damages arising out of or in any way related to the Project or this Agreement from any cause or causes including but not limited to Engineer's negligence, errors, omissions, strict liability, breach of contract or breach of warranty shall not exceed the total amount of $1,000,000. 7.4 Other Project Indemnities. Indemnity provisions shall be incorporated into all Project contractual arrangements entered into by Owner and shall protect Owner and Engineer to the same extent. W3JAG052990 3 7.5 Survival . Upon completion of all services, obligations and duties provided for in this Agreement, or in the event of termination of this Agreement for any reason, the terms and conditions of this Article shall survive. ARTICLE 8 - INDEPENDENT CONTRACTOR Engineer undertakes performance of the Services as an independent contractor and shall be wholly responsible for the methods of performance. Owner shall have no right to supervise the methods used but Owner shall have the right to observe such performance. Engineer shall work closely with Owner in performing Services under this Agreement. ARTICLE 9 - COMPLIANCE WITH LAWS In performance of the Services, Engineer will comply with applicable regulatory requirements including federal , state, and local laws, rules, regulations, orders, codes, criteria and standards. Engineer shall procure the permits, certificates, and licenses necessary to allow Engineer to perform the Services. Engineer shall not be responsible for procuring permits, certificates, and licenses required for any construction unless such responsibilities are specifically assigned to Engineer in Attachment A, Scope of Services. ARTICLE 10 - INSURANCE During the performance of the Services under this Agreement, Engineer shall maintain the following insurance: (1) General Liability Insurance with bodily injury limits of not less than $500,000 for each occurrence and not less than $500,000 in the aggregate, and with property damage limits of not less than $100,000 for each occurrence and not less than $100,000 in the aggregate. (2) Automobile Liability Insurance with bodily injury limits of not less than $500,000 for each person and not less than $500,000 for each accident and with property damage limits of not less than $100,000 for each accident. W3JAG052990 4 (3) Worker's Compensation Insurance in accordance with statutory requirements and Employers' Liability Insurance with limits of not less than $100,000 for each occurrence. (4) Professional Liability Insurance with limits of not less than $1,000,000 annual aggregate. Prior to commencing work, Engineer shall furnish Owner with Certificates of Insurance which shall designate Owner as an additonal insured except for Worker's Compensation Insurance and shall include a provision that such insurance shall not be cancelled without at least thirty (30) days written notice to Owner. All Project contractors shall be required to include Owner and Engineer as additional insureds on their General Liability insurance policies. ARTICLE 11 - OWNER'S RESPONSIBILITIES Owner shall be responsible for all matters described in Attachment C, Owner's Responsibilities, which is attached hereto and incorporated by reference as part of this Agreement. ARTICLE 12 - REUSE OF DOCUMENTS All documents, including drawings, specifications, and computer software, prepared by Engineer pursuant to this Agreement are instruments of service in respect to this Project. They are not intended or represented to be suitable for reuse by Owner or others on extensions of this Project or on any other ■ project. Any reuse without written verification or adaptation by Engineer for the specific purpose intended will be at Owner's sole risk and without liability or legal exposure to Engineer; and Owner shall indemnify and hold harmless Engineer against all claims, damages, losses, and expenses including attorneys' fees arising out of or resulting from such reuse. Any such verification or adaptation will entitle Engineer to further compensation at rates to be agreed upon by Owner and Engineer. ARTICLE 13 - TERMINATION OF CONTRACT The obligation to continue Services under this Agreement may be terminated by either party upon seven days' written notice in the event of substantial W3JAG052990 5 failure by the other party to perform in accordance with the terms hereof through no fault of the terminating party. Owner shall have the right to terminate this Agreement or suspend performance thereof for Owner's convenience upon written notice to Engineer, and Engineer shall terminate or suspend performance of Services on a schedule acceptable to Owner. In the event of termination or suspension for Owner's convenience, Owner shall pay Engineer for all Services performed and termination or suspension expenses. Upon restart of a suspended project equitable adjustment shall be made to Engineer's compensation. ARTICLE 14 - NONDISCLOSURE OF PROPRIETARY INFORMATION Engineer shall consider all information provided by Owner to be proprietary unless such information is available from public sources. Engineer shall not publish or disclose proprietary information for any purpose other than the performance of the Services without the prior written authorization of Owner or in response to legal process. ARTICLE 15 - NOTICE Any notice, demand, or request required by or made pursuant to this Agreement shall be deemed properly made if personally delivered in writing or deposited in the United States mail , postage prepaid, to the address specified below. To Engineer: Mr. Robert D. Renfrow Project Manager Black & Veatch 8400 Ward Parkway Kansas City, Missouri 64114 To Owner: Mr. Larry E. Deibert Director of Water Operations City of Elgin 150 Dexter Court Elgin, Illinois 60129-5555 W3JAG052990 6 Nothing contained in this Article shall be construed to restrict the transmission of routine communications between representatives of Engineer and Owner. ARTICLE 16 - UNCONTROLLABLE FORCES Neither Owner nor Engineer shall be considered to be in default of this Agreement if delays in or failure of performance shall be due to uncontrollable forces the effect of which, by the exercise of reasonable diligence, the nonperforming party could not avoid. The term "uncontrollable forces" shall mean any event which results in the prevention or delay of performance by a party of its obligations under this Agreement and which is beyond the control of the nonperforming party. It includes, but is not limited to, fire, flood, earthquakes, storms, lightning, epidemic, war, riot, civil disturbance, sabotage, inability to procure permits, licenses, or authorizations from any state, local , or federal agency or person for any of the supplies, materials, accesses, or services required to be provided by either Owner or Engineer under this Agreement, strikes, work slowdowns or other labor disturbances, and judicial restraint. Neither party shall , however, be excused from performance if nonperformance is due to uncontrollable forces which are removable or remediable and which the nonperforming party could have, with the exercise of reasonable diligence, removed or remedied with reasonable dispatch. The provisions of this Article shall not be interpreted or construed to require Engineer or Owner to prevent, . settle, or otherwise avoid a strike, work slowdown, or other labor action. The nonperforming party shall , within a reasonable time of being prevented or delayed from performance by an uncontrollable force, give written notice to the other party describing the circumstances and uncontrollable forces preventing continued performance of the obligations of this Agreement. ARTICLE 17 - GOVERNING LAW This Agreement shall be governed by the laws of the State of Illinois. W3JAG052990 7 ARTICLE 18 - MISCELLANEOUS 18.1 Nonwaiver. A waiver by either Owner or Engineer of any breach of this Agreement shall not be binding upon the waiving party unless such waiver is in writing. In the event of a written waiver, such a waiver shall not affect the waiving party's rights with respect to any other or further breach. 18.2 Severability. The invalidity, illegality, or unenforceability of any provision of this Agreement, or the occurrence of any event rendering any portion or provision of this Agreement void, shall in no way affect the validity or enforceability of any other portion or provision of the Agreement. Any void provision shall be deemed severed from the Agreement and the balance of the Agreement shall be construed and enforced as if the Agreement did not contain the particular portion or provision held to be void. The parties further agree to reform the Agreement to replace any stricken provision with a valid provision that comes as close as possible to the intent of the stricken provision. The provisions of this section shall not prevent the entire Agreement from being void should a provision which is of the essence of the Agreement be determined to be void. ARTICLE 19 - INTEGRATION AND MODIFICATION This Agreement represents the entire and integrated agreement between the Parties and supersedes all prior negotiations, representations, or agreements, ■ either written or oral . This Agreement may be amended only by a written instrument signed by each of the Parties. ARTICLE 20 - SUCCESSORS AND ASSIGNS Owner and Engineer each binds itself and its directors, officers, partners, successors, executors, administrators, assigns and legal representatives to the other party to this Agreement and to the partners, successors, executors, administrators, assigns, and legal representatives of such other party, in respect to all covenants, agreements, and obligations of this Agreement. W3JAG052990 8 ARTICLE 21 - ASSIGNMENT Neither Owner nor Engineer shall assign, sublet, or transfer any rights under or interest in (including, but without limitation, monies that may become due or monies that are due) this Agreement without the written consent of the other, except to the extent that the effect of this limitation may be restricted by law. Unless specifically stated to the contrary in any written consent to an assignment, no assignment will release or discharge the assignor from any duty or responsibility under this Agreement. Nothing contained in this paragraph shall prevent Engineer from employing such independent consultants, associates, and subcontractors as he may deem appropriate to assist him in the performance of the Services hereunder. ARTICLE 22 - THIRD PARTY RIGHTS Nothing herein shall be construed to give any rights or benefits to anyone other than Owner and Engineer. IN WITNESS WHEREOF, the parties have executed this Agreement. CITY OF ELGI ILLI :` N. By: ( City Manages (Date) Approved as to Form BLACK & VEATCH, ENGINEERS-ARCHITECTS By: By: Attorn y f r City Partner (Date) W3JAG052990 9 CERTIFICATE OFFER RIGGING: The undersigned consultant certifies that the consultant is not barred from making an offer to contract as a result of a violation of either Sec. 33E-3 or 33E-4 of Chapter 38 of the Illinois Revised Statutes. BLACK & VEATCH, ENGINEERS-ARCHITECTS / - By: Len C. Rodman, Partner W3JAG052990 10 ATTACHMENT A TO CONTRACT FOR ENGINEERING SERVICES Owner: City of Elgin, Illinois Project: Comprehensive Water Master Plan and Preliminary Design Report Engineer: Black & Veatch, Engineers-Architects SCOPE OF SERVICES Professional engineering services relative to the preparation of a comprehensive water master plan and preliminary design report for the Owner's water system improvements will be performed under five phases. The comprehensive water report encompasses four phases consisting of: Phase 100 - Water Transmission and Distribution Update, Phase 200 - Water Supply Evaluation, Phase 300 - Safe Drinking Water Act Assessment, and Phase 400 - Water Treatment Plant Expansion Evaluations. Initially, separate reports will be prepared for each phase. Once all four phases are completed, each individual report will be combined into a comprehensive water master plan as appendices with an executive summary. Based on improvements selected by Owner, a preliminary design report will be prepared under Phase 500. The preliminary design report will present the detailed design criteria relative to each proposed improvement. The tasks under each phase of the work include project administration for the project. Project administration includes supervision of the Engineer's project team, review of the project costs and billings, in-house progress meetings, status reports, meetings with Owner's staff, and general clerical work. PHASE 100 - WATER TRANSMISSION AND DISTRIBUTION UPDATE Engineering services will consist of evaluating the East and West Booster Districts relative to experienced and projected water demands. Once the booster district study has been completed, the results of the study will be incorporated into an overview evaluation and update of the planned facilities for the complete distribution system. TASKS 100 - Initial Meeting. Conduct an initial meeting between the Engineer and the Owner's staff to define lines of communication; and to establish and confirm the Study Area, study design period, scope, schedule, and procedures to be used. W3JAG052990 A-1 EAST AND WEST BOOSTER DISTRICTS STUDY 101 - Review Existing Information. Review available planning-level information for development of the East and West Booster Districts. Establish priorities for Owner collection of additional data in areas where currently available information is insufficient. 102 - Review Water Distribution Plan. Evaluate the adequacy of planned facilities for the East and West Booster Districts. 103 - Confirm Study Area and Design Period. Confirm study area and study design period established by Owner's staff for the project. 104 - Review Population and Water Use Data. Review population projections provided by Owner's staff for the Study Area. Review historical water use data and future water projection design criteria presented in the City's recent Water System Distribution Analysis report. 105 - Estimate Future Water Use. On the basis of the review of population and water use data for the Study Area conducted in Task 104, estimate the average day, maximum day, and maximum hour water use for the study design period. Estimate the distribution of future demands throughout the Study Area. Prepare a memorandum summarizing the projection of water demands for review and acceptance of the Owner's staff. 106 - Identify Preliminary Distribution System Facility Improvements. Based on the review of information conducted in Task 101 and the water use projections developed in Task 105, identify and confirm the plan of improvements to serve the East and West Booster Districts from the proposed booster pumping stations. Existing distribution mains shall be identified from maps provided by the Owner. Evaluation of the adequacy of the City's proposed distribution system improvements to supply the proposed booster pumping stations and storage will be evaluated in the Transmission and Distribution Plan Study phase of the work. 107 - Develop Computer Model . Based on the preliminary plan of improvements developed in Task 106, prepare a skeletonized network worksheet of mains to be included in the computer models of the East and West Booster Districts. Present the skeletonized worksheet to Owner's staff for review and verification of the completeness of the systems to be analyzed. Allocate (by user classification) the projected water uses to the distribution network. The skeletonized network and KYPIPE model files for the year 2010 analyses W3JAG052990 A-2 used for the City's distribution analysis report will be used for this task. This task assumes that the City's current KYPIPE model results will correlate closely with realistic operating conditions. 108 - Establish Basic Assumptions and Criteria. Before analyzing the distribution networks, establish (in consultation with Owner's staff) the basic assumptions, design criteria, control elevations, system inputs, design pressures, system constraints, and tentative improvements. 109 - Conduct Computer Modeling. Conduct computerized hydraulic analyses of the distribution systems using KYPIPE to determine system performance under maximum day and maximum hour conditions for the selected design years. Determine the required storage and pumping facilities and main sizing. Perform final analyses establishing a recommended improvements program. 110 - Develop Booster Districts Plan Improvement Program. Prepare a comprehensive booster district plan exhibit showing all recommended Booster Districts improvements. Prepare opinions of probable construction costs of all major system improvements in order to provide the Owner with a phased development plan, along with a priority schedule and budget costs for planning purposes. This task will include an evaluation of the current transmission main improvements from Airlite plant to the High Pressure Zone and West Pressure Zone. 111 - Conduct Review Meeting. Conduct a meeting with Owner's staff to present the study findings for review and comment. Provide worksheets of the final computer analyses of the distribution system. 112 - Prepare Preliminary Draft Report. Prepare a preliminary draft report of the findings and recommendations of the study based on the systematic execution of preceding tasks. The report will consist of a narrative discussion of the results of the investigation, including exhibits, tables, graphs, and charts. Submit five copies to Owner for review and comment. TRANSMISSION AND DISTRIBUTION PLAN STUDY 113 - Review Water System Distribution Analysis Report. Review the City's Water System Distribution Analysis report for High and Low Pressure Zones as it relates to conveying water to the East and West Booster Districts. 114 - Conduct Computer Modeling. Modify the skeletonized network and conduct computerized hydraulic analyses for the High and Low Pressure Zones under maximum day and maximum hour W3JAG052990 A-3 conditions. The average day water demand allocation used for the year 2010 average day and maximum day plus fire flow analyses conducted for the City's Water System Distribution Analysis report, will be used. The skeletonized network and KYPIPE model files for the year 2010 analyses used for the City's distribution analysis report will be used for this task. This task assumes that the City's current KYPIPE model results will correlate closely with realistic operating conditions. 115 - Review Previous Recommendations. Review recommended improvements presented in the City's Water System Distribution Analysis report for the High and Low Pressure Zones as it relates to the transmission main sizing and routing to the East and West Booster Districts. The review will include an evaluation of the recommended system storage requirements. 116 - Conduct Review Meeting. Conduct a meeting with the Owner's staff to present the study findings for review and comment. Provide worksheets of the final computer analyses for the year 2010 maximum day and maximum hour conditions. 117 - Develop Improvement Program. If required, prepare a revised exhibit showing all recommended improvements along with deletions, modifications, and/or additions to the exhibit provided in the City's Water System Distribution Analysis report. If required, prepare opinions of probable construction costs of all major system improvements. 118 - Prepare Draft Report. Based on the systematic execution of Phase 100 tasks, prepare a draft report of the findings and recommendations. The report will consist of a narrative discussion of the results of each study. The report will include exhibits, tables, graphs, and charts as required. Data files from the computer hydraulic analysis will be provided. Submit five copies to Owner for review and comment. 119 - Finalize Report. Upon receipt and incorporation of Owner's review comments, complete the report and submit five copies of the report to the Owner. PHASE 200 - WATER SUPPLY EVALUATIONS Engineering services will consist of evaluation of the Fox River water supply and the existing deep well supply. W3JAG052990 A-4 TASKS 200 - Obtain Fox River Flow Records. Contact Illinois State Water Survey and U. S. Geological Survey and obtain historical flow records for the Fox River near Elgin. 201 - Review Reports. Obtain and review reports from state agencies relative to low flows in the Fox River. 202 - Estimate Low Flows. Based on historical flow records and reports on low flows in the Fox River, estimate low flows in the Fox River and low flow frequencies. These data will be used to establish a reliable water supply yield rate for the Fox River. 203 - Review Water Rights Considerations. Investigate and review the Owner's riparian water rights and the water rights in the project area as well as the statutory water law affecting the project. 204 - Investigate Regulation of Upstream Dams. Contact regulatory agency having jurisdiction over regulation of water releases from upstream dams. Evaluate affect operation of dams will have on reliability of the Fox River water supply. 205 - Review Existing Deep Well Supply. Review records of existing deep well supply and determine long term capacity of wells. 206 - Prepare Draft Report. Prepare a draft report of the findings and recommendations of the study based on results of the preceding tasks. The report will include a recommendation on a reliable water supply yield from the Fox River and a discussion of the other factors evaluated which may effect the future yield for the Fox River water supply. Submit five copies to the Owner for review and comment. 207 - Finalize Report. Upon receipt and incorporation of Owner's review comments, complete the report, and submit five copies of report to the Owner. PHASE 300 - SAFE DRINKING WATER ACT ASSESSMENT Engineering services will consist of a Safe Drinking Water Act assessment to evaluate the impact of current and proposed federal regulations on the City's Riverside and Airlite water treatment plants. More specifically, the study will : 1. Summarize SDWA regulations and their impact on the City's Riverside and Airlite water treatment plants. W3JAG052990 A-5 2. Evaluate each plant's ability to meet existing and proposed regulations. 3. Identify unit operations/processes/or procedures currently employed that do not (or may not) meet existing and currently proposed regulations. 4. Develop and evaluate alternatives needed to meet existing and currently proposed regulations. 5. Develop opinions of probable construction costs for recommended process modifications. 6. Provide a written report summarizing study findings, opinion of probable construction costs, and recommendations. TASKS 300 - Review Current Regulatory Status. Current and anticipated future water supply and treatment regulations will be reviewed and summarized as they apply to this project. This review will include the Safe Drinking Act Amendments of 1986 and the regulations proposed by the U. S. and Illinois Environmental Protection Agencies in response to that Act. The review will include an evaluation of the Surface Water Treatment and Coliform Rules, the proposed Corrosion/Lead Rule, Disinfection Byproducts, Groundwater Rule, and anticipated revised regulations for various synthetic organic, volatile organic, inorganic, and microbial contaminants scheduled for regulation under the 1986 Amendments. In the case where regulations are not yet promulgated or proposed, assumptions will be made based upon research of the best available information and use of best professional judgement, and such assumptions will be noted in discussions with the Owner and in the final report. An assessment of regulatory trends will be developed based on the above evaluations. This assessment will serve as the basis for evaluation of the existing treatment facilities and the potential need for future treatment facility and/or operations modifications. 301 - Evaluate Existing Facilities. An onsite evaluation of the existing water supply and treatment facilities will be conducted as related to treatment process performance. This evaluation will include an assessment of the current treatment practices at each facility. W3JAG052990 A-6 302 - Review Plant Records. A review of existing plant operations and distribution system monitoring data will be conducted. This work will be an expansion of plant operations evaluations presently being performed for the Riverside water treatment plant. Particular emphasis will be placed upon the ability of the facilities to meet proposed regulations for treated water turbidity, disinfection, control of disinfection byproducts, and coliform and lead/corrosion byproducts control in the distribution system. Parameters to be evaluated will include the following: • IrWaactteelattuiroliiplifolalwel- turbidity, coliform levels, peratre variations. • ated ater - turbidity, coliforms, halomthane levels (plant effluent and tem), chlorine residuals, pH, bilit , lead levels (plant effluent systm) , phosphate levels (plant luent and system). • mical Feed Rates - lime, soda ash,assiu permanganate, powdered ivate car bon, ferric sulfate, oride, alum, carbon dioxide, chlorine, yphoshate, polymer, ammonia. 303 - Raw Water ization. Samples of raw water at each plant will be collected by the Owner's staff and analyzed by a certified laboratory. Parameters to be determined will include the majority of the 83 contaminants scheduled for regulation under the 1986 SDWA Amendments for which standard analytical techniques have been developed. Black & Veatch will provide input regarding appropriate parameters to be determined, and will review the results of the analysis. Any contaminants present in the raw water supply which must be removed to comply with impending water quality regulations will be identified. 304 - Assess Total Trihalomethanes Formation Rates. In order to assess the feasibility of continued use of chlorine as the primary disinfectant, formation rates for total trihalomethane compounds will be evaluated. Testing should be conducted during periods of historically high THM levels in the distribution system (typically the summer and fall months). THM formation should be measured at 15 and 30 minutes, at 1, 2, 4, 8, and 24 hours, and at 3 and 7 days. Black & Veatch will provide technical guidance regarding analytical procedures to be utilized for this testing. W3JAG052990 A-7 Based on the data generated above, the maximum chlorine contact times attainable without exceeding current and anticipated future THM maximum contaminant levels will be determined. 305 - Tracer Studies. Black & Veatch will perform a series of tracer studies at the Riverside Plant in order to evaluate "effective" detention times within various unit processes for a range of flow rates. These effective detention times will be utilized to estimate attainable CT values for disinfection within the treatment facilities. Tracer addition and sampling points will be selected based on results of THM formation rate analyses. However, it is anticipated that contact times across the filters and within treated water storage facilities will be assessed. Ideally, tracer studies will be conducted at a minimum of four flow rates: (1) one test at average plant flow rate, (2) two tests at increased rates, and (3) one test at the plant design capacity. Testing at varying flow rates will permit development of detention time vs. flow relationships for the various unit processes evaluated. However, attainable flow rates during testing will be dependant upon plant production capabilities and system demands and storage availability at the time of testing. This test will require close coordination with and cooperation of plant operating personnel to establish "steady-state" conditions during the testing. It is anticipated that all tests will be conducted over a 3-day period. Disinfectant contact time and concentration products ("CT values") will be developed based upon these data and compared with proposed CT values for disinfection under the Surface Water Treatment Rule. 306 - Evaluate Alternative Disinfectants. Should the results of THM formation rate testing and tracer testing indicate that compliance with anticipated future THM MCLs cannot be readily achieved through disinfection with chlorine, use of alternative disinfectants will be evaluated. Alternative disinfectants which could be utilized as the primary disinfectant include chlorine dioxide and ozone. The present use of chloramines (chlorine combined with ammonia) as secondary disinfectants for distribution system residual maintenance following primary disinfection with free chlorine will also be evaluated. Each alternative disinfectant will be evaluated with respect to implementability, cost, potential health effects, and applicability with respect to future water quality and treatment requirements. W3JAG052990 A-8 307 - Prepare Draft Report. Prepare a draft report of the findings and recommendations of the study based on results of the previous tasks. Submit five copies to Owner for review and comments. 308 - Finalize Report. Upon receipt and incorporation of Owner's review comments, complete the report, and submit five copies of report to the Owner. PHASE 400 - WATER TREATMENT PLANT EXPANSION EVALUATIONS Engineering services will consist of a study of the existing water treatment facilities and future improvements required to meet projected future flows and demands on the water treatment facilities. These evaluations are based on all proposed expansions of treatment capacity occurring at the Riverside facility. A report will be prepared, including a recommended plan of improvements. TASKS 400 - Review Existing Facilities. Review existing reports and other information from Owner's files. Evaluate operation of existing Riverside and Airlite water treatment facilities to verify that optimum use is being made of existing facilities. Prepare description of existing facilities for the report. Review description with Owner and revise as required. 401 - Facilities Capacity Requirements. Based on projections of water demands developed in Phase 100, project future flows and demands on the Riverside water treatment facilities including onsite water storage requirements and high service pump station facilities. Establish the design flow, maximum demand, flow range and pattern and hydraulic capacity for the expanded Riverside water treatment plant including phased expansion requirements. The Slade Avenue storage and pumping station facilities will be evaluated relative to their interaction with proposed storage and pumping facilities at the Riverside plant. 402 - Site Selection Study. Review expansion possibilities of the existing Riverside water treatment plant site with Owner's staff and conduct a field surface reconnaissance trip to review the existing site to determine if there are additional considerations not apparent from the available records. Review available topographic, property, and utility maps for the existing site. Review subsurface records in or throughout possible construction areas. Review utility records for general location and service possibilities. W3JAG052990 A-9 403 - Process Alternatives. Identify and evaluate process alternatives, if necessary, for meeting the treatment criteria. Review past taste and odor process performance and evaluate the effectiveness of alternative oxidation and adsorption technologies for taste and odor compounds particular to the City's water. Evaluations will include required dosages, equipment requirements, costs, and optimization of current granular activated carbon use. Consideration will be given to process alternatives that will economize site space requirements. 404 - Develop Design Criteria. Identify type, number, capacity, size, and loading rate for major process components for the Riverside facility. Establish chemical feed requirements and average dosage rates. Develop process flow schematic showing process components, including wash water and sludge thickening and/or handling systems, pumping stations, primary flowmeters, and points of chemical feed. Establish onsite storage requirements and the firm capacity and capacity range for high service pumping facilities. 405 - Facilities Plan. Evaluate alternative layouts and develop preliminary site plan and hydraulic profile. Develop conceptual building floor plans for new or remodeled facilities. Prepare a facilities description, including: a. Flow schematic and major process components. b. Architectural concepts. c. Chemical feed and storage facilities modifications. d. Sludge thickening and handling facilities. e. Laboratory facilities modifications. f. Monitoring, control , and operating systems for the facilities. 406 - Evaluate Fox River Intake. Based on Owner's cross-sectional survey of Fox River at the Riverside water supply intake, determine amount of silt deposition found and evaluate potential for future silt deposition at the intake. 407 - Prepare Opinion of Probable Cost. Prepare opinions of probable construction cost for the promising process alternatives and make a cost-effective analysis of the alternatives based on the opinions of probable construction costs, operating and maintenance costs, and other project costs. Prepare an opinion of probable construction cost for the recommended improvement plan. W3JAG052990 A-10 408 - Prepare Draft Report. Prepare a draft report which includes a recommended plan of improvements, recommendations for pilot plant studies, and opinions of probable construction cost for that plan. Integrate improvements recommended by Phase 100, Phase 200, and Phase 300 studies into an overall water system improvement plan. Summarize findings and recommendations of Phase 100, Phase 200, Phase 300, and Phase 400 studies in an executive summary. Submit five copies to Owner for review and comment. 409 - Present Draft Report to Owner's Staff. Attend one meeting in Elgin to present findings and discuss the draft report with Owner's staff. 410 - Prepare Final Report. After Owner has reviewed and commented, make any necessary modification and submit twenty-five (25) copies of final report to Owner. 411 - Submit for IEPA Review. After receiving concurrence from Owner, submit three copies of final report to the Illinois Environmental Protection Agency for review. 412 - Present Report. Officially present report to Owner's governing body. PHASE 500 - PRELIMINARY DESIGN REPORT Engineering services will consist of the preparation of a preliminary design report presenting the detailed design criteria for the proposed improvements selected by the Owner. TASKS 500 - Preliminary and General Items. Meet with the Owner to clarify understanding of scope and parameters for the preliminary design. Communicate with the Illinois Environmental Protection Agency and reach an understanding on design objectives and performance requirements. Arrange for and participate in informal meetings with the Owner throughout the preliminary design phase to review progress and exchange ideas and information. One meeting per month is anticipated. 501 - Prepare a detailed preliminary design report including preliminary drawings as required to establish agreement on scope, parameters, performance requirements, and project approach. Submit five copies to the Owner for review. The preliminary design report will include the following: W3JAG052990 A-11 a. General project scope and background references. b. Design criteria including: • Flow rates - present and anticipated. • Raw water quality - physical and chemical. • Design objective, treated water quality. • Sludge quantities and types. c. Applicable codes and standards. d. Site considerations, including subsurface conditions, flood elevations, drainage requirements, etc. e. Preliminary site plan and building layouts. f. Preliminary hydraulic profile. g. Sludge process systems and handling. h. Sludge disposal method. i . Chemical feed and storage. j. Preliminary equipment selections. k. Preliminary process and instrumentation drawings. 1 . HVAC systems. m. Structural design criteria. n. Utility requirements. 502 - Geotechnical Services. Assist the Owner in engaging qualified geotechnical engineering services as described under Attachment C, including exploratory work, laboratory and field testing, and professional guidance in tests to be made at test locations based on preliminary drawings and designs and including professional interpretations of exploratory and test data. 503 - Revise Opinion of Probable Cost. Review and expand opinion of probable construction cost based on the proposed facilities included in the preliminary design. 504 - Discuss Preliminary Design with Owner's Staff. Meet with the Owner and secure Owner's comments on the preliminary design. 505 - Prepare Final Preliminary Design Report. Revise preliminary design to incorporate review comments. Submit five copies of the final preliminary design report to the Owner. W3JAG052990 A-12 506 - Submit Preliminary Design Report to Regulatory Agency. Submit the preliminary design report to the Illinois Environmental Protection Agency (IEPA) for review. Attend one meeting at IEPA offices to discuss the preliminary design with IEPA officials. PHASE 600 - SUPPLEMENTAL SERVICES A. Any work requested by the Owner that is not included in one of the items listed in any other phase will be classified as supplemental services. B. Supplemental services shall include but are not limited to: 1. Additional meetings with local , State, or Federal agencies to discuss the project. 2. Appearances at public hearings or before special boards. 3. Supplemental engineering work required to meet the requirements of regulatory or funding agencies that become effective subsequent to the date of this agreement. 4. Special consultants or independent professional associates requested or authorized by the Owner. 5. Assistance with bid protests and rebidding, preparation for litigation, arbitration or other legal or administrative proceedings, and appearances in court or at arbitration sessions. 6. Additions to an engineering report to update or revise original recommendations. 7. Providing engineering assistance to the Owner in negotiation meetings and condemnation proceedings. 8. Provision, through a subcontract, of aerial photography as requested or approved by the Owner. 9. An environmental assessment, report, and/or environmental impact statement as requested by the Owner or required by review agencies. 10. Provision, through a subcontract, of an archaeological study and report on the construction sites. 11. Provision, through a subcontract, of laboratory and field testing and any special reports or studies on materials and equipment requested by the Owner. W3JAG052990 A-13 12. Pilot plant studies and testing including pilot plant, operation, data collection, water quality testing, and laboratory work required. 13. Supplemental engineering work relative to expansion of capacity or change in raw water supply for the Airlite water treatment facility including any associated preliminary design of related modifications to the existing facilities. 14. Performance of a series of tracer studies at the Airlite water treatment plant to evaluate "effective" detention times within various unit processes. 15. Changes in the general scope, extent of character of the project or its design including, but not limited to, changes in size, complexity, the Owner's schedule, character of construction or method of financing; and revising previously accepted studies or reports when such revisions are required by changes in laws, rules, regulations, ordinances, codes or orders enacted subsequent to the preparation of such reports or documents or are due to any other causes beyond the Engineer's control . W3JAG052990 A-14 ATTACHMENT B TO CONTRACT FOR ENGINEERING SERVICES Owner: City of Elgin, Illinois Project: Comprehensive Water Master Plan and Preliminary Design Report Engineer: Black & Veatch, Engineers-Architects COMPENSATION For the services covered by this Contract, the Owner agrees to pay the Engineer as follows: A. For Phases 100, 200, 300, and 400 of the Comprehensive Water Master Plan, an amount equal to the Engineer's salary costs times 2.83 plus reimbursable expenses at cost and plus subcontract billings times 1.05. Aii maximum billed for these services shall not exceed '$173,054. B. For Phase 500, Preliminary Design Report an amount equal to the Engineer's salary costs times 2.83 plus reimbursable expenses at cost and plus subcontract billings times 1.05. The maximum to be billed for these services will be negotiated when the scope of the work can be defined. C. For supplemental services, an amount equal to the Engineer's salary costs times 2.83 plus reimbursable expenses at cost and plus subcontract billings times 1.05. Each item of supplemental services shall be specifically authorized by the Owner, and a maximum billing limit shall be established before the work is started. The amount billed for each item of supplemental services shall not exceed the amount established for it without further authorization. Additional amounts for supplemental services may be authorized, if necessary, as the work progresses. D. The following expenses are reimbursable under salary multiplier work items: 1. Travel , subsistence, and incidental costs. 2. Use of motor vehicles on a monthly rental basis for assigned vehicles and on a mileage basis or rental cost basis for vehicles used for short periods. Mileage basis shall be 26 cents per mile. 3. Telegraph costs, long distance telephone costs and project "onsite" telephone costs. 4. Reproduction of reports, drawings, and specifications. W3JAG052990 B-1 5. Postage and shipping charges for project-related materials. 6. Computer time charges including program use charges. 7. Rental charges for use of equipment, including equipment owned by the Engineer. 8. Cost of acquiring any other materials or services specifically for and applicable to only this project. 9. Subcontract costs including those for soils and geotechnical investigations and reports, testing laboratory services, surveying and mapping services, assistant engineers, other subcontract services. E. The Engineer agrees to use its best efforts to perform the services within the billing limits stated above and in accordance with the agreed upon performance schedules. If, at any time, the Engineer has reason to believe that the cost of the services will be greater or substantially less than the billing limits, the Engineer shall promptly notify the Owner to that effect, giving a revised billing limit for performance of the services. The Owner will not be obligated to reimburse the Engineer for costs incurred in excess of the billing limits specified above, nor shall the Engineer be obligated to continue performance under the Agreement or otherwise incur costs in excess of that amount, unless and until the Owner notifies the Engineer in writing that the billing limits have been increased, and has specified in such notice revised billing limits for the services in question. When and to the extent that the billing limits have been increased, any costs incurred by the Engineer, in excess of the billing limits prior to their increase shall be allowable to the same extent as if such costs had been incurred after the increase in the billing limits was approved. F. Payments shall be made to the Engineer by the Owner based on the Engineer's statement. Engineer's statement shall be issued every four weeks. For salary multiplier items, the statement shall be itemized to indicate the amount of work performed and the associated reimbursable expenses and subcontract costs. G. The entire amount of each statement shall be due and payable upon receipt by the Owner. Carrying charges of 1-1/2 percent per month from the billing date, shall be due for accounts which are not paid within 30 days after the billing date. H. It is understood and agreed that the maximum billings are based on the start of the services being authorized not later than July 1, 1990. If start of services is not authorized by July 1, 1990, it is understood and agreed that the maximum billings will be adjusted accordingly by a supplement to this Agreement. W3JAG052990 B-2 I. It is understood and agreed that following receipt of notice to proceed, the Engineer shall start the performance of the services listed below within ten days of receipt of the Owner's population and growth projections for the study area and shall submit draft copies of reports for each phase to the Owner for review within the calendar day periods.as given below: Calendar Service Dav Period • Phase 100 - Water Transmission and Distribution Update - East and West Booster Districts Study 60 - Transmission and Distribution Plan Study 180 • Phase 200 - Water Supply Evaluations 90 • Phase 300 - Safe Drinking Water Act Assessment 120 • Phase 400 - Water Treatment Plant Expansion Evaluations 210 • Phase 500 - Preliminary Design Report Period will be negotiated when scope of work can be defined. Final reports for each phase shall be submitted to Owner within 30 calendar days following receipt of Owner's comments on draft report. J. It is understood and agreed that the Engineer shall keep records on the basis of generally accepted accounting practice of costs and expenses and which records shall be available to inspection at reasonable times. W3JAG052990 B-3 K. Because of the Engineer's large number of staff, it is difficult to provide a fee schedule for specific projects. The Engineer's employees are classified into eight different families ranging from engineers to clerical with eight to nine different levels within each family. Each level of each family has a different salary range and pending year end review, the individual salaries and the average salary rates for each family classification and associated levels will be subject to change. For informational purposes only, a listing of the eight family classifications and associated levels, with the current average salary for each, will be furnished to the Owner. This information shall be kept confidential. This information will provide a general base for Engineer's salary rates, however, as outlined in the Agreement for Engineering Services, the services provided, including any supplemental services, will be based on the actual salaries and the related expenses for the people who will perform the work with a maximum not-to-exceed fee. The maximum fee for any additional work under supplemental services will be agreed upon before the work begins. W3JAG052990 B-4 ATTACHMENT C TO CONTRACT FOR ENGINEERING SERVICES Owner: City of Elgin, Illinois Project: Comprehensive Water Master Plan and Preliminary Design Report Engineer: Black & Veatch, Engineers-Architects OWNER'S RESPONSIBILITIES The Owner will furnish, as required by the work and not at the expense of the Engineer, the following items: 1. All maps, drawings, reports, records, audits, annual reports, and other data that are available in the files of the Owner and which may be useful in the work involved under this contract. Data and records required include but are not limited to: a. Raw water characteristics. b. Existing finished water quality and characteristics. c. Facility operating records, including quantity and pattern of raw water processing, finished water discharge, system pressures, pump station capacities and operational patterns. d. Utility service contracts and schedules. 2. Population and growth projections through the planning period for the study area, including East and West Booster Districts, and the associated time frame for the projected growth. 3. Access to public and private property when required in performance of the Engineer's services. 4. Office desk space for the Engineer's personnel during preliminary investigations. 5. The services of at least one of the Owner's employees or staff who has the right of entry to, and who has knowledge of, the existing water distribution system, water pump stations, water treatment facilities, water supply facilities, water transmission facilities, and general overall facilities operation. 6. Property, boundary, easement, right-of-way, topographic, and utility surveys and property descriptions. 7. Surveying services required to establish Fox River cross sections at the river intake. W3JAG052990 C-1 8. All initial geotechnical exploratory work, such as soil borings, penetration tests, soundings, subsurface explorations, laboratory tests of soils, rock formation, and other geophysical phenomena which are required to provide information for design and all other field and laboratory tests and analyses which are required to provide design information. 9. All testing of water samples to be performed by a qualified testing laboratory as required for performance of Engineer's basic services. 10. Field and shop tests of existing equipment. W3JAG052990 C-2 F M 1990 SALARY RATES FOR PROPOSALS - EFFECTIVE NOVEMBER 27, 1989 (BASED ON AVERAGE FOR EACH LEVEL WITHIN EACH FAMILY AND 173.33 HOURS/MONTH) 11-27-89 PARTNERS - $44.37 F T T T T T T M ENGINEER - 08 ARCHITECTURE - 07 DATA PROCESSING LEVEL $ LEVEL $ LEVEL $ 01 15.52 * 01 11.54 * 01 8.25 * 02 17.48 * 02 13.27 * 02 9.52 * 03 20.19 * 03 15.23 * 03 10.96 * 04 23.37 * 04 17.42 * 04 12.87 * 05 26.71 * 05 19.90 * 05 15.17 * 06 29.94 * 06 22.44 * 06 17.65 * 07 33.06 * 07 25.50 * 07 20.54 * 08 37.21 * 08 29.25 * 08 24.12 * 09 36.17 * 09 27.87 * 09 28.56 * SPECIALIZED STAFF - 05 TECHNICAL SUPPORT - 04 GRAPHICS - 03 LEVEL $ LEVEL $ LEVEL $ 01 12.12 * 01 7.15 * 01 6.81 * 02 14.13 * 02 8.48 * 02 8.48 * 03 16.62 * 03 10.10 * 03 9.98 * 04 19.73 * 04 11.83 * 04 11.71 * 05 22.90 * 05 14.37 * 05 13.73 * 06 26.54 * 06 16.85 * 06 16.38 * 07 30.29 * 07 19.04 * 07 19.62 * 08 34.62 * 08 21.87 * 08 22.90 * 09 33.00 * 09 25.85 * OFFICE SERVICES - 02 ADMINISTRATIVE/BUSINESS - 09 LEVEL $ LEVEL $ 01 6.23 * 01 9.40 * 02 6.92 * 02 11.94 * 03 7.62 * 03 14.42 * 04 8.31 * 04 17.08 * 05 8.88 * 05 19.79 * 06 9.81 * 06 22.15 * 07 10.96 * 07 27.81 * 08 12.46 * 08 35.60 * 09 14.77 * * - BASED ON MIDDLE OF SALARY RANGE FROM SALARY ROSTERS FOR BLACK & VEATCH r r r t COMPREHENSIVE WATER MASTER PLAN CITY OF ELGIN, ILLINOIS 71A - I �J OF LiC� ° •1 4 o , ‘1 " I BLACK & VEATCH KANSAS CITY, MISSOURI PROJECT NO. 17390 1992 I r BLACK & VEATCH 8400 Ward Parkway,PO.Box No.8405,Kansas City,Missouri 64114,(913)339-2000 Elgin, Illinois Water Works Improvements Water Master Plan June 22, 1992 r Mr. Larry L. Rice City Manager 150 Dexter Court Elgin, Illinois 60120 Dear Mr. Rice: In accordance with our agreement, we have completed the Comprehensive Water Master Plan for expansion of water supply, treatment, and distribution facilities. The Water Master Plan is presented in two volumes. An Executive Summary, presented in a separate document, consolidates the findings and recommendations of the Water Master Plan. The Water Master Plan includes detailed evaluation of the City's water supply, treatment, and distribution facilities. It outlines the improvements necessary to meet the City's future water requirements and provides implementation and project cost schedules for planning purposes. The information in this Comprehensive Water Master Plan document has been organized into five major chapters. The chapters are identified as rm follows: CHAPTER I - Water Requirements CHAPTER II - SDWA Assessment CHAPTER III - Water Supply CHAPTER IV - Water Treatment CHAPTER V - Water Distribution A Table of Contents at the front of each chapter indicates the location of information presented. The Summary of Findings and Recommendations section, located at the front of the document, consolidates the findings and recommendations of each chapter. We wish to express our appreciation for the information, assistance, and courtesies extended to us by City officials and staff during the r r r Mr. Larry L. Rice Page 2 June 22, 1992 I! preparation of the Water Master Plan. We want to thank the City for the opportunity to assist with this challenging project and look forward to assisting you with its implementation. Very truly yours, BLACK & VEATCH _, 11,� Robert D. Renfrow Project Manager lj Enclosure 1: 1! t: 1! r r p p p p r COMPREHENSIVE WATER MASTER PLAN FOR p CITY OF ELGIN, ILLINOIS p r TABLE OF CONTENTS Summary of Findings and Recommendations Chapter I - Water Requirements Chapter II Safe Drinking Water Act Assessment Chapter III - Water Supply Chapter IV - Water Treatment Chapter V - Water Distribution Appendix A - Tracer Test Data Appendix B - Pilot Plant Study Interim Results Appendix C - Certification and Operation of Environmental Laboratories Appendix D - Water Department Job Classifications p p p p p SUMMARY OF FINDINGS AND RECOMMENDATIONS i M 1 1 1 1 i r TABLE OF CONTENTS Page Introduction 1 A. Purpose 1 B. Scope 1 C. Abbreviations 3 r Summary of Findings and Recommendations 4 A. Water Requirements 4 B. Safe Drinking Water Act Assessment 7 C. Water Supply 11 D. Water Treatment 13 1. Riverside Water Treatment Plant 14 2. Airlite Water Treatment Plant 18 3. Staffing Requirements 19 4. Recommended Program of Improvements 19 E. Water Distribution 21 1. Low Service Level 23 2. East Booster District 24 3. High Service Level 24 4. West Booster District 25 5. Phased Distribution System Improvements 26 r r r 1 r r TC-1 r r SUMMARY OF FINDINGS AND RECOMMENDATIONS Introduction This summary of the Comprehensive Water Master Plan for the City of Elgin presents the findings and recommendations for the expansion of the City's water supply, treatment, and distribution facilities to meet water demands through the planning period. A. Purpose The Master Plan provides the City with a comprehensive plan for the design of expansions and improvements of the existing water supply,treatment,and distribution facilities. The studies and evaluations presented in the Master Plan identify and establish the capacities of improvements needed to meet Elgin's water demands through the year 2010. Recommendations and preliminary designs are presented for meeting the provisions of the 1986 Amendments to the Safe Drinking Water Act (SDWA) and the associated State regulations while maintaining flexibility for addressing future changes in both water quality and the applicable regulations. B. Scope The City of Elgin has taken a phased approach to providing its citizens with an adequate supply of high quality drinking water. The Master Plan represents the initial phase of evaluating existing water supply, treatment, and distribution facilities and recommending improvements required to meet existing and projected water demands. The second phase will consist of the preparation of a preliminary design report presenting the detailed design criteria for the proposed water supply and treatment improvements selected by the City. The third phase will involve the design of the selected improvements followed by their construction and implementation. To keep up with Elgin's current growth, some of the proposed distribution improvements, consisting of water mains and elevated storage tanks,have already been implemented. Because of the magnitude and complexity of the water facilities' expansion, the scope of work under the Master Plan was divided into several phases,including water requirements, SDWA assessment, water supply, water treatment, and water distribution. The following is a brief description of each of the these phases: r WP062392 1 r r • Water Requirements. To establish future water requirements, the limits of the Service Area and the water service levels within the Service Area were identified; and past, present, and projected future population and water use data were evaluated. The distribution of existing population and water use were determined. Water use patterns and projection criteria were developed. Year 2010 population projections were developed and future average day, maximum day, and maximum hour demands were determined for each water service level. r • Safe Drinking Water Act Assessment. The impact of the 1986 Amendments to the Safe Drinking Water Act (SDWA) on current operating practices at the Riverside and Airlite water treatment facilities was evaluated. Treatment plant operating records and treated water quality data were reviewed to evaluate the existing facilities' ability to meet City treatment requirements and water quality regulations. Changes in current operating practices and modifications to treatment facilities needed for compliance with the new regulations were identified. Opinions of probable cost were developed for controlling organic pollutants and trihalomethanes at the Riverside water treatment plant (WTP)if required by future regulations. An implementation schedule for potential SDWA directed improvements is presented for planning purposes. • Water Supply. Existing and potential supply sources were evaluated. Low flows in the Fox River and their frequencies were estimated and the impacts of increased withdrawals from the Fox River were evaluated. The impact of silt deposition and the importance of maintaining the Fox River spills contingency plan and the current ground water supply are discussed. Recommendations are presented to provide the City with a reliable supply of water throughout the planning period. • Water Treatment. The existing water treatment facilities at the Riverside and Airlite WTPs were evaluated. The improvements required to increase the Riverside facility's treatment capacity to meet projected water demands was determined. Process alternatives for controlling taste and odor problems were evaluated. A limited evaluation of the Airlite WTP addressed the potential addition of a new deep well, modifications to the disinfection WP062392 2 r process, and conversion of the high service pumping facility to a dual-level installation. Recommendations for expansion of the Riverside WTP and modifications to the Airlite WTP are presented. A cursory review of the Water Department organization and staffing was conducted and recommendations for future staffing to accommodate the expanded facilities and to comply with the more stringent regulatory requirements are presented. An implementation schedule and opinions of probable construction costs for expansion of the Riverside WTP and modifications at the Airlite WTP are presented together with recommendations regarding staffing requirements and further studies related to the proposed improvements. • Water Distribution. The Elgin water distribution facilities were reviewed to identify improvements needed to satisfy present and projected water requirements. A computer model of the distribution system was developed and hydraulic analyses were conducted under present and year 2010 demand conditions. Previously recommended distribution system improvements were evaluated. A master plan for recommended water system improvements, including a phased implementation program, and opinions of probable construction cost are presented. Based on the findings and recommendations of these evaluations and studies, improvements to the City's water supply, treatment, and distribution facilities representing the comprehensive water master plan are presented. Recommendations regarding continued and future studies associated with the proposed improvements are also presented. C. Abbreviations Abbreviations used in this document are as follows: r AAD Average annual day (water demand) CaCO3 Calcium carbonate t DBP Disinfection byproduct EPA United States Environmental Protection Agency GAC Granular activated carbon wP06z392 3 r gcd Gallons per capita per day GDR Groundwater Disinfection Rule r gpm Gallons per minute gpmsf Gallons per minute per square foot HPC Heterotrophic bacteria plate count IEPA Illinois Environmental Protection Agency MCL Maximum Contaminant Level MD Maximum day (water demand) MG Million gallons rMH Maximum hour (water demand) mgd Million gallons per day mg/L Milligrams per liter mrem/yr Millirems per year NPDWR National Primary Drinking Water Regulation rNTU Nephelometric turbidity unit pci/L Picocuries per liter psi Pounds per square inch SDWA Safe Drinking Water Act r SMCL Secondary Maximum Contaminant Level SOC Synthetic organic chemical SWTR Surface Water Treatment Rule THM(s) Trihalomethane(s) TTHM(s) Total trihalomethane(s) ug/L Micrograms per liter umho/cm Micrograms per centimeter (conductivity) r USGS United States Geological Survey VOC Volatile synthetic organic chemical Summary of Findings and Recommendations A. Water Requirements The planning period for this Master Plan extends through the year 2010. The IP Study Area includes the entire area within the Elgin city limits. It also includes areas to the east and west of the city which have been identified by City planning personnel r as potential water service areas. The cities of Bartlett and Sleepy Hollow, which currently purchase water from Elgin for resale to their customers, are considered wPO62392 4 C r separately. They are not included in the Study Area and their service populations are not included in the total populations presented in this study. Historical U.S. Census population data for Elgin are as follows: rHistorical U.S. Census Population Year Population r1890 17,823 1900 22,433 1910 25,976 1920 27,454 1930 35,929 1940 40,000 1950 44,000 1960 49,447 1970 55,691 1980 63,798 1990 77,010 r The projections of year 2010 service population are based on continued growth as has been experienced in recent years. The projected year 2010 population is 125,000, which is approximately 70 percent of the ultimate population projected by the City's land capacity models. This population projection represents an annual rgrowth rate of 2,500 people. Historical and projected populations are shown on Figure I-2 of Chapter I. Estimated year 1990 and projected year 2010 populations by service level are as follows: Existing and Projected Population Service Level Year 1990 I Year 2010 Low 49,000 52,000 High 25,000 33,000 rWest 3,000 32,500 East 0 7,500 Total Study Area 77,000 125,000 r r WP062392 5 r r rPopulation in the central portion of the City is assumed to remain constant, with growth occurring in currently undeveloped areas to the east and west. Much of the r Low Service Level area is currently developed; however, there is undeveloped land on the eastern edge to support several smaller planned developments. Numerous developments are planned along the western edge and in the southern portion of the High Service Level. According to City's land capacity model, population increase of about 6,900 can be anticipated. Much of the area from Randall Road west to rCoombs Road (West Zone) is currently undeveloped. The land capacity model indicates an ultimate population of about 30,000 for this area. Most of the area west r of Coombs Road to State Highway 47 (Far West Zone) is undeveloped, with an ultimate projected population of about 85,000. Much of the area in the "Far West Zone" is unsuitable for development and further developments will tend to be patchy. The East Service Level is in the currently undeveloped northeast corner of the distribution system and is expected to develop rapidly in conjunction with nearby commercial developments. An ultimate population of about 9,500 is anticipated. Historical average annual day (AAD) and maximum day (MD) water use data rwere supplied by the City. Maximum hour (MH) demands were determined from records of hourly distribution system pumpage and elevated tank levels. Historical water use is as follows: rHistorical Water Use Year AAD MD MH r (mgd) (mgd) (mgd) 1984 10.00 13.78 -- 1985 9.31 14.88 22.9 1986 9.47 12.51 18.8 1987 9.84 15.67 26.9 r1988 10.70 16.75 31.6 1989 1039 16.63 28.1 1990 10.12 14.85 18.4 rFuture water requirements are based on evaluations of population, historical water use, and metered water sales data. Average annual day use is projected on a per capita basis for residential use, and on a proportional basis for commercial, industrial, and unaccounted-for uses. The average gallons per capita per day (gcd) r wP062392 6 r r rwater use varied from 60 gcd to 90 gcd. Wholesale water requirements are projected separately. Maximum day and maximum hour demands are projected on the basis r of historical demand ratios of 1.7 for MD/AAD and 2.9 for MH/AAD. These demand ratios are typical of communities with similar climate and water use characteristics. Historical and projected water requirements are shown on Figure I-4 of Chapter I. Projected year 2010 demands for Bartlett(3.0 mgd) and Sleepy Hollow(0.8 mgd) are based on maximum daily withdrawal rates as established by existing contracts. The City is currently engaged in discussions with a developer who is interested in t purchasing water from Elgin. The "Huntley" development is located outside the Study Area, and it is assumed for this study that by year 2010 the Huntley r development will be supplied a maximum day rate of 5.0 mgd. Total Study Area water requirements are as follows: r . Design Water Requirements r Year 1990 Year 2010 Service Level AAD MD MH AAD MD MH r (mgd) (mgd) (mgd) (mgd) (mgd) (mgd) Low 7.6 12.7 20.7 9.3 15S 24.0 High 3.1 5.5 9.8 4.4 7.6 135 West 0.6 1.1 1.7 8.6 14.9 21.6 East 0_1 0_1 0_1 1.2 2_0 3_5 rTotal 11.4 19.4 32.3 23.5 40.0 62.6 rThe 1990 demands shown are based on historical records and the design criteria presented in this report and are greater than the actual demands experienced in r1990. However, this higher demand is considered appropriate for master planning. B. Safe Drinking Water Act Assessment The 1986 Amendments to the Safe Drinking Water Act (SDWA) will have a significant impact on all public water utilities by imposing new and stricter requirements for disinfection and control of inorganic and organic contaminants, coliform bacteria, corrosion byproducts, and turbidity. Many utilities may have to r upgrade and/or expand facilities to comply with the new regulations. The Elgin water treatment facilities, which use surface water supplies, will be particularly affected. wP062392 7 r r Optimization of existing treatment processes will become an important part of achieving compliance with the new regulations. Current filter performance at the Riverside plant suggests that little or no difficulty will be experienced in meeting the 0.5 nephelometric turbidity unit (NTU) treated water turbidity limit specified in the new Surface Water Treatment Rule. Addition of granular activated carbon (GAC) filters should not be required at the Riverside plant in the near future, unless one or more of the following occurs: • One or more of the regulated volatile synthetic organic chemical (VOC) and/or snythetic organic chemical (SOC) contaminants are consistently identified in the City's treated water supply at concentrations above maximum allowable levels. • New disinfection byproduct regulations require the use of GAC to meet water quality criteria. • The new regulations classify the Fox River supply as "vulnerable" to organic chemical contamination, and Illinois Environmental Protection Agency (IEPA) requires carbon adsorption facilities as a means of protection against these contaminants. Assessment of radon and uranium levels in wells serving the Airlite and Riverside plants, and evaluation of current removal capabilities will be required following promulgation of new regulations for radionuclides. A monitoring program should be conducted to determine if the groundwater supplies contain radon and/or uranium. Based on the results of a limited monitoring program, lead concentrations at consumer taps are significantly lower than the recently-promulgated "Action Level" of 0.015 mg/L. A plan for conducting corrosion control studies, as required by the new Lead and Copper Rule, should be developed in the near future. Monitoring of lead and copper levels at consumer taps should begin as soon as possible. The primary impacts of the 1986 Amendments to the Safe Drinking Water Act on the operations at the Riverside and Airlite water treatment facilities will involve I� disinfection and the control of disinfection byproducts. Results of tracer testing conducted to assess effective disinfectant contact times in the secondary softening basin at the Riverside plant are as follows: r r wP062392 8 r Tracer Test Results Basin Throughput Rate 9 mgd I 11 mgd 13 mgd I 16 mgd Theoretical Detention Time, minutes 304 249 211 171 T10 Detention Time, minutes 75 51 40 32 T10/Theoretical T Ratio, percent 27.7 20.5 19.0 18.6 The Riverside plant will not be able to meet the new disinfection CT criteria using current disinfection practices when plant throughput rates exceed approximately 11 to 12 mgd at water temperatures of 5 C or lower. Compliance can be achieved r by increasing chlorine feed rates to yield higher free chlorine residuals at the filter influent when water temperatures are lower than 5 to 10 C. Increasing chlorine residuals at the filter influent to comply with disinfection CT criteria should have no tdetrimental effect on GAC filter media performance. The impending regulations for disinfection of groundwater supplies are expected to be less rigorous than those for surface water supplies. The City should review new IEPA regulations pertaining to the evaluation of groundwater supplies for the influence of surface water, and develop analytical data to facilitate the evaluation process. It is unlikely that the wells serving the Airlite plant will be classified as "under the direct influence of surface water," based on well depths and the composition of the overlying strata. Specific requirements for disinfection of groundwater supplies will not be proposed until mid-1993. However, if CT values are used as the basis for demonstrating disinfection efficiency, the Airlite plant may experience compliance difficulties using current disinfection practices at plant throughput rates exceeding approximately 3.0 to 3.5 mgd. Modified operating practices using free chlorine, r rather than chloramines, would result in compliance with CT criteria under all operating conditions. Based on the higher degree of disinfection which would be achieved, the City should consider modifications to permit disinfection with free chlorine at the Airlite plant. Compliance with a revised maximum contaminant level (MCL) of 0.050 to ri 0.070 mg/L for trihalomethanes(THM)may be possible by averaging monitoring data for the Riverside and Airlite treatment facilities, as currently allowed by IEPA. However, as the majority of the consumers are supplied water from the Riverside plant, which has THM concentrations significantly higher than the water produced F WP062392 9 r r rat the Airlite plant, the ultimate goal of the THM regulation (protection of public health) would not be realized. THM concentrations of the water treated at the r Riverside plant could be reduced by using a primary disinfectant which does not promote formation of the THM compounds, such as chlorine dioxide or ozone. For planning purposes, an implementation schedule for the improvements which tmay be required to comply with impending SDWA requirements is as follows: SDWA Improvements Implementation Schedule Promulgation Improvement Improvement/Modification Regulation Date On-Line Date Disinfection (Riverside) SWTR June 1989 June 1993 r Disinfection (Airlite) GDR January 1995 July 1996 THM Control (Riverside) Disinfection January 1995 July 1996 Byproducts rRadionuclide Control* Radionuclides April 1993 October 1994 Carbon Adsorption* - - - *Need to be determined through identification of regulated contaminants(s) in treated water. The schedule lists the times when the improvements and/or modified operating tpractices would need to be implemented, based on anticipated promulgation schedules. Preliminary opinions of probable construction costs for modifications which may be required at the Riverside plant are as follows: Probable Construction Costs for Organics Control and Alternative Disinfectants Plant Design Capacity Components 16 mgd 32 mgd $ $ Organics Control rSteel GAC Contactors 7,590,000 12,920,000 Concrete GAC Contactors 5,480,000 9,220,000 rAlternative Disinfectants Chlorine Dioxide 240,000 310,000 rOzone 3,630,000 5,860,000 F WP062392 10 F F All costs reflect 1992 price levels, and include an allowance for contingencies, professional services (legal costs, surveys, engineering fees, procurement costs), and administrative costs. C. Water Supply The reliable supply of water from existing sources is about 27.5 mgd. This includes 16 mgd from the Fox River and approximately 7.3 mgd firm capacity from the Slade Avenue wells, for a total of 23.3 mgd available at the Riverside water treatment plant. The current available firm capacity of the deep wells near the Airlite water treatment plant is about 5.2 mgd. The actual capacity may be somewhat less due to mutual interference of the wells. To meet year 2010 maximum day demands, a reliable supply of 40 mgd is required. Several potential sources for additional water supply to meet this demand were evaluated. These include increased withdrawals from the Fox River, additional withdrawals from the deep aquifer, development of a well field in shallow aquifers, and development of channel or off-channel storage of excess Fox River water. The Fox River supply is the primary source of water for the Riverside WTP. The City's permit for the intake on the Fox River is based on provisions to expand the 16 mgd treatment plant to 32 mgd. The permit does not identify a limit on the amount of withdrawal from the Fox River. The Illinois State Water Survey(ISWS)has developed a streamflow model of the Fox River basin which can estimate flows at any point in the river. The model results are used as a basis for estimating low flows and allowable withdrawals from the Fox River. Flow duration curves for the Fox River just upstream from the City's intake structure show that a constant 32 mgd withdrawal from the river would not have any significant effect on the river even during low flows. In evaluating low flows relative to water quality issues, a flow that is commonly evaluated is the 7 day 10 year low flow (7Q10). The 7Q10 just upstream from the intake structure is 129 cubic feet per second (cfs) according to Illinois Streamflow Assessment Model (ILSAM). At a constant 32 mgd withdrawal rate, the flow just downstream of the structure is estimated to be about 79 cfs, which is 62 percent of the upstream flow. Improvements needed to increase the raw water supply from the Fox River include installation of additional pumping capacity at the intake and a second 30-inch raw water transmission main from the intake pumping station to the Riverside WTP. WP062392 11 F Elgin's groundwater supply is drawn from the Cambrian-Ordovician aquifer. This deep bedrock aquifer has been the primary source of water supply to Chicago and its metropolitan area for decades. Because of the high withdrawal rate in the past, water levels in the aquifer have dropped significantly over the years. However, since many communities have begun to use water diverted from Lake Michigan, the aquifer water levels are rebounding. Records indicate that static water levels in Elgin's wells have generally risen over the period of 1980-1985. Since the use of the aquifer will be reduced significantly, continued use and/or additional development of the deep aquifer appears to be reasonable. There are two distinct types of shallow aquifers in the Elgin area: sand and gravel deposits associated with periods of glaciation, and shallow dolomite bedrock. While individual wells in sand and gravel deposits can typically yield over 3,000 gallons per minute (gpm),well tests near Elgin indicate that properly designed wells in the sand and gravel deposits would produce only 200 to 1,300 gpm. Local well fields of about 4 mgd could be developed; however, development of shallow wellfields of limited capacity at locations remote from the existing treatment plants is not cost-effective. Transmission mains would be required to deliver the water to the treatment plant at substantial cost. The shallow dolomite aquifer system in the vicinity of Elgin also does not appear to have sufficient yield potential to be suitable for development. Channel or off-channel storage of excess Fox River water is a potential source of additional water supply. A 1967 ISWS report identified three potential sites in the vicinity of Elgin for reservoirs on the main channel of the Fox River or its tributaries, but any of these would produce only small yields. Because the ISWS has determined that the potential for development of any storage projects on the Fox River or its tributaries is small, no further studies have been completed. However, off-channel storage of Fox River water may be possible by diverting high flows in the river to a storage site away from the river channel. This option would require a significant area of land, plus pumping stations and a system of conduits to transport the water to the storage site, and from the storage site to the treatment site. No readily apparent sites for such storage have been identified. The cost associated with development of off- channel storage makes this option less attractive for current expansion. However,off- stream storage may be a viable alternative for Elgin's future supply needs. Expanding the pumping facilities at the existing Fox River intake is the most cost- effective method of substantially increasing the supply to the Riverside treatment plant. Since the City already has a permit for the intake facilities, and the facilities r wP062392 12 r were designed for expansion to 32 mgd, this alternative is the easiest and most economical to implement. It is recommended that the raw water pumping facilities at the river intake be expanded to 32 mgd and that a second 30 inch raw water transmission main be constructed from the intake pumping station to the Riverside WTP. It is also recommended that the six deep wells at the Slade Avenue site should be retained to supplement the river water supply. These wells provide an alternative to the Fox River supply during taste and odor events or in case of temporary contamination of the Fox River. The 5.2 mgd firm capacity of the four operating wells supplying the Airlite WTP is less than the plant's nominal treatment capacity of 8 mgd. Previous studies have indicated that City-owned land at the Airlite WTP can support a wellfield with a capacity up to 9 mgd. It is recommended that consideration be given to constructing a new deep well with a capacity of 2 mgd. This well would increase the total supply capacity to 9.4 mgd, and the firm capacity to 7.2 mgd. However,further study should be conducted to determine the potential for barium contamination before proceeding with design and construction of a new well. If barium contamination remains a problem for the Airlite wells, consideration should be given to developing a shallow well field in the vicinity of the Airlite WTP. Expansion of the Riverside plant beyond the currently recommended 32 mgd will require additional supply. If Fox River supply is considered for future expansion, it is likely that off-channel storage will be required. It is recommended that the City continue to consider the shallow aquifer and off-stream storage sources in planning for meeting future water demands beyond year 2010. D. Water Treatment The combined capacity of the existing Riverside and Airlite treatment facilities, approximately 20.9 mgd, will be exceeded by the projected 1993 maximum day demands. Sufficient improvements will need to be made to expand the capacity of these facilities to meet the projected year 2010 maximum day requirements of 40 mgd. Planning and design of improvements for both the Riverside WTP and the Airlite WTP should begin in 1992. The recommended expansion of these treatment facilities will involve expansion of the Riverside WTP from 16 mgd to 32 mgd, and increasing the raw water supply at the Airlite WTP to allow full utilization of its 8 mgd treatment capacity. In addition, modifications and/or additions to high service pumping and treated water wPO673n 13 r r storage facilities at both plants will also be required to allow proper distribution of the treated water. These combined improvements will enable the City to meet the year 2010 projected maximum daily demand of 40 mgd. The recommended improvements are as follows. 1. Riverside Water Treatment Plant The existing Riverside WTP was placed into operation in 1982 and has a design capacity of 16 mgd. The plant treatment and high service pumping facilities were designed for future expansion. Supply to the plant is provided by a combination of surface water from the adjacent Fox River and groundwater from six deep wells located on the opposite side of the river. River water has been the primary supply source since the plant was placed on line. Unit processes consist of presedimentation for the Fox River supply, diffused aeration for the well supply, excess lime softening with two-stage recarbonation, dual- media filtration using granular activated carbon over sand, and disinfection. Chlorine is used as the primary disinfectant, and chloramines are used to maintain a residual in the distribution system and to control disinfection byproducts. The existing process units consistently produce high quality treated water which meets or exceeds the water treatment goals and requirements. The recommended improvements include a 16 mgd expansion in treatment capacity to 32 mgd and modifications to the existing facilities to accommodate and support the expansion. The existing treatment process of pretreatment, softening, and filtration will remain the same for the expansion, except utilization of ozone oxidation for primary disinfection and taste and odor control may be considered in the future. The facilities involved in the Riverside WTP expansion are shown on Figure IV-1 of Chapter IV. The recommended process schematic is shown on Figure IV-2 of Chapter IV. Expanded raw water intake and transmission facilities will supply raw water to the new treatment facilities. Two 8 mgd pumping units will be installed at the existing Fox River intake and pumping station,increasing its firm capacity to 32 mgd. A second 30 inch raw transmission main will be constructed from the intake and pumping station to the Riverside WTP site to supply water to the new treatment train. During the construction of the intake, the river bottom was excavated in front of the intake. A recent survey of the Fox River bottom indicated that silt deposition varied from 2 to 4 feet. It is apparent that flows into the intake structure are wP06z3n 14 F preventing further deposition directly in front of the intake. Based on the rate of silt deposition, the river bottom should be dredged to the original design depths every 10 to 15 years. The frequency of cleaning the wetwell and amount of silt removed should be monitored to evaluate the need for re-excavation. Since there is apparently no problem with the silt deposition at present, dredging can be deferred. Based on past experience, it is anticipated that the silt deposition may only be a problem under extreme low flow river levels. The new treatment facilities will consist of a pretreatment basin, primary basin, and a secondary basin, each with a 16 mgd design capacity. New sludge control facilities will be provided to handle sludge discharged from the new basins. Sludge will be pumped through the existing 8-inch transmission main to the existing lime residue disposal facilities. Approximately 58 percent of the total volume of the existing lime residual (sludge) disposal facilities have been filled. By raising the internal berms and outlet structures approximately 8 feet, as proposed under the original design for this facility, additional storage capacity can be provided. However, the Water Department staff is currently investigating the feasibility of land application of the lime sludge from this facility. If land application is implemented, extension of the lagoon berms could be delayed. However, even with land application, it is likely that additional storage capacity will be required in the future. The existing filters and clearwells will be expanded with a filter building addition housing four 4.0 mgd filters. The new filters will be configured similar to the existing filters. Other modifications will address reducing hydraulic surging in the filter wash water drain piping and revised chemical feed points of application. The existing wash water recovery basin will not have to be expanded. Transfer pumping facilities will be expanded with the installation of three 8 mgd transfer pumps. A second transmission line interconnected with the existing transfer pump discharge line will be provided to transfer treated water to the storage reservoirs. A new 5.0 million gallons (MG) ground storage reservoir will be constructed north of the existing 1.0 MG ground storage reservoir. This will provide 6.0 MG of treated water storage on the plant site. The 6.0 MG plant site storage represents approximately 20 percent of the plant design capacity and is within recommended capacities for flexibility in handling fluctuations in plant operations. This storage, in conjunction with all of the other system storage and available ground water treatment capacity, can provide approximately one and a half days of emergency water supply WP062392 15 P C in the event the Fox River supply is temporarily contaminated, based on an AAD rate for the year 2010. A second building addition will be constructed on the northeast corner of the chemical building. The two story addition will house new laboratory facilities on the operating floor level and relocated ammonia and fluoride chemical facilities in the basement. Expanded heating, ventilating and air conditioning (HVAC) equipment for the building addition will also be located in the basement. Space consideration will also be given for the possible future addition of chlorine dioxide facilities within this space. Facilities within the existing chemical building will be modified and/or expanded to support the plant expansion. These modifications will involve laboratory and administrative facilities; high service pumping facilities; chemical feed and storage facilities; and related structural, electrical, and mechanical systems. A portion of the existing laboratory will be converted to an operator's laboratory with the remaining laboratory space used to expand the office and administrative areas. The former meter shop area will be utilized as part of the new laboratory since the meter shop will be moved to the new Slade Avenue facilities. The expanded laboratory will incorporate facilities for operational monitoring, as well as compliance monitoring for bacteriological, organic, and inorganic contaminants. Additional space required to perform certified tests for outside utilities will be provided. The existing high service pumping facilities for the Low Service Level, in conjunction with the Slade Avenue high service pumping facilities, are adequate to serve the Low Service Level. The firm pumping capacity of 26.5 mgd for the combined facilities exceeds the pumped capacity required to meet maximum hour demands for the year 2010. However, the Riverside high service pumping facilities for the High Service Level will need to be expanded to 16.0 mgd to meet year 2010 demands in conjunction with the Airlite pumping facilities. As demands in the High Service Level increase, the two existing 2.0 mgd pumping units will be replaced with 4.0 mgd units and eventually a fourth 4.0 mgd pumping unit will be installed in the space provided. New automatic controls for the High Service Level pumps will be provided to control the pumps, based on water level in the Airlite elevated tank. Existing chemical storage and feed facilities will be modified and expanded to handle the increased treatment capacity. A third lime bin and lime slaker will be installed and a second carbon dioxide storage tank will be furnished. Modification of other chemical feed systems will generally involve additional feeders or metering pumps and related appurtenances. C wPO6z3n 16 r r The equipment of both the existing and new facilities will be controlled and monitored from the central control room located in the chemical and filter building. A new computerized supervisory control and data acquisition system will be installed to monitor and control the various functions of the treatment process and high service pumping operations. This computerized system will be expanded to include control and monitoring of the Airlite WTP as well. The architectural treatment of the building expansions will match existing building architecture. Exterior materials and their coloration will be chosen to be compatible with the existing treatment facility, and reflect current design standards. Potential future facilities that could become part of the Riverside WTP treatment process include ozone, chlorine dioxide, and granular activated carbon contactors. Ozone and chlorine dioxide are typically considered for primary disinfection when the use of free chlorine results in unacceptable THM concentrations. Expansion of the Riverside WTP should incorporate provisions for implementation of either of these two disinfectants. If future developments indicate that chlorine dioxide can be safely and efficiently used as an alternative to chlorine, facilities for the generation of chlorine dioxide could be added at significantly less cost than ozone facilities. However, further testing to evaluate the effectiveness of chlorine dioxide for taste and odor control is warranted. Bench scale testing by city personnel has demonstrated that chlorine dioxide is ineffective in controlling tastes and odors at the Riverside WTP. Ozone is the most effective alternative to free chlorine as a primary disinfectant with respect to meeting the recent SDWA regulations. Ozone is a stronger oxidant than either chlorine dioxide or free chlorine. Limited pilot plant testing on spiked samples has shown it to be effective in controlling tastes and odors, and it does not promote the formation of THM compounds. The chief disadvantage of using ozone is the high capital and energy costs of ozone generation and dissolution systems. Additional ozone pilot plant testing is currently in progress at the Riverside WTP. The results of this testing will determine if ozone should be considered for the Riverside WTP. If ozone facilities are required in the future, it is recommended that they be located ahead of the filters. The combined secondary base effluent would be passed through the ozone contactors, and would then be repumped to the filter influent. The use of post-filtration granular activated carbon(GAC) contact columns is not required at the Riverside WTP. If GAC facilities are required in the future, concrete downflow gravity contactors would be the least costly alternative. There is sufficient F WP062392 17 r r space on the existing Riverside WTP site for future GAC contactors. Plant hydraulics and ground ound elevations would make it necessary for the water to be pumped from the filters to the GAC contactors, from the contactors to the treated water storage reservoirs, and finally to the distribution system. 2. Airlite Water Treatment Plant The Airlite WTP is located on Airlite Street north of Larkin Avenue and has an approximate rated capacity of 8.0 mgd. Unlike the Riverside WTP, this plant provides only single stage softening. Plant operating records show that the treated water goals are consistently achieved. The Airlite WTP is typically operated for only one shift per day. It is expected that this operating scheme could hinder effective treatment, because the solids in the upflow clarifiers would settle when the plant is not operating. However, no decline in treated water quality is evident from recent daily operating records. The recommended expansion and modification of these supply and treatment facilities will involve the addition of a new deep well, conversion of the existing high service pumping facilities to dual-level pumping, and modification of the point of ammonia feed within the process train. The current 5.2 mgd well supply capacity to the Airlite WTP which is less than the plant's rated capacity of 8.0 mgd. Consideration should be given to adding a new 2.0 mgd deep well. Further studies should be conducted to determine the potential for barium contamination before proceeding with design and construction of the new deep well. If barium contamination is a problem, consideration should be given to development of a shallow well field in the vicinity of the Airlite WTP. Disinfection at the Airlite plant is accomplished with chloramines. This method will probably not meet disinfection requirements of the pending Groundwater Disinfection Rule(GDR). Under the recommended improvements,modifications will be made to provide disinfection with free chlorine by relocating the point of ammonia feed to the filter effluent. The Airlite WTP pumping station will be converted to a dual-level facility serving the High Service Level and the West Booster District. The pumping station currently serves only the High Service Level. The existing power supply and distribution system will require upgrading to meet the electrical power requirements of the Airlite WTP after the south bay pumps are replaced. wP062392 18 F C 3. Staffing Requirements A cursory review of the organization and staffing positions directly related to water treatment was performed to identify additional staffing requirements related to the proposed expansion and improvement and increasing testing and monitoring requirements. Based on the current staffing levels, current treatment process, in- house laboratory testing,level of automation, age of the existing facilities, and present division of maintenance responsibility between the Water Department and Public Works, it is recommended that the current staffing level of 34 people should be increased by 6 people. The organization structure summarizing the recommended staffing additions is shown on Figure IV-4 of Chapter IV. Not all of the additional positions will be required initially. The need for the water treatment laborers and a laboratory chemist will be dependent on the increase in water demand and the City's decision regarding expansion of laboratory services. 4. Recommended Program of Improvements To successfully implement an expansion program of this magnitude,it is desirable to divide the expansion into manageable contracts. The proposed expansion improvements could basically be divided into as many as five separate contracts. The general scope of each contract is as follows: • Riverside WTP Expansion. The scope of work under this contract includes the construction of facilities to accommodate expansion of the plant's treatment capacity to 32 mgd. The major elements involved in the expansion include a pretreatment basin and rapid mix chamber; a primary basin; a secondary basin and rapid mix chamber; sludge control building; chemical and filter building expansions for the addition of four filters, relocated and expanded laboratory, and new chemical storage and feed systems; expansion of existing chemical feed and storage facilities; modifications to administrative area; new computer-based control and monitoring system; 5.0 MG ground storage reservoir; associated electrical and mechanical improvements, and appurtenant work. • River Intake and Pumping Station Expansion. The scope of work under this contract includes the installation of two 8 mgd pumps at the Fox River intake to increase the firm pumping capacity to 32 mgd, and the construction r wP062392 19 r of the second 30 inch raw water transmission main from the intake to the Riverside WTP site. • Sludge Disposal Lagoons. The scope of work under this contract involves raising the interior berms and outlet structures approximately 8 feet to provide additional storage capacity. • Airlite WTP High Service Pumping Modifications. The scope of work under this contract involves conversion of the existing high service pumping facilities to a dual-level pumping facility. Four of the existing high service pumping units will be replaced with higher head pumping units that will allow water to be pumped directly to the West Booster District. The existing dual pump discharge header piping will be separated and additional yard piping installed to connect to a new transmission main. In addition to the pump modifications, the point of ammonia feed within the plant will be relocated to the filter effluent piping to provide a higher degree of primary disinfection with free chlorine. • Airlite WTP Well Supply. The scope of work under this contract involves the construction of a new 2 mgd deep well to increase the total firm supply capacity to Airlite WTP to approximately 7.2 mgd. Before proceeding with the design and construction of the well, further study is required to verify its location and anticipated capacity and to evaluate the potential for barium contamination. The division of contracts was based on logical division of the work and prioritization of the improvements for each facility. The extent of the Riverside WTP improvements may be affected by the results of the pilot plant study scheduled to be completed in the spring of 1992. The timing of adding the new raw water supply well will depend on water demands, the ability of the existing wells to meet demands, and the degree of reliability the City will require for this facility. Consideration should be given to temporarily delaying implementation of the sludge lagoon modifications pending the outcome of the City's land application program. Figure IV-6 of Chapter IV shows a recommended phased construction schedule for the Airlite WTP modifications and the Riverside WTP expansion. C wP062392 20 C r A preliminary opinion of probable project costs for the recommended water treatment studies and improvements is as follows: Water Treatment Plant Improvements Summary of Probable Project Costs Opinion of Probable Cost Riverside WTP Expansion Raw Water Supply 320,000 Water Treatment Plant 10,200,000 Sludge Disposal Lagoons 1480.000 Subtotal-Probable Construction Cost 12,000,000 Contingencies, Engineering, Legal, Administrative 3.180.000 Total Probable Project Cost-Riverside WTP Improvements $15,180,000 Airlite WTP Modifications 2 mgd Deep Well 750,000 Pumping Station Modifications 225,000 Subtotal-Probable Construction Costs 975,000 Contingencies, Engineering, Legal, Administrative 259.000 Total Probable Project Cost-Airlite WTP Improvements $1,234,000 The total probable project cost for Airlite WTP improvements is$1234 000. The P J P > total probable project cost for Riverside WTP improvements is $15,180,000. Probable cost for the Riverside WTP does not include any cost for possible future ozone facilities. The costs reflect 1992 price levels without escalation for probable future inflation. A contingency allowance of 10 percent and a 15 percent allowance for engineering, legal, and administrative costs are included in the cost figures. E. Water Distribution �i The existing water service area is divided into three service levels designated as the Low Service Level, the High Service Level, and the West Booster District. High service pumping to the distribution system is done at three locations. Pumping to the Low Service Level is provided at the Riverside WTP and at the Slade Avenue pumping station. Pumping to the High Service Level is provided by both the Riverside WTP and the Airlite WTP. The Lyle Avenue booster pumping station wr062392 21 r r takes suction from the High Service Level and pumps to the West Booster District. Two small booster pumping stations are used intermittently to boost pressures along the extreme northeast and southeast portions of the Low Service Level. The existing distribution system includes four elevated tanks with a combined total storage volume of 2.5 million gallons. Hydraulic analyses were conducted to identify present deficiencies in the distribution network, to evaluate the City's current capital improvements plan, and to establish an improvement program to reinforce and expand the system to meet projected water demands through the year 2010. An initial series of analyses were conducted for the purpose of calibrating the computer model. The calibration analyses simulated the highest recorded maximum hour demand of 31.6 mgd,which occurred on June 6, 1988. The calibration analysis indicated several deficiencies in the existing distribution system in the Low Service Level. No deficiencies were noted in the High Service Level. Pressures less than 30 psi were calculated in southeastern portion of the Low Service Level. These low pressures are the result of relatively high water use by the Village of Bartlett, and inadequate distribution system gridding south of Bode Road. Low pressures were also calculated in the southwestern portion of the Low Service Level, along the boundary between the Low and High Service Levels. The calibration analysis clearly indicated that the Congdon Avenue and Commonwealth Avenue elevated tanks do not operate effectively in the existing distribution system. A series of year 2010 analyses were conducted to review the City's current improvements plan and to identify the future facilities necessary to serve the West Booster District and areas in the northeast corner of the Study Area. The main improvements planned for the Low Service Level greatly reduced head losses across the system, even at the higher year 2010 flows. However, the locations and sizes of the recommended mains would not allow effective utilization of the existing and planned elevated tanks. A series of analyses were performed to develop a revised plan of improvements to meet the water requirements projected for year 2010. The revised plan includes the development of a fourth service level designated as the East Booster District. The recommended plan of improvements developed from the analyses is shown on Figure V-4 of Chapter V and summarized below. C r wPo623n 22 F C 1. Low Service Level Upon completion of the new Slade Avenue pumping station, the total installed pumping capacity from the Riverside and Slade Avenue facilities to the Low Service Level will be 32.5 mgd. The firm capacity, with the largest unit out of service, will be 26.5 mgd, which is adequate to meet year 2010 demands. The Shales Parkway elevated tank, which is currently under design, should have a volume of 2.0 MG and an overflow elevation of 925 feet. Upon completion of Shales Parkway elevated tank, the existing Commonwealth Avenue elevated tank can be retired. Also, the Congdon Avenue elevated tank will be ineffective in supplying water to the Low Service Level. However, it can be used as a suction storage for a future pumping station which would supply the planned East Booster District. Elevated storage in addition to the Shales Parkway elevated tank is not recommended for the Low Service Level at this time. However, if demands in the southwestern portion of the Low Service Level increase significantly more than projected, or if wholesale customers, such as the City of South Elgin, are added to the system, a second elevated tank, referred to as the Elgin Sports Complex elevated tank, should be considered. The tank should have a volume of 1.0 MG and an overflow elevation of 925. Ground storage at the Slade Avenue pumping station should be used to help meet maximum hour demands. The current 4.0 MG storage volume at Slade Avenue is adequate; however, the existing 2.0 MG reservoir is in poor condition and should be replaced. Several of the previously planned main improvements in the Low Service Level will not be required to meet year 2010 demand. However, some of the planned mains will improve fire flows and may be justified for that reason. The sizes of several of the previously planned improvement mains were adjusted. Improvements in the Low Service Level will increase transmission capacity and hydraulic gradients to the areas which are served by the existing pressure reducing valves separating the High and Low Service Levels. Because of the high maintenance costs associated with the valves, it is recommended that all eight of these pressure reducing valves be retired once the system improvements have been completed and system pressures increase. A transfer line should be considered to enable water treated at the Riverside WTP, and pumped into the Low Service Level, to be delivered to underground storage tanks located at the Airlite WTP. This transfer line will increase system r wP062392 23 r C reliability in serving both the High Service Level and the West Booster District. It will also provide flexibility in the operation of the Airlite WTP. 2. East Booster District A new booster district should be established to serve the high ground in the northeastern corner of the Study Area. A booster pumping station to serve this East Booster District should be located adjacent to, and should take suction from, the existing Congdon Avenue elevated tank. The station should be equipped with three pumping units with a total capacity of about 4 mgd, and a firm capacity, with the largest unit out of service, of 2 mgd. Elevated storage for the East Booster District should be provided by two elevated tanks. Upon completion of the Shales Parkway elevated tank, the existing 0.5 MG Congdon Avenue elevated tank will be ineffective for supplying water to the Low Service Level. However, this tank can remain useful as a suction reservoir for the recommended booster pumping station serving the East Booster District. A second elevated tank should be constructed on high ground near the intersection of Beverly Road and Shoe Factory Road. The Beverly Road elevated tank should have a volume of 0.5 MG and an overflow elevation of 975 feet. A distribution grid of 12 inch mains should be constructed for the East Booster District. A 16 inch main is recommended between the Congdon Avenue booster pumping station and the Beverly Road elevated tank. Check valves should be installed on all 12 inch mains between the East Booster District and the Low Service Level, allowing the East Booster District to be fed directly from the Low Service Level at reduced pressures if the Congdon Avenue booster pumping station is out of service. Also, once sufficient facilities are available to supply the area north of Interstate Highway 90, the existing Dundee Avenue booster pumping station should be retired and a check valve installed in its place. 3. High Service Level The Airlite WTP high service pumping station should be converted to a dual- level facility serving the High Service Level and the West Booster District. Three of the seven existing pumps will continue to pump to the High Service Level, providing approximately 7 mgd capacity. The remaining pumping capacity to the High Service Level will be provided at the Riverside WTP. The total pumping capacity from the Riverside WTP to the High Service Level should be about 16 mgd to meet year 2010 demands in conjunction with the Airlite r WP062392 24 f WTP. There is space available for a total of four High Service Level pumping units, requiring the replacement of two 2 mgd units with 4 mgd units plus the addition of one new 4 mgd unit as demands increase. Controls should be installed to allow automatic operation of the Riverside WTP High Service Level pumps based on water level in the Airlite elevated tank, replacing the current method of manual operation. Ground storage volume at the Riverside WTP which exceed the amount required for plant operation will be used to help meet maximum hour demands in the High Service Level. Elevated storage for the High Service Level should be provided by the existing Airlite elevated tank and the currently planned Randall Road elevated tank, which should be constructed after conversion of the Airlite WTP high service pumping station to a dual-level facility. The Randall Road elevated tank should have a volume of 1.0 MG and an overflow elevation of about 971 feet. Once the Randall Road elevated tank is completed, control of the Airlite pumps to the High Service Level should be automatic based on the water level in the Randall Road elevated tank. Several of the previously planned main improvements in the High Service Level will not be required to meet year 2010 demands, and several others are recommended to be revised. 4. West Booster District The portion of the Study Area west of Randall Road above ground elevation 840 should be served by the West Booster District. Recommended improvements for the West Booster District are based on providing a maximum flow of 5 mgd to the Huntley development located northwest of Interstate Highway 90 and State Highway 47. The West Booster District should be supplied from three locations - the Airlite WTP, the Lyle Avenue booster pumping station, and the planned Fox Lane booster g P pumping station. The total required firm capacity is about 15.6 mgd. When the pumping station at the Airlite WTP is converted to a dual-level facility, the southern bay of pumps must be replaced with new pumps having a rated head of about 230 feet. The firm capacity of these pumps should be about 6 mgd. Operation of the pumps should be based on the water level in the recommended Coombs Road elevated tank. As demands increase in the northern portion of the West Booster District, one of the 2 mgd pumps at Lyle Avenue should be replaced with a 4 mgd unit. r wP062392 25 r rThe recommended Fox Lane booster pumping station should be constructed after the Lyle Avenue booster pumping station has been expanded and the Airlite WTP rpumping station has been converted to a dual-level facility. The station should be equipped with two 2 mgd pumping units. In addition to the existing 1.0 MG Alft Lane elevated tank, a second tank, referred to as the Coombs Road elevated tank, should be constructed near the inter- section of US Hwy 20 and Coombs Road. The tank should have a volume of 1.0 MG rand an overflow elevation of 1,060 feet. Extensive distribution system griding with water mains is required to serve the !' developing West Booster District. 5. Phased Distribution System Improvements Recommended phased improvements and an opinion of probable project costs are summarized as follows: r Phased Distribution System Improvements Summary of Probable Project Costs Opinion of Probable Cost Description First Second Third Phase Phase Phase Low Service Level Shales Parkway elevated tank 2,500,000 -- Distribution mains 2,020,000 1,610,000 230,000 Subtotal Low Service Level $4,520,000 $1,610,000 $230,000 East Booster District Congdon Avenue BPS and valve vault 590,000 -- -_ Beverly Road elevated tank 700,000 -- __ Distribution mains 1,630,000 1,600,000 __ Subtotal East Booster District $2,920,000 $1,600,000 __ High Service Level Randall Road elevated tank -- 1,400,000 __ rif Distribution mains 2,310,000 700,000 1,400,000 16" transfer line 1,200,000 Subtotal High Service Level $2,310,000 $3,300,000 $1,400,000 r West Booster District Replace existing 2 mgd pump at Lyle Ave BPS with 4 mgd pump -- 20,000 r Fox Lane BPS -- 550,000 Coombs Road elevated tank 1,400,000 Distribution mains 4,520,000 6,100,000 5,500.000 r Subtotal West Booster District 4,520,000 6,120,000 7.450.000 Total Distribution System Improvements $14,270,000 $12,630,000 $9,080,000 F wPO623n 26 r r First phase improvements are recommended for construction between 1992 and 1995. Second phase improvements cover the period from 1996 to year 2000. Third phase improvements are recommended between year 2001 and year 2010. The costs reflect 1992 price levels without escalation for inflation. A contingency allowance of 10 percent and a 15 percent allowance for engineering, legal, and administrative costs are included in the cost figures. C r C C r C C C r C C wP062392 27 i i i i r CHAPTER I WATER REQUIREMENTS r r r r r r TABLE OF CONTENTS Page I. Water Requirements I-i r A. Study Area I-i B. Population I-1 1. Historical I-1 2. Projected I-4 C. Water Requirements I-7 1. Historical Water Use I-7 2. Projected Water Requirements I-11 LIST OF TABLES Table Page, C I-1 Historical U.S. Census Population I-2 rI-2 Number of Residential Customers I-3 1-3 Historical Population by Census Tract I-3 r I-4 Existing and Projected Population by Service Level I-5 1-5 Population by Planning District and Service Level I-6 I-6 Historical Water Use I-7 1-7 Historical MD Water Use by Service Level I-8 I-8 Historical Unaccounted-For Water I-9 I-9 Retail vs. Wholesale Metered Sales I-9 I-10 Retail Metered Sales by User Classification I-10 I-11 Per Capita Residential Water Use I-10 1-12 Residential Water Use by Use Rate Category I-11 I-13 Design Wholesale Metered Sales I-13 I-14 Study Area Design Water Requirements I-13 I-15 Design AAD Water Requirements by Class and Service Level I-14 I-16 By-Class Peaking Factors I-15 I-17 Design Water Requirements by Service Level I-15 C W33B112291 TC I-1 P r LIST OF FIGURES Following Figure Page I-1 Study Area I-1 I-2 Population I-5 I-3 June 6, 1988 Hourly Demand I-7 I-4 Water Use I-14 r r I C r C C P C C C r W3.113112291 TC I-2 r r I. Water Requirements The planning period for this comprehensive master plan is from the present to the year 2010. To establish future water requirements, the limits of the service area must be identified and past, present, and projected future population and water use data must be evaluated. Based on the projected requirements, the capacities of the improvements to Elgin's water supply, treatment, and transmission systems can be established. A. Study Area The Study Area for this report is shown on Figure I-1. The Study Area includes the entire area within the current Elgin city limits. It also includes areas to the east and west of the city which have been indicated by City planning personnel to be potential water service areas. Figure I-1 also shows the location of 34 planning districts which were established for this study to aid in the determination of future population and water demands. Planning district boundaries include natural barriers, census tract boundaries, and expected water pressure zone boundaries. Year 1980 census tract boundaries within the 1980 corporate limits are also shown on Figure I-1. The cities of Bartlett and Sleepy Hollow, which currently purchase water from Elgin for resale to their customers, are considered separately. They are not included in the Study Area and their service populations are not included in the total populations presented in this study. B. Population 1. Historical Historical U.S. Census population for Elgin is presented in Table I-1. The !' results of the 1980 and 1990 census counts indicate an average population increase of about 1,300 people per year over the past ten year period. A review of the 1. number of residential customers indicates that in recent years the service population may have been growing at an even faster rate. r W378112191 I-1 r r r • r E . . • I • c . r -32 (PART) E: 2 1 a. Ir . 7.---_____ 1-J 32 ( PART ) . 4 • • . 2 - 1 • r • � � C ' • r-1 - 1 \. I r ___ .. 8045 ill r . . . 12 •. L E "_' 2000 0 2000 4000 6000 i I .r S. I ��- SCALE IN FEET I I 26 Pr 4......: ----- CI ELGIN, ILLINOIS IS 8518 (‘ STUDY AREA BLACK e, VEATCH 1992 FIGURE I _I r r _ Table I-1 Historical U.S. Census Population Year I Population 1890 17,823 1900 22,433 1910 25,976 1920 27,454 r 1930 35,929 1940 40,000 r1950 44,000 1960 49,447 1970 55,691 1980 63,798 1990 77,010 The City provided data on the number of residential customers for 1986 to 1990. The number of single family customers has increased steadily in the past four years. U.S. Census data indicates that the average number of persons per single family residence in Elgin is about 2.7. Based on the average growth rate of about 550 customers per year and a population per household of 2.7, the service population in rsingle family residences has increased by an average of about 1,500 people per year over the past four years. The total population increase would be expected to be r slightly higher, assuming that population growth of multi-family residences would be consistent with the growth of single family customers. Historical numbers of residential customers are listed in Table I-2. The 1990 population data by census tract was not available at the time of this writing. However, a special census for the City of Elgin was conducted in 1988. rRecent population growth by census tract was evaluated using the 1980 and 1988 census counts. This evaluation shows that, in general, the central portion of the city r experienced little or no population growth, and in some areas lost population, between 1980 and 1988. The 1980 and 1988 populations by census tract for the City of Elgin are shown in Table I-3. W3JB112191 I-2 r r Table I-2 Number of Residential Customers Year Single Family Multifamily Number Change Number Change 1986 14,221 3,128 1987 14,666 455 3,121 (7) 1988 15,081 415 3,120 (1) 1989 15,847 766 3,127 7 Average 549 0 r Table I-3 Historical Population by Census Tract Census Tract 1980 Count 1988 Count Change 8044 10,975 13,777 2,802 8045 45 1 (44) 8505 24 22 22 8506 520 683 163 8508 5724 5,650 (74) 8509 765 936 171 r 8510 6,051 6,079 28 8511 6,916 7,032 116 8512 415 320 (95) 8513 8,586 9,149 563 8514 5,613 5,839 226 r8515 977 984 7 8516 5,453 5,427 (26) r 8517 0 816 816 8518 2,209 2,604 395 8519.01 7,813 9,220 1,407 8519.02 1.009 1.079 70 Total 63,095 69,618 6,555 r W33B112191 I-3 r r k r 2. Projected The City planning department provided ultimate population projections for the Study Area based on the City's land capacity models for ultimate development. Land capacity models were provided for three of four service levels which comprise the Study Area as described below: • Low Service Level: Planning Districts 1 through 13. No land capacity model has been developed for this zone. Much of this area is currently developed; however, there is undeveloped land on the eastern edge of the Low Service Level supporting several smaller planned developments. • High Service Level: Planning Districts 14 through 21. A land capacity model was provided for the undeveloped land in the High Service Level east of Randall Road. Numerous developments are planned along the western edge and in the southern portion of the High Service Level. According to the City's land capacity model, there is room for an additional population of about 6,900 in the High Service Level. • West Booster District: Planning Districts 22 through 31. The West Booster District includes the entire Study Area west of the High Service Level. Two land capacity models were provided for this area. The first, referred to by the City planning department as the"West Zone",includes the area from Randall Road west to Coombs Road. Much of this area is currently undeveloped. The land capacity model indicates an ultimate population of about 30,000 for the "West Zone". The second land capacity model, referred to as the "Far West Zone", includes the area west of Coombs Road to State Highway 47. Most of this area is undeveloped with an ultimate projected population of about 85,000. According to City planning personnel, much of the area in the "Far West Zone" is unsuitable for development and future developements will tend to be patchy. • East Booster District: Planning District 32. The East Booster District is in the currently undeveloped northeastern corner of the distribution system. City planning personnel expect this area to develop rapidly in w33s112191 I-4 r conjuction with nearby commercial developments. The land capacity model indicates an ultimate population of about 9,500 for this area. For this study, the projections of year 2010 service population are based on continued growth as has been experienced during recent years. The projected year 2010 population is approximately 70 percent of the ultimate population indicated by the City's land capacity models. The retail water service area is expected to expand significantly beyond its current limits. Population in the central portion of the city is assumed to remain constant,with growth occurring in currently underdeveloped areas on the east and west. The population projections used for this report were selected after consultation with City planning personnel. The year 2010 projected population of 125,000 relates to a growth rate of about 2,500 people per year. Historical and projected populations are shown on Figure I-2. Estimated year 1990 and projected year 2010 populations by service level are summarized in Table I-4. r Table I-4 Existing and Projected Population by Service Level Service Level Year 1990 Year 2010 Low 49,000 52,000 High 25,000 33,000 West 3,000 32,500 East 0 7,500 Total Study Area 77,000 125,000 A detailed breakdown of design population by planning district and service level is shown in Table I-5. The 1980 population by planning district was based on detailed U.S. Census data by block numbering area. The year 1990 population by planning districts was then determined using the historical growth patterns indicated in Table I-3. C W3JB112191 I-5 C PI, rig rot rum rot roma rill !""'" els ice'/ Imo roe roe Iry roil rois 140- 120 - / 7, 100- 0 a co = 80 - z ° 60- Q J a a 40 - 20 - HISTORICAL PROJECTED 1890 1900 1910 1920 1930 1940 1950 1960 1970 1980 1990 2000 2010 YEAR ELGIN, ILLINOIS m POPULATION 1■4 BLACK 8 VEATCH N 1992 r Table I-5 Population by Planning District and Service Level rPlanning District 1980 1990 f 2010 Low Service Level 1 13 100 100 2 2,464 2,500 2,500 3 5,838 5,800 5,800 4 3,803 3,800 3,800 5 9,343 10,000 10,000 6 5,733 5,700 5,700 7 6,234 6,400 6,400 8 0 900 900 9 3,706 4,800 5,800 10 4,983 5,800 6,800 11 1,975 2,800 3,800 12 36 100 100 13 170 300 300 Subtotal 44,298 49,000 52,000 High Service Level r14 0 100 100 15 3,723 4,000 4,000 16 4,974 5,000 5,000 r17 887 2,600 3,000 18 2,438 4,600 6,000 19 4,302 5,100 6,000 20 1,657 3,500 6,000 21 0 100 2,900 Subtotal 17,981 25,000 33,000 West Booster District 22 0 0 0 23 328 1,000 2,000 24 327 2,000 12,000 25 0 0 6,000 26 0 0 1,000 27 0 0 0 28 0 0 0 , r 28 0 0 3,000 30 0 0 3,000 31 0 0 3.000 Subtotal 655 3,000 32,500 East Booster District 32 0 0 7,500 r W31B112191 I-6 r r r C. Water Requirements 1. Historical Water Use Historical average annual day (AAD) demands for 1985 to 1989 were obtained from the"City Manager Monthly Operations Report." Historical maximum day(MD) demands for 1985 to 1990 were taken from the daily plant operations summary. Maximum day water demands calculated by the City take into account daily changes Ein storage volumes. Average annual day and maximum day demands for 1984 were taken from the 1989 report on Water System Distribution Analysis by Donohue & Associates. Maximum hour (MH) demands were determined from records of hourly distribution system pumpage and from hourly elevated tank levels. Historical water use is shown in Table I-6. Table I-6 Historical Water Use AAD MD MD/AAD MH MH/MD MH/AAD Year (mgd) (mgd) (ratio) (mgd) (ratio) (ratio) 1984 10.00 13.78 1.38 -- -- -- 1985 9.31 14.88 1.60 22.9 1.53 2.46 1986 9.47 12.51 1.32 18.8 1.50 1.98 1987 9.84 15.67 1.59 26.9 1.72 2.73 1988: 10.70 16.75 1.57 31.6 1.89 2.95 1988 • 10.70 16.75 1.57 25.8 1.54 2.41 1989 10.39 16.63 1.60 28.1 1.69 2.70 1990 10.12 14.85 1.47 _ 18.4 1.24 1.82 Use for Design 1.7 1.7 2.9 ' June 6, 1988 Maximum Day r - July 15, 1988 Maximum Day Hourly demand curves were developed for the days of maximum demand for 1985 to 1990. The hourly demand curve for June 6, 1988, shown on Figure I-3, reveals typical water use characteristics for cities in the Midwest. Demands in excess W3JB112191 I-7 F "I City of Elgin, Illinois June 06, 1988 Hourly Demand 35 MAXIMUM HOUR =31.6 MGD- 30 25 .d MAXIMUM DAY = 16.75 MGD 00 8 11 20 15 10 _' 5 II 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1_ 1 1 1 1 1 1 C, m 00:00 02:00 04:00 06:00 08:00 10:00 12:00 14:00 16:00 18:00 20:00 22:00 01:00 03:00 05:00 07:00 09:00 11:00 13:00 15:00 17:00 19:00 21:00 23:00 Time BLACK & VEATCH 1992 r of maximum day should be provided from system storage, and the storage should be replenished during the night when demands are less than the maximum day rate. Maximum day water use for the Low and High Service Levels for 1985 to 1990, based on the daily operations report, is listed in Table I-7. ri _ Table I-7 Historical MD Water Use by Service Level (mgd) Date Low % of High % of Total Service Total Service Total System June 8, 1985 9.557 64.2 5.323 35.8 14.880 Aug. 22, 1986 8.694 69.5 3.813 30.5 12.507 June 18, 1987 10.830 69.1 4.836 30.9 15.666 July 15, 1988 11.494 68.6 5.258 31.4 16.752 June 6, 1988 11.372 67.9 5.380 32.1 16.752 rJuly 10, 1989 10.945 65.8 5.680 34.2 16.625 June 12, 1990 10.111 68.1 4.740 31.9 14.851 Unaccounted-for water is the difference between the total volume of water delivered to the distribution system and total metered sales. Unaccounted-for water is usually a combination of leakage from the distribution system, unauthorized connections,unmetered uses, and inaccuracies in the pumping station flowmeters and individual customer meters. From 1986 to 1989, the amount of unaccounted-for water varied between about 16 and 18 percent of total production. However, for design, unaccounted-for water will be assumed to be only about 15 percent of total production. The principal reasons for reducing the percentage of unaccounted-for water are that the installation of considerable lengths of new water mains required to serve the future expansion and that the Water Department's water meter replacement program and annual leak survey will result in lower amounts of unaccounted-for water. Historical unaccounted-for water use is shown in Table I-8. r W3JB112191 1-8 r rTable I-8 Historical Unaccounted-for Water r AAD AAD Year Production Sales Unaccounted for Water (mgd) (mgd) (mgd) (%) 1986 9.47 7.72 1.75 18.5 1987 9.84 8.10 1.74 17.7 1988 10.70 8.75 1.95 18.2 1989 10.39 8.70 1.60 16.3 1990 10.12 8.40 1.72 17.0 Use for Design 15 r , Metered sales data by user class for 1986 through 1989 was provided by the r City. The City maintains metered sales data for six user classifications: single family residential, multi-family residential, commercial, institutional, industrial, and unclassified. For this study, single family and multi-family sales are grouped together under the general category of residential uses; commercial and institutional sales are collectively referred to as commercial uses. Unclassified sales includes sales to Sleepy rHollow and Bartlett. Metered sales to Bartlett and Sleepy Hollow are evaluated separately, and the remainder of unclassified sales is included with industrial sales. r"" For this report, metered sales exclusive of sales to Bartlett and Sleepy Hollow will be referred to as retail metered sales as shown in Table I-9. r Table I-9 rRetail vs. Wholesale Metered Sales Total Wholesale Sales Retail Metered Metered Sales Bartlett Sleepy Hollow Sales Year (mgd) (mgd) (mgd) (mgd) 1986 7.723 0.533 0.138 7.052 1987 8.099 0.606 0.178 7.351 1988 8.751 0.639 0.242 7.870 1989 8.695 0.811 0.250 7.634 1990 8.397 0.764 0.219 7.414 r W3JB112191 I-9 r L. r Historical metered retail sales by user classification are listed in Table I-10. Table 1-10 Retail Metered Sales by User Classification Total Retail Year Residential Commercial Industrial Sales (mgd (%) (mgd (%) (mgd) (%) (mgd) 1986 4.518 64.1 1.906 27.0 0.629 8.9 7.052 1987 4.674 63.9 1.736 23.7 0.905 12.4 7.351 1988 5.325 67.6 1.749 22.2 .869 11.0 7.870 1989 5.080 66.5 1.738 22.7 .817 10.7 7.634 1990 4.996 67.4 1.678 22.6 0.740 10.0 7.414 Use for Design 65 25 10 rResidential metered sales and estimated service populations were reviewed to determine the per capita residential use as listed in Table I-11. Table I-11 rPer Capita Residential Water Use Residential Per Capita Year Metered Sales Population Use (mgd) (gpd) 1980 67,798 1986 4.518 68,163' 66.3 1987 4.674 68,891' 67.8 1988 5.325 .69,618" 76.5 1989 5.080 73,314' 69.3 1990 4.996 77,010 64.9 `Population estimated by straight line interpolation. "1988 Special Census r W3JB112191 I-10 r r 2. Projected Water Requirements Future water requirements are based on evaluations of population, historical water use, and metered water sales data. Average annual day use is projected on a per capita basis for residential use, and on a proportional basis for commercial, industrial, and unaccounted-for uses. Wholesale water requirements are projected separately. Maximum day and maximum hour demands are projected on the basis of historical demand ratios. The demand ratios used for this study are typical of communities with similar climate and water use characteristics. For this study,the planning districts are divided into categories of low, medium, and high per capita residential use rates.These rates are based on historical metered sales data for the existing distribution system. A detailed evaluation of per capita residential use by census tract indicated that the average per capita water use varied from 60 gcd to 90 gcd. The high per capita residential rate of 90 gallons per day will be used to determine water use in the West and East Booster Districts. Therefore, as the population in these outlying areas grows, the systemwide average per capita residential use rate will tend to increase. Table I-12 indicates the breakdown of planning districts into low, medium, and high residential use rates, and the design residential demands by water use group. r Table I-12 Residential Water Use by Use Rate Category Residential Use (mgd) Use Rate Planning Districts Category Year 1990 I Year 2010 Low (60 gcd) 1,2,3,4,5,7,14,15 1.96 1.96 Medium (75 gcd) 6,8,9,13,16,19,20 1.90 2.23 High (90 gcd) 10,11,12,17,18,22 to 24 1.71 5.63 FP Total 5.57 9.82 Metered sales to Bartlett and Sleepy Hollow have increased significantly over the past four years. Current contracts with these two wholesale water users establish maximum instantaneous withdrawal rates slightly higher than the maximum daily withdrawal rates. The current maximum contractual withdrawal rates of 3.0 mgd for Bartlett and 0.8 mgd for Sleepy Hollow will be exceeded before year 2010 if growth continues at current rates. Historical average annual day metered sales for Bartlett and Sleepy Hollow are shown in Table I-9. Estimated year 2010 demands for opt W318112191 I-11 r r Bartlett and Sleepy Hollow are based on maximum daily withdrawal rates as established in existing contracts. It is assumed for this study that Bartlett and Sleepy Hollow will provide their own peaking storage facilities. Average day metered sales to the Village of Bartlett increased at a rate of about 0.093 mgd per year from 1986 to 1989. If this rate of increase were to continue, by year 2010, the average day metered sales to Bartlett would be about 2.76 mgd, nearly equal to the current maximum daily withdrawal rate of 3.00 mgd. For this study, the year 2010 maximum day delivery to Bartlett is assumed to be 3.00 mgd. Using a maximum day to average day peaking factor of 1.8, the year 2010 average day metered sales are projected to be 1.67 mgd. Water demands for the Village of Sleepy Hollow have been increasing at an average rate of about 0.04 mgd over the past four years. If this rate were to continue, by year 2010, the average day metered sales to Sleepy Hollow would be about 1.0 mgd; greater than the current maximum daily withdrawal rate of 0.8 mgd. The year 2010 maximum day demand for Sleepy Hollow is assumed to be equal to the current maximum daily withdrawal rate of 0.80 mgd. For this study, the projected averge day metered sales, using a maximum day to average day peaking factor of 1.8, is 0.44 mgd. The City is currently engaged in discussions with a developer who is interested in purchasing water from Elgin. The development is located outside the Study Area, north of planning district 31, and is hereafter referred to as the "Huntley" development. The City has indicated that it would be able to supply up to 5 mgd, and the developer has indicated that this quantity might be required. It is assumed for this study that by year 2010 the Huntley development will be supplied average day and maximum day rates of about 2.8 mgd and 5.0 mgd, respectively. r r k W3JB112191 1-12 r P Design wholesale metered sales are listed in Table I-13. Table I-13 Design Wholesale Metered Sales Base Year 1990 Design Year 2010 Wholesale Customer AAD MD AAD MD (mgd) (mgd) (mgd) (mgd) Bartlett 0.90 1.62 1.67 3.00 1. Sleepy Hollow 0.25 0.46 0.44 0.80 Huntley 0.00 0.00 2.78 5.00 r Total Study Area water requirements are listed in Table I-14. The base year r1990 demands shown in Table I-14 are based on the design criteria presented in this report and are greater than the actual demands experienced in 1990. However, this rincreased level of demand is considered appropriate for master planning purposes. Table I-14 Study Area Design Water Requirements AAD MD MH (mgd) (mgd) (mgd) Base Year 1990 11.4 19.4 32.3 Design Year 2010 23.5 40.0 62.6 t Sample Calculation Design Year 2010 Residential AAD Sales = 9.82 mgd (Table 12) Commercial & Industrial AAD Sales = (9.82/65%)-9.82 = 5.29 mgd AAD Wholesale Metered Sales = 4.89 mgd (Table 13) Total AAD Metered Sales = 9.82+5.29+4.89 = 20.0 mgd Average Annual Day Production = 20.0/85% = 23.5 mgd Maximum Day Use = 23.5 x 1.7 = 40.0 mgd Maximum Hour Use = ((23.5 - 4.89) x 1.7 x 1.7))+(4.89 x 1.8) = 62.6 mgd Residential demands by service zone are calculated using design populations rand residential use rates for each planning district. Design year 1990 commercial and industrial demands for each service area are based on a detailed evaluation of historical metered sales by meter route. Additional commercial and industrial W3JB112191 I-13 r 7 rdemands through year 2010 are allocated to projected commercial and industrial areas as shown on land use maps prepared by the Elgin Planning Department, and maps prepared especially for this study showing additional land use in the"Far West" zone. Unaccounted-for water use by service level is based on the general age of the distribution system and demands by service level. In general, the older central core of the city is expected to have higher unaccounted-for water use than newer, less densely developed outlying areas. Design average day demands for each service level are shown in Table I-15. Historical and projected water requirements are shown on Figure I-4. r Table I-15 Design AAD Water Requirements by Class and Service Level Service Residential Commercial Industrial Wholesale Unaccounted Total Level (mgd) (mgd) (mgd) (mgd) (mgd) (mgd) Base Year 1990 r Low 3.38 1.62 0.56 0.90 1.10 7.56 High 1.92 0.51 0.20 -- 0.52 3.15 West 0.27 0.01 0.05 0.25 0.05 0.63 East -- -- 0.05 -- 0.01 0.06 Total 5.57 2.14 0.86 1.15 1.68 11.40 Design Year 2010 Low 3.63 1.72 0.64 1.67 1.70 9.36 High 2.59 0.83 0.28 -- 0.70 4.40 West 2.93 1.05 0.44 3.22 0.93 8.57 East 0.67 0.18 0.15 -- 017 L17 Total 9.82 3.78 1.51 4.89 3.50 23.50 To reflect the water use characteristics of each water use class, different demand factors are applied to each. Maximum day and maximum hour demands are r then projected by applying these factors to each use class. The ratios are shown in Table I-16 and are based on review of the City's water use characteristics and experience with other water systems. r C W3JB112191 I-14 C r--1 roil rims Pro, rim ego rot roit me rev ell PPS PRI irmi Iry rim mil Pm", 0"411 70- HISTORICAL PROJECTED is.... / 60 50- 0 co 40- f to m cc , . tjj 30`" / � a MAXIMUM HOUR 3 ■ / '1 ■` /` 20- % / % MAXIMUM DAY ° AVERAGE ANNUAL DAY 0• 1 i I 1984 1986 1988 1990 2010 YEAR c ELGIN, ILLINOIS z `" WATER USE H BLACK 8 VEATCH 1992 r Table I-16 By-Class Peaking Factors MD/AAD MH/MD MH/AAD Use Class (ratio) (ratio) (ratio) Residential 2.1 2.0 4.2 Commercial 1.5 1.3 2.0 Industrial 1.2 1.0 1.2 Wholesale 1.8 1.4 2.5 Unaccounted-for 1.0 1.0 1.0 Overall 1.7 1.7 2.9 r Using the average annual day demands by user class as indicated in Table I-15 rand the peaking factors for each class listed in Table I-16, the maximum hour and maximum day demand by service level is calculated as indicated in Table I-17. r Table I-17 Design Water Requirements by Service Level Service Year 1990 Year 2010 Level AAD MD MH AAD MD MH (mgd) (mgd) (mgd) (mgd) (mgd) (mgd) r Low 7.6 12.7 20.7 9.3 15.5 24.0 High 3.1 5.5 9.8 4.4 7.6 13.5 CWest 0.6 1.1 1.7 8.6 14.9 21.6 East 0.1 0.1 0.1 1.2 2.0 3.5 rTotal 11.4 19.4 32.3 23.5 40.0 62.6 r r r r W31B112191 I-15 r 1 ' CHAPTER 11 SAFE DRINKING WATER ACT ASSESSMENT i 1 1 1 1 r r c P i "' TABLE OF CONTENTS Page II. Safe Drinking Water Act Assessment II-1 r A. Existing Facilities and Operating Practices II-1 1. Riverside Water Treatment Plant II-1 rr 2. Airlite Water Treatment Plant II-1 B. Water Treatment Regulatory Requirements 11-6 1. The Safe Drinking Water Act II-6 2. The 1986 Safe Drinking Water Act Amendments 11-7 a. Regulation of Initial 83 Contaminants 11-8 b. The Surface Water Treatment Rule II-12 c. Coliform Control II-14 d. Lead and Copper Control 11-15 e. Monitoring of Unregulated Contaminants 11-16 f. Disinfection Byproducts 11-17 g. Radionuclides II-19 h. Vulnerability Assessments II-19 3. Implementation Schedule 11-20 4. Assessment of Regulatory Trends II-21 C. Probable Impacts of 1986 SDWA Amendments II-22 1. Source Classification II-22 2. Turbidity Reduction II-23 3. Organics Control 1I-24 ,, 4. Disinfection 11-26 a. Riverside Treatment Plant 11-26 b. Airlite Treatment Plant 11-33 r5. Disinfection Byproducts Control II-37 a. Reduced Free Chlorine Contact Times II-40 r b. Disinfection at Reduced pH 11-41 c. Alternative Disinfectants II-41 d. Assessment of THM Reduction Alternatives 11-43 ill 6. Control of Lead and Corrosion Byproducts II-47 7. Coliform Control II-48 r r ANM 112791 TCII-1 L r6` r L r TABLE OF CONTENTS (Continued) Page r8. Radionuclides-49 I1-49 9. Reduction of Treatment Chemical Residuals II-50 rD. Probable Costs of Treatment Facility Modifications 11-51 1. Organics Control I1-52 a. Steel Pressure Contactors II-52 b. Concrete Gravity Contactors II-52 c. Carbon Regeneration II-53 d. GAC System Costs II-53 2. Trihalomethane Control II-54 a. Chlorine Dioxide II-54 b. Ozone 1I-55 E. Recommended SDWA Improvements Implementation Schedule II-55 ,. r LIST OF TABLES rTable Page "" II-1 Riverside WTP Raw and Treated Water Quality II-2 II-2 Riverside WTP Operating Parameters II-4 1I-3 Airlite WTP Raw and Treated Water Quality II-5 II-4 Airlite WTP Operating Parameters 11-6 rI1-5 SDWA Public Notification Requirements I1-8 I1-6 83 Contaminants Scheduled for Regulation Under r1986 SDWA Amendments 11-9 II-7 Current Primary Drinking Water Standards II-10 rII-8 Disinfectants and Disinfectant Byproducts Being Considered for Regulation I1-18 II-9 Schedule for Promulgation of SDWA Regulations II-20 II-10 Summary of Tracer Testing Results for Riverside WTP Secondary Softening Basin 11-27 r ri ANM 112791 TCII-2 P k r r r LIST OF TABLES (Continued) Table Page II-11 Projected T10 Detention Times for Disinfection at Riverside WTP II-28 rII-12 CT Values for 0.5-Log Giardia Cyst Inactivation with Free Chlorine II-29 II-13 CT Values for Riverside WTP Using Current Disinfection Practices II-30 II-14 CT Values for 0.5-Log Giardia Cyst Inactivation with Free Chlorine (pH 9.0 and above) II-31 II-15 CT Values for Inactivation of Viruses by Chloramines II-34 II-16 Estimated Disinfection Contact Times at Airlite WTP 1I-35 II-17 CT Values for Inactivation of Viruses by Free Chlorine II-36 II-18 Distribution System Trihalomethane Levels II-38 r II-19 Riverside WTP Discharge THM Concentrations II-40 II-20 CT Values for Inactivation of Microbial Contaminants by Chlorine Dioxide (pH 6-9) II-46 II-21 Lead Survey Results II-47 II-22 Raw, Treated Water Radium Concentrations 1I-49 II-23 Probable Construction Costs for Carbon Adsorption Systems II-53 II-24 Probable Construction Costs for Chlorine Dioxide Feed Systems 11-54 r II-25 Probable Construction Costs for Ozonation at Riverside WTP II-55 rII-26 Implementation Schedule for SDWA Improvements II-56 C I C ANM 112791 TCII-3 I P LIST OF FIGURES Following Figure Page II-1 Tracer Study Results: Secondary Softening Basin II-27 II-2 Estimated T10 Detention Times for Filters, Filter Influent Pipeline 11-28 II-3 THM Formation Potential: Airlite WTP Recarbonation Basin Discharge II-36 r r r c r r r r P ANM 112791 TCII-4 r r II. Safe Drinking Water Act Assessment A. Existing Facilities and Operating Practices A brief description of the existing treatment facilities is presented below. A detailed discussion of how current operating practices and plant design will affect compliance with current and impending SDWA regulations is presented in Section C. 1. Riverside Water Treatment Plant The 16 mgd Riverside treatment facility began operation in 1982. The plant treats raw water from the Fox River, and from six deep wells. Fox River water typically comprises approximately 90 percent of the raw water treated. However,well water has exceeded 90 percent of the total flow treated during periods of excessive tastes and odors in the Fox River water. Unit processes at the Riverside plant consist of presedimentation (Fox River only), diffused aeration (wells only), excess-lime softening with two-stage recarbonation, dual-media filtration (granular activated carbon over sand), and disinfection using chlorine as the primary disinfectant and chloramines for maintaining a residual in the distribution system and control of disinfection byproducts. Onsite treated water storage capacity is one million gallons. Chlorine is initially added at the secondary softening basin influent pipeline. As the granular activated carbon filter media removes the majority of the chlorine residual from the water, chlorine is also added at the clearwell following filtration. Ammonia is added at the clearwell discharge. Plant records for January 1987 through December 1990 were reviewed to evaluate plant performance capabilities and typical operating practices. A summary of data used in this evaluation is presented in Tables II-1 and I1-2. 2. Air lite Water Treatment Plant The Airlite treatment facility began operation in 1964. The original 4 mgd plant was expanded to 8 mgd in 1970. The plant treats water from four deep wells. Unit processes at the Airlite plant consist of diffused aeration for removal of hydrogen sulfide,single-stage lime softening,recarbonation,filtration,and disinfection with chloramines. Ammonia is currently added at the recarbonation basin influent, ANM071991 II-i r Table 11-1 Riverside WTP Raw & Treated Water Quality r (January 1987 - December 1990) Constituent Average Range r Total Alkalinity, mg/L as CaCO3 River 241 123 - 374 Wells 307 232 - 330 Filter Effluent 62 19 - 135 Total Hardness, mg/L as CaCO3 River 324 152 - 493 Wells 270 238 - 322 Filter Effluent 126 60 - 179 r Calcium Hardness, mg/L as CaCO3 River 164 72 - 266 Wells 162 126 - 215 Filter Effluent 78 25 - 131 Magnesium Hardness, mg/L as CaCO3 River 160 54 - 241 r Wells 107 63 - 144 Filter Effluent 49 11 - 116 pH, units River 8.36 7.46 - 8.99 Wells 7.45 7.08 - 7.83 Presedimentation Basin Effluent 7.98 6.93 - 9.54 r Primary Basin Effluent 11.2 10.0 - 12.4 Secondary Basin Effluent 9.56 7.88 - 11.62 Filter Effluent 8.90 7.47 - 9.56 rTurbidity, NTUs River 19.7 1.2 - 119 Wells 3.2 0.1 - 3.3 Presedimentation Basin Effluent 12.5 1.4 - 50 Secondary Basin Effluent 3.8 0.6 - 20 Filter Effluent 0.13 0.02 - 0.87 Color, units River 29 9 - 52 Presedimentation Basin Effluent 15 1 - 33 Filter Effluent 1 0 - 3 r r ANM071991 11-2 r r i Table 11-1 (Continued) Riverside WTP Raw & Treated Water Quality (January 1987 - December 1990) Constituent Average Range . Odor, units River 40 0 - 243 Presedimentation Basin Effluent 6.7 0 - 39 rFilter Effluent 1.2 0 - 4.2 Chlorine Residual, mg/L Filter Effluent 1.98 1.00 - 3.30 Fluoride Residual, mg/L Filter Effluent 1.02 0.78 - 1.68 rTemperature, degrees C River 13.4 2.0 - 29 Filter Effluent 13.5 0.6 - 30.8 Conductivity, umho/cm River 634 455 - 940 Wells 491 390 - 582 Filter Effluent 435 285 - 710 Chloride, mg/L River 65.9 19.1 - 117.2 Filter Effluent 69.1 20.2 - 113 Sulfate, mg/L Filter Effluent 63.2 30.2 - 104.2 rand chlorine is added at the filter influent. Onsite treated water storage capacity is 2 million gallons. Plant records for January 1987 through December 1990 were reviewed to evaluate plant performance capabilities and typical operating practices. A summary of data used in this evaluation is presented in Tables 11-3 and 11-4. r r r ANM071991 II-3 r .. Table II-2 Riverside WTP Operating Parameters (January 1987 - December 1990) Parameter Average Range rWater Treated, mgd River 8.744 0.500 - 14.192 Wells 0.780 0 - 6.824 Total 9.531 6.814 - 14.375 Filter Operations Run Time, hours 66.4 3.3 - 127 Terminal Headloss, feet 5.4 0.6 - 11.6 Terminal Turbidity, NTUs 0.24 0.01 - 5.4 Washwater Volume, 1,000 gallons per 171 24 - 287 backwash re Chemicals Fed, mg/L Alum: Rapid Mix No.1 23 0 - 60 Chlorine: Aeration Basin* 20.1 0 - 26 Secondary Basin Influent 4.7 0 - 10.8 Filter Effluent 2.2 0.2 - 4.3 r Lime: Primary Softening Basins 214 115 - 325 Soda Ash: Primary Softening Basins 28 0 - 85 Powdered Activated Carbon: Rapid Mix No.1 20 0 - 70 Rapid Mix No.2* 6 0 - 20 Polymer: Filter Influent 0.003 0 - 0.015 Carbon Dioxide: Rapid Mix No.2 31 0 - 58 Filter Influent* 11 0 - 48 it Ferric Sulfate: Rapid Mix No.2 2 0 - 7 Potassium Permanganate: Rapid Mix No.1* 1.0 0 - 1.5 Polyphosphate: Filter Influent* 0.6 0 - 1 Ammonia: Filter Effluent 0.7 0.6 - 1.25 Fluoride: Filter Influent 0.9 0.5 - 1.1 _ * Intermittent use; average based only on days added. r r IP ANM071991 II-4 r r Table 11-3 Airlite WTP Raw & Treated Water Quality (January 1987 - December 1990) Constituent Average Range tTotal Hardness, mg/L as CaCO3 Raw 263 239 - 305 Softening Basin Effluent 113 50 - 192 Filter Effluent 110 72 - 225 Plant Discharge 110 84 - 148 Total Alkalinity, mg/L as CaCO3 Raw 302 264 - 372 Softening Basin Effluent 143 53 - 230 Filter Effluent 123 64 - 231 Plant Discharge 125 78 - 193 r pH, units Raw 7.5 7.2 - 7.9 Softening Basin Effluent 9.8 8.6 - 11.8 Filter Effluent 9.0 7.7 - 10.0 Plant Discharge 8.9 8.1 - 9.5 r Chlorine Residual, mg/L Filter Effluent 2.5 0.4 - 4.0 Plant Discharge 2.3 0.9 - 4.0 Turbidity, NTUs Plant Discharge 0.27 0.03 - 1.20 Fluoride Residual, mg/L Plant Discharge 1.02 0.67 - 1.70 r r r r r ANM071991 11-5 P r k rTable 11-4 Airlite WTP Operating Parameters (January 1987 - December 1990) Parameter Average Range Water Treated, mgd 0.80 0 - 3.89 Filter Operations* Run Time, hours 105 8.4 - 187.5 Washwater Volume, 1,000 gallons 53.1 45 - 63 per backwash Chemicals Fed, mg/L Lime 152 75 - 293 r Ferric 7.2 0 - 33.5 Carbon Dioxide** 10 4 - 17 Chlorine 9.0 1.9 - 45 Ammonia 0.69 0 - 1.90 Fluoride 0.60 0 - 5.50 r * Limited operating data available. ** 4 months data only. B. Water Treatment Regulatory t egulatory Requirements The first national standards for drinking water quality were established by the U.S. Public Health Service in 1914. The standards were revised in 1925, 1942, 1946, r and 1962. In 1974, the Safe Drinking Water Act (SDWA) transferred responsibility for public water supplies to the U.S. Environmental Protection Agency (EPA). The EPA recently revised the SDWA to include an extensive list of additional contaminants. 1. The Safe Drinking Water Act The Safe Drinking Water Act of 1974 mandated that Primary Drinking Water Regulations be established for a number of chemical, physical, and biological constituents. These regulations included maximum contaminant levels (MCLs) for individual contaminants and identified applicable treatment technologies. Following passage of this law, the EPA promulgated National Interim Primary Drinking Water Regulations, which went into effect in June 1977. These regulations established rMCLs for ten inorganic chemicals,six organic chemicals,two categories of radioactive rANM071991 II-6 r contaminants, turbidity, and coliform organisms. An MCL for total trihalomethane (TTHM) compounds was added in 1979, and the MCL for fluoride was revised in r • April 1986. 2. The 1986 Safe Drinking Water Act Amendments Amendments to the Safe Drinking Water Act of 1974 became law in June 1986. In passing these amendments, Congress determined that it is the responsibility of the Federal Government to determine what constitutes "safe" drinking water. The Amendments empower the EPA to set enforceable standards for contaminants in drinking water based upon the level of removal that can be achieved using the "best available" technology, and remove EPA's discretion in determining whether to set standards for contaminants in drinking water. The Amendments also give EPA the power to enforce standards by issuing administrative enforcement orders, rather than the time-consuming (and largely ineffective) process of obtaining court orders to correct system deficiencies. The Amendments require EPA to develop regulations and exercise stricter control of trace contaminants, many of which were relatively unknown when the original SDWA was passed. The amended SDWA required EPA to develop standards for 83 specific contaminants or contaminant groups by mid-1989. The EPA must also develop regulations to require all drinking water systems to disinfect their water, and criteria under which systems that use surface water supplies would be required to provide filtration. Other requirements include limitations on the use of Iead in the installation and repair of water distribution facilities, a revised MCL for lead, monitoring requirements for various "unregulated contaminants", and revised criteria for coliforms in treated water. These specific requirements are discussed in more detail below. Under the amended SDWA, EPA is required to publish a 'Drinking Water Priority List" of additional contaminants which may require regulation in the future. This priority list must be updated and published every three years. EPA must propose National Primary Drinking Water Regulations (NPDWRs) and MCLs for at least 25 contaminants from this list within 24 months of publication, and promulgate NPDWRs and MCLs for these contaminants within 36 months of publication. The first Drinking Water Priority List, published on January 22, 1988, consists primarily of various pesticides, disinfectant residuals, and disinfection byproducts. The first revision of the Drinking Water Priority list, published in January 1991, adds 27 new ANM071991 II-7 r L contaminants to the original list. The new contaminants include manganese, 12 pesticides, and 14 synthetic organic chemicals. EPA has not yet regulated any contaminant from the initial or the revised list. Provisions for public notification of violations of water quality regulations will also be expanded under the revised SDWA, as summarized in Table II-5. Table II-5 SDWA Public Notification Requirements Violation L Description Notification Schedule Tier 1 MC L, Technique, Radio/Television Within 72 Hours Variance/Exemption Schedule Violations Newspaper Within 14 Days Direct Mailing Within 45 Days, Hand Delivery** Quarterly Repeat Tier 2 Monitoring, Testing Newspaper Within 3 Months Violations, Variance/ Exemption Issued Direct Mailing Quarterly Repeat Hand Delivery** * Acute health risk conditions only (as determined by State). ** State may waive if violation corrected within stated period. r a. Regulation of Initial 83 Contaminants. The 83 contaminants identified for regulation in the 1986 SDWA Amendments are summarized in Table II-6. At present, new MCLs or treatment techniques have been promulgated for 55 contaminants (8 volatile organic contaminants, 30 synthetic organic contaminants, 11 inorganic contaminants, 5 microbial contaminants, and turbidity). Current Primary Drinking Water Standards,including the 55 new MCLs and treatment techniques, are summarized in Table II-7. MCLs for 5 radionuclides are currently scheduled to be promulgated by mid-1993, and MCLs for the remaining contaminants are expected by early 1992. r rANM071991 II-8 E r i Table II.6 83 Contaminants Scheduled For Regulation Under 1986 SDWA Amendments rInorganics Antimony Beryllium Cyanide Nickel Sulfate Arsenic Cadmium Fluoride Nitrate Thallium Asbestos Chromium Lead Nitrite Barium Copper Mercury Selenium r Organics Acrylamide Endrin Pichloram r Adipates Epichlorohydrin Simazine Alachlor Ethylbenzene Styrene Aldicarb Ethylene dibromide (EDB) Toluene Aldicarb sulfone Glyphosate Toxaphene Aldicarb sulfoxide Heptachlor Vydate r Atrazine Heptachlor epoxide XyIene Carbofuran Hexachlorocyclopentadiene 1,1,2-Trichloroethane Chlordane Lindane 1,2-Dichloropropane Dalapon Methoxychlor 2,3,7,8-TCDD (Dioxin) Dibromochloropropane PAHs 2,4-D Dinoseb PCBs 2,4,5-TP Diquat Pentachlorophenol Endothall Phthalates Volatile Organic Chemicals Benzene Trichloroethylene Carbon tetrachloride Vinyl chloride Chlorobenzene cis-1,2-Dichloroethylene Dichlorobenzene trans-1,2-Dichloroethylene Methylene chloride 1,1-Dichloroethylene Tetrachloroethylene 1,1,1-Trichloroethane Trichlorobenzene 1,2-Dichloroethane Radionuclides Beta particle and photon radioactivity Radium 226 and 228 Uranium r , Gross alpha particle activity Radon Microbiological and Turbidity r Giardia lamblia Standard plate count Turbidity Legionella Total coliforms Viruses p ANM071991 11-9 p 7 r Table 11-7 Current Primary Drinking Water Standards gaffigggenglifiliiiiiiieriaalitiggaffign:110?:::::::;i:: ::MS:::iiiiMIF::::M....„:,„„::,:i„,,,„:„.:,:::::::::::.:::::::,:::::::::::::::::.: Arsenic 0.05 mg/L Asbestos 7 million fibers/L r Barium 2 mg/L Cadmium 0.005 mg/L Chromium 0.1 mg/L ICopper Treatment Technique fluoride 4 mg/L r Lead Mercury Treatment Technique 0.002 mg/L Nitrate 10 mg/L as N Nitrite 1 mg/L as N Selenium 0.05 mg/L rSilver 0.05 mg/L ,i111111111.04440044.44.*11111111.6 illE1111111.#0111111111111111111: Acrylamide Treatment Technique I Alachlor 0.002 mg/L Aldicarb 0.003 mg/L r Aldicarb Sulfoxide Aldicarb Sulfone 0.004 mg/L 0.002 mg/L Atrazine 0.003 mg/L . . L Benzene 0.005 mg/L Carbofuran 0.04 mg/L r Carbon Tetrachloride 0.005 mg/L cis-1,2-Dichloroethylene 0.07 mg/L Chlordane 0.002 mg/L IDibromochloropropane 0.0002 mg/L Endrin 0.0002 mg/L Epichlorohydrin Ethylbenzene Treatment Technique 0.7 mg/L Ethylene Dibromide 0.00005 mg/L I Heptachlor 0.0004 mg/L Heptachlor Epoxide 0.0002 mg/L r Lindane 0.0002 Methoxychior mg/L 0.04 mg/L Monochlorobenzene 0.1 mg/L ANM071991 11-10 P 7 P Current primTabalrye Ilfrin(cCiTtivtizauteed)Standards .ii;LEI.i"'"'"..;.•':,... ..,22.'.'''''-1.ii-':::: ::::::,'''''''•""''''''''".......•:**,,,m:::::::::::::::::::,:iii:iiii::::::::::::::::::::::::::::::::::::::::::::N:::;:i:::::i0:::::40,Agia0:;iiii]iiiiiiiimiman: .44iillkg=014.F:NWOR:T.IMWii::i:III:::i::::!:i:::::::i::::::;::i:::::: ... ........-.. r • -Dichlorobenzene 0.6 mg/L PCBs 0.0005 mg/L r p-Dichlorobenzene Pentachlorophenol 0.075 mg/L 0.001 mgiL Styrene 0.1 mg/L Tetrachloroethylene 0.005 mg/L Toluene 1 mg/L Total Trihalomethanes 0.10 mg,/L rToxaphene 0.003 mg/L Trans-1,2-Dichloroethylene 0.1 mg/L C Trichloroethylene 0.005 mg/L Vinyl Chloride 0.002 mg/L Xylene (Total) 10 mg/L 1,1-Dichloroethylene 0.007 mg/L 1,1,1-Trichloroethane 0.2 mg/L 1,2-Dichloroethane 1,2-Dichloropropane 0.005 mg/L 0.005 mg/L 2,4-D 0.07 mg/L • 2,4,5-TP (Silvex) 0.05 mg/L gaitiiiiiiiiIiiiIiiii:::::iiingi::::ii r Beta/Photon Activity Gross Alpha 4 mrem/yr 15 pCi/L Radium-226, -228 5 pCi/L C ",..„,„,,,,......„.........„ Giardia lamblia Treatment Technique r Heterotrophic Bacteria lla Treatment Technique Legionella Treatment Technique Absent in minimum of 95 percent of Total Coliforms monthly samples r 0.5 NTU or less in minimum of 95 Turbidity percent of samples C . Viruses Treatment Technique C C CANM071991 11-11 C F b. The Surface Water Treatment Rule. EPA published its proposed "Surface Water Treatment Rule" (SWTR) on November 3, 1987. The primary purpose of the rule is to protect the public from waterborne diseases. The SWTR was finalized on June 29, 1989, and specifies mandatory performance requirements for filtration and disinfection of surface water supplies. The principal requirements of the rule are summarized below. (1) Turbidity removal. The SWTR reduces the MCL for filtered water turbidity from 1.0 NTU to 0.5 NTU, and 95 percent of all samples analyzed must meet the revised criteria. The reduced MCL is based on the desire to maximize removal of microbial contaminants such as Giardia cysts and enteric (intestinal) viruses. The maximum allowable turbidity sampling interval is 4 hours. The SWTR includes provisions for state regulatory agencies to specify a turbidity MCL as high as 1.0 NTU. This determination could be based on analysis of design and operating conditions (adequacy of treatment prior to filtration, overall turbidity removal through the plant, stringency of disinfection, etc.), and/or performance relative to specific water quality characteristics (filtered water microbiological characteristics, particle size ranges). Under this option, the state could consider such factors as source water quality and system size in determining appropriate analysis procedures. The most recent SWTR "Guidance Manual for Compliance with the Filtration and Disinfection Requirements for Public Water Systems Using Surface Water Sources" (the "Guidance Manual") provides additional guidance to the states for determining when a higher turbidity limit might be appropriate. It should be emphasized that the SWTR addresses turbidity of the "filtered" water. Subsequent addition of chemicals for corrosion/pH control and/or fluoridation which may increase turbidity above 0.5 NTU is therefore permissible, provided that the treated water turbidity does not exceed 5 NTU at any time. (2) Disinfection. As directed under the revised SDWA, the EPA must establish new criteria for regulation of five microbial contaminants in drinking water derived from surface supplies: Giardia lamblia cysts (Giardia), enteric (intestinal) viruses, Legionella, heterotrophic bacteria (HPC), and coliforms. EPA has recognized that it is neither economically nor technologically feasible to measure the levels of these contaminants on a regular basis. EPA has therefore promulgated treatment techniques which will result in removal and/or inactivation of these microbial ANM071991 II-12 r contaminants, with primary focus on controlling Giardia cysts and enteric viruses. When these two contaminants are effectively inactivated,the remaining three are also reduced to acceptable levels. The treatment techniques for control of these microbial contaminants are specified in the SWTR, such that a minimum of 99.9 percent removal and/or inactivation is achieved for Giardia cysts and 99.99 percent for enteric viruses. For utilities which filter, disinfection is required to maintain a minimum disinfectant residual of 0.2 mg/L for water entering the distribution system at all times. The SWTR also requires that a "detectable" disinfectant residual be maintained within the distribution system for a minimum of 95 percent of all samples analyzed (on a monthly basis). Where no residual is detected, and a heterotrophic plate count (HPC) analysis indicates less than 500 colonies per mL, the sample will be considered acceptable. Sampling frequencies and locations must be the same as required by the Coliform Rule. The EPA recommends disinfection criteria in the SWTR "Guidance Manual" which establishes disinfection residuals and contact times to be maintained to inactivate Giardia cysts and enteric viruses. Disinfection efficiency is to be evaluated through the use of CT values. CI' values are the product of the disinfectant con- centration, C, and the contact time,T, at the point of residual measurement. The CT values have been developed within controlled laboratory environments for a wide range of temperatures, pH values, and disinfectant residuals. CT values for disinfection with free chlorine are dependent upon water temperature, pH, and the chlorine residual. For disinfection with ozone, chlorine dioxide, and/or monochloramine, CT values are dependent only upon water temperature when pH is between 6 and 9. CT values increase as water temperatures drop (and, for free chlorine, as pH values increase). Disinfectant contact times used in calculating the achieved degree of disinfection are to be determined by field studies using tracer compounds. CF values for inactivation of Giardia cysts and enteric viruses b P cY by monochloramine are high enough to limit future use of this compound strictly to secondary disinfection and/or maintenance of disinfectant residuals within distribution systems. The use of CT values for determining disinfection efficiency is required for systems that do not filter. Use of CT values for systems which filter is not specifically required by the SWTR. EPA indicates that individual state regulatory agency discretion will be allowed in determining appropriate disinfection criteria. Systems must still meet the minimum required 99.9 percent Giardia cyst/99.99 percent enteric ANM071991 II-13 F r virus removal/inactivation criteria, but may not be required to monitor CT values if other state-specified disinfection criteria are met. Systems which do not monitor CT values will, in all probability, be required to demonstrate (through pilot studies) that the minimum disinfection criteria proposed under the 1986 SDWA Amendments are t p p being met. The EPA has recognized that Giardia cysts are readily removed by efficiently- operated conventional treatment facilities using granular media filtration; therefore, credit for 99.7 percent (2.5-log) cyst removal by filtration is to be allowed. Likewise, credit for 99 percent (2-log) removal of viruses by filtration is allowed. Provisions for a minimum additional 68 percent (0.5-log)inactivation of cysts and 99 percent (2-log) inactivation of viruses must therefore be made by disinfection to achieve the minimum required 99.9 percent (3-log) cyst and 99.99 percent (4-log) virus removal and/or inactivation. Virus inactivation well in excess of 99.99 percent is typically achieved when conditions for 99.9 percent removal and/or inactivation of Giardia cysts are maintained. In the most recent SWTR "Guidance Manual," EPA recommends specific minimum Giardia cyst removal/inactivation levels in the 3-log to 5-log range, depending upon the expected degree of cyst contamination in the source water. c. Coliform Control. On June 29, 1989,EPA promulgated revisions to the current regulation governing total coliform levels in water distribution systems. The revised rule expands current coliform monitoring requirements and specifies new MCLs. Principal requirements of the revised rule are as follows: • Compliance with the revised MCLs will be based on presence/absence of total coliforms, rather than specific coliform densities. • Up to 5 percent of the monthly samples analyzed may be coliform-positive. P Y P Y P • Limits for heterotrophic bacteria (HPC) have been established, based on potential HPC interference during coliform analysis. • Fecal or Escherichia coliform levels will be monitored for each sample where the presence of total coliforms is indicated. • Public notification by electronic media (TV or radio) would be required within 72 hours if a positive result indicated the presence of either fecal or Escherichia coliforms. ANM071991 II-14 r • The overall monitoring requirements associated with the rule may entail increased sampling because of the increased repeat monitoring requirements being proposed. EPA recently modified the Total Coliform Rule to allow states to use a variance procedure for utilities encountering nonfecal biofilm problems in their distribution systems. Some coliform species, which are not classified as fecal, produce positive analytical results in total coliform and fecal coliform tests. Under the revised rule, variances will be available for utilities which experience persistent problems with the coliform rule compliance due to growth of non-fecal/non-pathogen bacteria in the distribution system. d. Lead and Copper Control. In August 1988, the EPA proposed a new set of standards for the control of lead and copper in drinking water. In the proposed rule, an MCL and a treatment technique were specified. Revised MCLs of 0.005 mg/L for lead and 1.3 mg/L for copper were proposed for water entering the distribution system. A new treatment technique to optimize corrosion control was also proposed based on quarterly monitoring of samples drawn from the first water that flows from the cold water kitchen tap in the morning. The primary source of lead at the consumer's tap is from lead-solder joints and brass fixtures in household plumbing. The water utility therefore cannot rely on controlling lead strictly by removal at the treatment plant alone,but must also control the corrosivity of the treated water to reduce the potential for dissolution of lead from household plumbing and fixtures. The final Lead and Copper Rule, published on June 7, 1991, differs significantly from the regulation proposed in 1988. Under the final rule, all systems serving more than 50,000 consumers will be required to perform diagnostic monitoring and to conduct corrosion control studies (regardless of the results of the diagnostic monitoring). The rule establishes "action levels"for both lead and copper. Based on first-draw samples collected at taps within the distribution system, lead and copper concentrations must be less than 0.015 mg/L and 1.3 mg/L in 90 percent of the samples, respectively. Each utility must initially complete a materials survey for its distribution system in order to identify a pool of targeted sampling sites. The selected sites must consist of single-family residences which contain copper pipes with lead solder installed after 1982, which contain lead pipes, or which are served by a lead service line. Initial monitoring of tap samples is to be conducted over two six- month periods. The results of the diagnostic monitoring will be used to determine the need for a public education program. Monitoring data and corrosion control II-15 r r study results will be submitted to the state regulatory agency, which will then designate the "optimal" treatment required. Optimal treatment, as defined in the rule, may consist of (1) alkalinity and/or pH adjustment, (2) calcium hardness adjustment, (3) use of a phosphate- or silicate-based corrosion inhibitor, or (4) a combination of two or more of these three approaches. Following implementation of the state-specified treatment, follow-up monitoring will be required. If the results of the follow-up monitoring indicate that the system is in compliance with the lead and copper action levels, the state may eventually reduce the annual monitoring requirements. Should follow-up monitoring indicate noncompliance,the utility would be required to initiate a public education program, collect additional water quality samples, and possibly begin a program of replacing lead service lines. Key dates for compliance with the rule are as follows: Material Survey Completed and Sampling Plan Submitted to State January 1, 1992 Diagnostic Monitoring Initiated January 1, 1992 Diagnostic Monitoring Completed January 1, 1993 Results from Corrosion Study Submitted to State July 1, 1994 State Approves or Designates "Optimal" Treatment January 1, 1995 Installation of "Optimal" Treatment Completed January 1, 1997 Complete Follow-Up Monitoring for Treatment Performance January 1, 1998 State Review of Data and Designation of Operating Conditions for Compliance Determinations July 1, 1998 e. Monitoring of Unregulated Contaminants. On July 8, 1987, the EPA published monitoring requirements for 51 volatile and non-volatile synthetic organic chemicals. Monitoring for 34 of these chemicals is required for all systems, and two additional chemicals (ethylene dibromide (EDB) and 1,2-Dibromo-3-chloropropane (DBCP)) must be monitored if the state determines that the water supply is vulnerable to contamination by either or both. Monitoring for 15 additional ANM071991 II-16 r chemicals is required at the discretion of the state. Systems serving more than 10,000 consumers were to begin monitoring on or before January 1, 1988. The purposes of these monitoring requirements are as follows: • To establish"baseline"water quality data to assist in assessing the prevalence of and levels of the chemicals in U.S. water supplies. • To assist the EPA in evaluating appropriate future regulatory requirements for these chemicals. • To assist individual state regulatory agencies in assessing the relative contamination vulnerability of their water supplies. f. Disinfection Byproducts. The current Interim Primary Drinking Water Regulations provide standards for four disinfection byproducts (chloroform, chlorodibromomethane, bromodichloromethane, and bromoform), all of which are regulated under the MCL for total trihalomethanes (TTHM). Consideration is also being given to regulating not only TTHM, but also many other disinfection byproducts. The EPA is currently evaluating the health effects of the various disinfectants and their byproducts. Based on the January 1991 priority list of substances which may be regulated,those compounds being considered for regulation or revision are summarized in Table II-8. Preliminary toxicology testing results indicate that future use of chlorine dioxide may be severely limited. Chlorate and chlorite ions are byproducts of chlorine dioxide generation and treatment. These ions have been shown to exhibit toxic effects in animals, but their effects on humans are not yet fully understood. Based on current toxicology data, an MCL for these compounds could be set near the current detection level of 0.2 mg/L. If so, chlorine dioxide could not be used to any significant degree for preoxidation and/or disinfection. The potential health effects of chloramines are also being evaluated by EPA. The current MCL for total trihalomethanes (0.10 mg/L)is expected to be revised by 1995. The EPA has no official comment on what the revised MCL will be. How- ever, under the revised SDWA, the EPA is required to specify standards based on the "best available" technology, which implies that a reduced MCL for the TTHM compounds will be proposed. It is generally expected that a new MCL of 0.050 mg/L (and possibly as low as 0.025 to 0.030 mg/L) may be proposed. It is also possible that MCLs may be promulgated for individual THM compounds, rather than a single MCL for TTHMs. ANM071991 11-17 r r Table II-8 Disinfectants and Disinfectant Byproducts Being Considered for Regulation Chlorine Bromoform Hypochlorite Ion Dichloroacetonitrile Chlorine Dioxide Dibromoacetonitrile Chlorate Bromochloroacetonitrile Chlorite Trichloroacetonitrile rChloramines Halogenated Acids Ammonia Alcohols, Aldehydes, Ketones, and other Nitriles rOzone Byproducts Chloropicrin Chloroform Cyanogen Chloride rBromodichloromethane Dibromomethane Chlorodibromomethane Chloral Hydrate 1,1,1,2-Tetrachloroethane N-Organochloramines 1,1,2,2-Tetrachloroethane Fluorotrichloromethane Trichloroacetonitrile Hexachlorobutadiene 1,2,3-Trichloropropane Hexachloroethane r1,1-Dichloroethane Chloroethane 2,2-Dichloropropane Chloromethane r1,3-Dichloropropane o-Chlorotoluene 1,1-Dichloropropene p-Chlorotoluene r1,3-Dichloropropene 1,3-Dichlorobenzene MX-2 Dichlorodifluoromethane r Review of recent EPA briefing documents indicates that the agency currently has rno clear approach to minimizing public risk. It is clear that the EPA is lacking substantial data on DBPs and their relative health risks. However, the agency has ridentified the general regulatory options currently under consideration: • Individual MCLs for all DBPs. This is an unlikely option, as complete health effects information would be required for each of the possible byproducts, and time does not permit completion of such extensive toxicological research. r • Development of Surrogate Parameters for DBP Control. This option would be similar to the existing MCL for total trihalomethanes, where classes of rANM071991 II-18 r t F DBPs would be identified and some surrogate parameter controlled in the attempt to control excessive levels of any specific contaminant. The revised MCL for THMs may be as low as 0.02 mg/L if this option is selected. • Treatment Technique Requirements. This option would be difficult to implement,given the variability of the drinking water industry and the variety of available treatment techniques. • Combination of the Above Options. This may become the selected option, although the agency will have some difficulty in developing a composite rule because of the potential control strategies. Recent comments by EPA officials indicate that the approach selected may hinge on the results of research regarding the toxicity of chloramines. If chloramines are found to be carcinogenic, the agency would be forced to increase the allowable concentrations for chlorinated DBPs, as chlorine would be the only viable disinfectant for maintaining residuals in the distribution system. Conversely, if future use of chloramines is not restricted by carcinogenicity considerations, the agency would set more stringent standards for chlorinated DBPs. g. Radionuclides. The proposed Radionuclides Rule includes new standards for radon and uranium, and revised standards for radium-226, radium-228, and gross alpha and beta activity. Data on the carcinogenicity of uranium is limited, and the agency is therefore assuming that it is a carcinogen, based on the similarity of its chemical structure to that of radium. Proposed radionuclide MCLs are as follows: Radon 300 pCi/L Radium-226, -228 20 pCi/L Uranium 20 ug/L Adjusted Gross Alpha 15 pci/L Beta Emitters 4 mrem ede/yr h. Vulnerability Assessments. The proposed Phase II and Phase V rules governing synthetic organic contaminants include provisions for individual state regulatory agencies to modify monitoring requirements based on assessment of systems' "vulnerability" to contamination. By requiring that analyses be performed only by those systems where contamination is possible, the EPA hopes to reduce the overall implementation costs of the proposed rules. ANM071991 II-19 F r rHowever, because many states may not have adequate resources to perform vulnerability assessments for individual water utilities, the utilities may have to rperform or contract for these assessments themselves. The EPA has not yet defined the scope of such an assessment, or what actually constitutes 'vulnerability". This may force many utilities to monitor (at least initially) for all of the Phase II and V contaminants to obtain background data for vulnerability determinations. 3. Implementation Schedule EPA's current promulgation schedule is summarized in Table II-9. This schedule fis based on review of the agency's semi-annual Regulatory Agenda and recent statements by EPA officials. r Table II-9 rSchedule for Promulgation of SDWA Regulations Regulation Proposed I Final Fluoride* 11/85 4/86 8 VOCs (Phase I) 11/85 7/87 rSurface Water Treatment Rule 11/87 6/89 Coliform Rule 11/87 6/89 r Lead, Copper 8/88 6/91 26 Synthetic Organic Contaminants, 5/89 1/91 7 Inorganic Contaminants r (Phase II) 4 Synthetic Organic Contaminants, 1/91 7/91 1 Inorganic Contaminant (Phase IIb) Radionuclides (Phase III) 6/91 4/93 rRemaining Organics, Inorganics 7/90 3/92 r (Phase V) Disinfectant Residuals, Byproducts 6/93 1/95 * Current MCL is 4.0 mg/L; this value is being reconsidered. r r ANM071991 II-20 7 r 4. Assessment of Regulatory Trends From recent discussions with state and EPA officials, several conclusions can be drawn regarding future water quality and treatment regulations. These conclusions have been used in evaluating the Riverside and Airlite water treatment facilities. The EPA's recent list of criteria which should be considered in the design of treatment facilities to meet impending water quality and treatment regulations includes the following: • Optimize clarification filtration processes to maximize removal of turbidity. P / P h' • Accomplish preoxidation and primary disinfection with disinfectants which do not form undesirable byproducts. • Use stable secondary disinfectants (chloramines or free chlorine where formation of THMs is not excessive) for maintaining residuals in distribution systems. • Include provisions for future installation of granular activated carbon adsorption facilities to remove organic contaminants and/or undesirable disinfection byproducts. • Optimize corrosion control measures to minimize leaching of lead from the distribution system and from residential plumbing. The following points should also be considered in planning for future compliance with impending water quality regulations: • The future MCL for trihalomethanes will almost certainly be more restrictive. The extent of this reduction cannot be accurately assessed at present. • Use of chlorine dioxide for preoxidation/disinfection may be severely curtailed, and may be eliminated altogether by more stringent MCLs for chlorine dioxide byproducts. • Use of ozone and chloramines (free chlorine combined with ammonia) will increase because of the need to further reduce treated water THM levels. • As analytical techniques improve and water quality monitoring requirements are expanded, further discovery of various organic contaminants in surface water supplies will result in more widespread utilization of carbon adsorption technology. t ANM071991 II-21 • The rationale for the 0.5 NTU filtered water turbidity criterion has been reinforced by the deletion of turbidity criteria for predisinfection from the final SWTR. The majority of the impending regulations discussed above will be in effect by 1992/1993. Regulations governing disinfection byproducts will probably not be in effect at the local level until 1996. Although individual state regulations will not be allowed to be more lenient than the federal rule, some state discretion may be possible. The revised SDWA, as passed by Congress, is to be adhered to. However, the regulations adopted by the EPA to fulfill the intent of the revised SDWA can be changed, withdrawn, or challenged in court. Guidance given by the EPA to enable compliance with the regulation may be rejected by a state with primacy. The EPA and the individual states will need to determine which guidance is optional and which is mandatory. C. Probable Impacts of 1986 SDWA Amendments Specific aspects of the 1986 Amendments to the Safe Drinking Water Act which may affect treatment practices at the Riverside and Airlite treatment facilities are discussed below. EPA is continuously modifying and revising these regulations in response to public comments and results of new research regarding the potential toxicity of the compounds to be regulated. The discussion which follows reflects EPA's current positions. Major changes prior to final promulgation of the regulations may require revision of the conclusions and opinions presented in this report. 1. Source Classification The Surface Water Treatment Rule (SWTR) pertains to utilities which use a surface water source or a "groundwater source under the direct influence of surface water". As the primary water supply for the Riverside plant is the Fox River, the plant must comply with the disinfection and turbidity requirements of the SWTR. The Airlite plant treats water from four deep wells. Under the SWTR, the Illinois Environmental Protection Agency (IEPA) must determine whether a groundwater source is under the direct influence of surface water by June 1994. The agency will make this determination based on information provided by the water supplier. The agency's most recent Rules and Regulations for Public Water Supplies(January 1991) indicates that information to be evaluated will include the following: r "! ANM071991 II-22 r r • Well construction characteristics (depth, casing configuration, surface seal). • Source water quality (coliform levels, turbidity, any history of waterborne disease outbreaks associated with the source). • Source water quality variability (turbidity, temperature, conductivity, pH). • Results of particle size analyses. Considering the depths of the wells serving the Airlite plant (1,305 - 1,378 ft) and the composition of the overlying strata, it is unlikely that the wells will be classified as "under the direct influence of surface water". This conclusion is significant, as the new regulations for disinfection of groundwater supplies are expected to be less rigorous than for surface water supplies. However, the City should review IEPA regulations regarding this determination, and begin to develop the required analytical data. 2. Turbidity Reduction The Surface Water Treatment Rule (SWTR) reduces the MCL for treated water turbidity from the current 1.0 NTU to 0.5 NTU. The maximum allowable interval for turbidity sampling is 4 hours, and 95 percent of all samples analyzed must meet the revised criteria. As a condition of Elgin's water treatment permit, filtered water turbidity is continuously monitored. Because it is expected that the Airlite well supply will not be classified as "under the direct influence of surface water", the Airlite plant probably will not be required to meet the more restrictive turbidity MCL. Reliance on filtration for controlling microbiological contaminants is typically not a major concern with groundwater supplies, as these contaminants normally do not occur at levels which cannot be readily controlled by disinfection. However, from an aesthetics standpoint, it is generally recommended that utilities maintain treated water turbidity at the lowest practical level. Airlite treated water turbidity for January 1987 through December 1990 averaged 0.27 NTU, and exceeded 1.0 NTU on only 2 days. This performance is considered excellent, in light of treatment objectives and typical operation of the facility on a one-shift-per-day basis. Because the Riverside plant treats water from the Fox River, it will be subject to the more restrictive turbidity MCL. The SWTR includes provisions for individual state regulatory agencies to specify a turbidity MCL as high as the current 1.0 NTU. However, there are currently no specific guidelines to assist regulatory agencies in assessing the feasibility of allowing a higher MCL. Under the SWTR, if the higher ANM071991 11-23 r MCL for turbidity is to be approved, the utility must demonstrate that public health would not be compromised. IEPA does not have a clear position regarding the form of this demonstration. However, many state regulatory agencies have indicated that they do not have sufficient resources to develop turbidity MCLs on a "case-by-case" basis. For planning purposes, it is therefore reasonable to assume that the Riverside plant must meet the revised MCL of 0.5 NTU. Daily treated water turbidity data for the Riverside plant for January 1987 through December 1990 were reviewed to assess the ability of the plant to meet the turbidity MCL of 0.5 NTU. During this period, reported treated water turbidity averaged 0.13 NTU, and exceeded 0.5 NTU on only five days. The reported turbidity value represents a single sample, and thus may not reflect short periods when turbidity exceeded 0.5 NTU. However, current plant performance suggests little or no difficulty will be experienced in meeting the new 0.5 NTU requirement. 3. Organics Control The City has monitored its raw and treated water supplies for a wide variety of volatile synthetic organic chemicals (VOCs) and synthetic organic chemicals (SOCs) which are currently regulated or may be regulated in the near future. The majority r of these are agricultural chemicals,such as pesticides and herbicides, compounds used in manufacturing/industrial processes, or their degradation products. As these contaminants are not readily removed by conventional water treatment methods,their continued presence would require additional treatment, such as granular activated carbon adsorption. Plant staff report that no VOCs/SOCs have been detected in wells serving the Airlite plant. It is therefore unlikely that provisions for removing organic contaminants will be required in the near future. Treated water quality monitoring data for the Riverside plant for January 1988 through November 1990 (10 samples) were reviewed. Approximately 150 organic compounds were included in this monitoring program. With the exception of the trihalomethane compounds and methylene chloride,no SOCs or VOCs were detected at concentrations approaching current or anticipated future maximum allowable levels. Methylene chloride was detected in three samples, at concentrations of 1.9 ug/L, 2.3 ug/L, and 14.8 ug/L. The proposed Phase V MCL for methylene chloride is 5 ug/L. However, methylene chloride is commonly detected in samples analyzed for VOCs/SOCs, as it is present in most laboratory environments. Detection at the ArM071991 II-24 r r levels discussed above is not considered analytically significant, and should cause no concern. The Fox River watershed upstream of the Riverside plant intake encompasses approximately 1,470 square miles. Land uses within the watershed include agricultural and light industrial activities. Numerous municipalities discharge treated wastewater to the river. The Riverside plant water supply is therefore susceptible to contamination by nearly any type of regulated contaminant. As many organic contaminants cannot be removed by conventional water treatment processes, continued presence of one or more regulated contaminants in the City's treated water supply would require installation of appropriate control capabilities. The relatively shallow depth (18 inches) of the carbon media in the Riverside plant filters would not provide effective removal of many of these compounds, due to their long "mass transfer zone" characteristics. Addition of powdered activated carbon (PAC) at high dosages can reduce organic contaminant concentrations. However, the required contact times (1 to 2 hours) are typically not feasible in conventional treatment facilities. Post-filtration granular activated carbon (GAC) contact columns would be required for reliable removal of many organic contaminants. Research also indicates that ozonation can remove or reduce the concentration of some agricultural chemicals, such as atrazine, through oxidation to other chemical forms. The potential health impacts associated with oxidation byproducts of atrazine and other synthetic organic compounds, however, are not completely understood. Based on available water quality data, GAC adsorption should not be required at the Riverside plant unless one or more of the following occurs: • One or more of the regulated VOC and/or SOC contaminants are consistently identified in the City's treated water supply at concentrations above maximum allowable levels. • Impending disinfection byproduct regulations require use of GAC to meet water quality requirements. • Impending regulations classify the Fox River supply as "vulnerable" to organic chemical contamination,and IEPA requires the installation of carbon adsorption facilities to protect against these contaminants. • F ANM071991 II-25 r r 4. Disinfection a. Riverside Treatment Plant. As discussed in Section B, the SWTR specifies performance requirements for the inactivation and/or removal of Giardia cysts and enteric viruses. These microbial contaminants can be controlled by disinfection alone, or by a combination of disinfection and filtration. EPA recommends that disinfection efficiency be assessed by monitoring CT values, where C is the concentration of the disinfectant residual at the point of sampling, and T is the disinfectant contact time. The use of CT values for systems which utilize filtration is not specifically required by the SWTR. EPA indicates that state regulatory agencies will be allowed discretion in establishing methods for assessing the adequacy of disinfection. Utilities must still meet the minimum 99.9 percent Giardia cyst/99.99 percent virus removal and/or inactivation criteria, but may not be required to monitor CT values if other State-specified disinfection criteria are met. However, the utility must demonstrate that the disinfection meets the required minimum criteria. Review of IEPA's most recent Rules and Regulations for Public Water Supplies (January 1991)indicates that the agency will not specifically require use of CT criteria for assessing compliance with the new disinfection criteria. Although IEPA may consider use of other criteria on a "case-by-case" basis, it is likely that continued demonstration of disinfection adequacy using alternative criteria may prove to be more difficult than using CT criteria. IEPA may not have sufficient resources to develop alternative criteria, to demonstrate their acceptability to EPA, and to assess the disinfection capabilities of individual treatment facilities using criteria other than CT values. If a treatment facility can satisfy CT criteria, it will most likely satisfy any alternative plan implemented by IEPA. Therefore, the ability of the Riverside treatment facility to comply with CT criteria was evaluated, and the results are summarized below. While the disinfectant concentration "C' can be readily determined by ordinary laboratory techniques, the contact time 'T' is flow-dependent, and therefore more difficult to determine. The SWTR recommends that disinfection contact times used in calculating CT values be determined through tracer testing at varying plant throughput rates. Contact time is defined by the EPA SWTR "Guidance Manual" as the T10 detention time, or the period in which 10 percent of the water entering a specific unit process (settling basin, clearwell, etc.) has passed through the unit. This definition of T10 ensures that a minimum of 90 percent of the water being treated is in contact with the disinfectant for the reported length of time. "' ANM071991 11-26 r rIt is emphasized that CT values for inactivation of Giardia cysts and enteric viruses by monochloramine ("combined chlorine") are high enough to limit the use rof this compound strictly to secondary disinfection and/or maintenance of disinfectant residuals within distribution systems. Credit for disinfection by monochloramine is therefore not considered in the analysis of CT values presented below. (1) Assessment of T10 detention times. As previously discussed, tracer testing is rrequired to accurately assess actual detention times within treatment units. It is expected that IEPA will require tracer testing at the Riverside plant well in advance rof the compliance date for meeting the revised disinfection criteria (June 1993). Tracer testing was therefore conducted at the Riverside plant during February r and March 1991. Plant staff conducted the sampling and analyses, and the data obtained was analyzed by Black & Veatch. Fluoride (hydrofluosilicic acid) was used as the tracer compound, and contact times in the secondary softening basin were rdetermined for a variety of flow conditions. Test results are summarized in Table II-10 and on Figure II-1, and a complete discussion of testing procedures and results is presented in Appendix A. Table II-10 Summary of Tracer Testing Results r For Riverside WTP Secondary Softening Basin Flow Rate Parameter - 9 mgd 11 mgd 13 mgd 16 mgd T10 Detention Time, minutes 75 51 40 32 rTheoretical Detention Time, minutes 304 249 211 171 T10/Theoretical T Ratio, percent 24.7 20.5 19.0 18.6 rTracer Recovery, percent 88.4 97.6 96.2 100 rAdditional disinfection contact time is provided within the settled water pipeline between the secondary softening basin discharge and the filters, and within the water rabove the filters. Because the activated carbon media removes the majority of the chlorine residual,no additional credit is assumed for disinfection contact time through 11" the filter media and within the filtered water clearwell. Based on information i p ANM071991 II-27 t p 4 90 - I 80 70- 60- U) w I- z f 50 - w z z 40 - z w H w 0 o_ 30- 20- 10 I I I I I 1 1 9 10 II 12 13 14 15 16 FLOW RATE, MGD C ELGIN, ILLINOIS TRACER STUDY RESULTS : SECONDARY SOFTENING BASIN BLACK B VEATCH 1992 FIGURE 1 1 -I r rpresented in EPA's SWTR "Guidance Manual", T10 detention times for the settled water pipeline and the filters can be calculated based on the following relationships: r • The T10 detention time within pipelines can be assumed to be equal to the "theoretical" detention time. • The T10 detention time within filters is equivalent to approximately 70 percent of the "theoretical" detention time above the filter media. rBased on the above information, T10 detention times that potentially could be realized within the Riverside treatment facility are summarized in Table II-11. These projected values are based on "worst-case" operation, with one filter out of service for backwashing, and the remaining three filters treating the specified flow rate. Estimated T10 detention times for the filter influent pipeline and the filters are also t shown on Figure II-2. r Table II-11 Projected T10 Detention Times For Disinfection at Riverside WTP T10 Time at Specified Flow Component 9 mgd 11 mgd 13 mgd 16 mgd min. min. min. min. rSecondary Softening Basin 75 51 40 32 rFilter Influent Pipeline 2.9 2.3 2.0 1.6 Filters 11.2 9.2 7.8 6.3 r Total T10 89.1 62.5 49.8 39.9 (2) Compliance with CT requirements. The assessment of CT compliance requirements presented below assumes that credit for 99.7 percent (2.5-log) removal r of Giardia cysts and 99 percent (2-log) removal of enteric viruses by conventional coagulation/sedimentation/filtration will be allowed, as specified in the most recent SWTR"Guidance Manual". Provisions for a minimum additional 68 percent(0.5-log) inactivation of cysts and 99 percent (2-log) inactivation of viruses must therefore be made by disinfection to achieve the minimum required 99.9 percent (3-log) cyst and 99.99 percent (4-log) virus removal and/or inactivation. Virus inactivation well in rANM071991 II-28 0" 4 ik C C 12 - II 10- 9 FILTERS Lai 8 D z 7- i.i z 6- 1.- 5-^ f- 4- 3 FILTER INFLUENT PIPELINE 2 - I - 0, l l i I I 1 1 9 10 II 12 13 14 15 16 FLOW RATE, MGD C ELGIN, ILLINOIS ESTIMATED T10 DETENTION TIMES FOR FILTERS, FILTER INFLUENT PIPELINE BLACK d VEATCH 1992 FIGURE II -2 r rexcess of 99.99 percent is typically achieved when conditions for 99.9 percent removal and/or inactivation of Giardia cysts are maintained. CT values for disinfection with free chlorine depend upon water temperature, pH, chlorine residual concentration, and the relative degree of microbial inactivation. r CT values for 0.5-log inactivation of Giardia cysts are presented in Table 11-12. As indicated in Table II-12, the required CT values increase with rising pH and declining temperature. r Table II-12 CT Values for 0.5-Log Giardia Cyst Inactivation with Free Chlorine rCT Value at Specified Chlorine Residual Temperature/pH 0.8 mg/L 1.0 mg/L 1.2 mg/L r 0.5 C - pH 8.0 49 51 52 pH 8.5 59 61 63 rio pH 9.0 70 73 75 5.0 C pH 8.0 35 36 37 E pH 8.5 42 43 45 pH 9.0 50 52 53 15 C pH 8.0 18 18 19 pH 8.5 21 22 22 pH 9.0 25 26 27 25 C pH 8.0 9 9 9 r pH 8.5 11 11 11 pH 9.0 13 13 13 rDisinfection at the Riverside treatment facility is currently accomplished by r adding chlorine at the secondary softening basin influent, and following filtration. Chlorine is added at the secondary basin influent at rates which yield a residual of approximately 1.0 mg/L at the filter influent. As the activated carbon filter media rremoves the chlorine residual, chlorine is also added at the filtered water clearwell to facilitate the formation of chloramines following ammonia addition at the clearwell rdischarge. (Plant modifications currently being completed will change the point of ANM071991 II-29 r t I. r rsecondary chlorine addition to the clearwell discharge.) Based on a chlorine residual of 1.0 mg/L and on the information presented in Table 11-11, CT values which could r potentially be achieved within the plant using current disinfection practices are presented in Table II-13. ID Table II-13 CT Values for Riverside WTP Using Current Disinfection Practices CT at Specified Chlorine Residual r Flow Rate 0.8 mg/L 1.0 mg/L 1.2 mg/L r 9 mgd 71 89 107 11 mgd 50 63 75 13 mgd 40 50 60 16 mgd 32 40 48 r A significant concern with the use of the disinfection Cr concept is the lack of published CT data for disinfection with free chlorine at pH levels exceeding 9.0. Disinfection at the Riverside plant currently occurs at pH above 9.0 (average pH within the secondary softening basin is 9.8). The pH in the secondary softening basin cannot be readily lowered without adversely affecting the softening process and the stability of the treated water. The CF tables in EPA's SWTR"Guidance Manual" do not include data for inactivation of Giardia cysts at pH above 9.0, based on concerns regarding the efficiency of chlorine disinfection at elevated pH levels. However, recent comments by EPA officials indicate that until additional data can be developed, state regulatory agencies should use published Cr data for pH 9.0, r even if the actual pH during disinfection exceeds this value. Acceptability of this approach has been confirmed by IEPA officials. Therefore, assessment of the Riverside plant's ability to meet CT criteria has been based on the use of published CT data at pH 9.0. Tables 11-12 and II-13 indicate that compliance with Cr criteria using current disinfection practices would not be achieved at plant throughput rates above 12 to 13 mgd when water temperatures are 5 C or lower. Disinfection practices will rtherefore need to be modified to ensure compliance with CT criteria under all plant rANM071991 11-30 r r roperating conditions. This can be most readily achieved by increasing chlorine feed rates at the secondary softening basin influent to yield higher free chlorine residuals at the filter influent when water temperatures are less than 5 to 10 C. An expanded tabulation of CT values for 0.5-log inactivation of Giardia cysts at pH 9.0 and above is presented in Table II-14. Table II-14 CT Values for 0.5-Log Giardia Cyst Inactivation with Free Chlorine (pH 9.0 and Above) Required CT at Specified Free Chlorine Residual Temperature 1.4 mg/L 1.6 mg/L 1.8 mg/L 2.0 mg/L 2.2 mg/L 0.5 C 77 80 82 83 85 5 C 55 56 58 59 60 10 C 41 42 43 44 45 r15 C 28 28 29 30 30 20 C 21 21 22 22 23 r 25 C 14 14 14 15 15 rThe CT data presented in Tables II-14 and 11-12 can be used in conjunction with T10 detention time data (Table II-11, Figures 11-1 and II-2) to determine the required r chlorine residuals for a given set of plant flow and water temperature conditions. For example, "worst-case" conditions would occur at a plant throughput rate of 16 mgd and a water temperature of 0.5 C. The T10 detention time at 16 mgd (from Table II-11)is approximately 39 minutes,including the filter influent pipeline and the filters. Maintaining a 2.2 mg/L free chlorine residual at the filter influent would yield a CT rvalue of 85.8. As shown on Table II-14, the required CT value at 0.5 C and a chlorine residual of 2.2 mg/L is 85, which is equal to or less than the actual CT provided (85.8). Disinfection provided would therefore comply with the minimum required 0.5-log inactivation level. At a water temperature of 5 C and a plant throughput rate of 16 mgd, the required chlorine residual would decrease to approximately 1.4 mg/L (39 minutes x 1.4 mg/L = 55 CT, which is equal to the CT value presented in Table II-14 at 1.4 mg/L chlorine residual). r rANM071991 II-31 r r Evaluation of available T10 detention times and CT criteria presented in Tables II-12 and II-14 indicates that the modified disinfection practices would be adequate for meeting the minimum CT requirements under all operating conditions. Because minimum water temperatures and maximum plant throughput do not ordinarily coincide, the actual disinfection provided will typically exceed the minimum 0.5-log cyst/2-log virus inactivation requirements. The potential impacts of higher chlorine residuals at the filter influent on the GAC filter media were considered during evaluation of CT compliance. The GAC media removes essentially all of the chlorine residual from the water. One concern is that the increased influent chlorine residual levels would consume additional adsorption sites,thereby decreasing the carbon's long-term ability to adsorb taste and odor compounds. However, experience at other facilities indicates that operation at increased chlorine residuals will not affect carbon performance. This conclusion is based on the following considerations: • GAC's chlorine adsorption capacity exceeds its capacity for organic taste and odor compounds by a substantial margin. The carbon will still be capable of removing chlorine long after its ability to remove taste and odor compounds is exhausted. • Replacing the GAC media every 18 months will eliminate problems with structural degradation attributable to oxidation by chlorine. (Based on experience, this typically does not occur until the GAC has been in service for 3 to 5 years.) • On an average annual flow and temperature basis, chlorine residuals required to meet the minimum CT requirements would not be significantly greater than for current operating conditions, and may be less. At the annual average filtered water temperature of 13.5 C and an average plant throughput of 12 mgd (total T10 at 12 mgd = 54 minutes), the chlorine residual required to meet the minimum 0.5-log cyst/2.0-log virus inactivation requirement is approximately 0.5 to 0.6 mg/L. This is less than the current average free chlorine residual of 1.0 mg/L at the secondary softening basin discharge. Although analysis of disinfection capabilities indicates that compliance with new CT criteria can be readily achieved using modified disinfection practices, these practices must not conflict with the need to minimize formation of disinfection byproducts, as discussed in Section C5. ANM071991 11-32 r b. Airlite Treatment Plant. Regulations governing disinfection of groundwater supplies are not expected to be proposed until mid-1993. However, review of an April 1990 draft of the Groundwater Disinfection Rule (GDR) indicates the following: • The GDR will assume that supplies covered under its authority will not be under the influence of surface water, and therefore will not be vulnerable to contamination from Giardia cysts. CL for turbidi • An M turbidity will probably not be included in the GDR. • All community water systems will be required to disinfect their groundwater supplies, unless they qualify for a variance or exemption. • For systems required to practice disinfection, there will be mandatory performance standards, which parallels the approach used in developing the Surface Water Treatment Rule. Several options for defining disinfection performance standards are being considered. • State regulatory agencies will probably be allowed considerable flexibility in implementing the GDR, with provisions for agency discretion on a case-by- case basis. It is emphasized that the final GDR may differ considerably from this preliminary draft. However, it is expected that as a minimum, utilities will be required to provide disinfection to effectively remove/inactivate viruses, as these contaminants may be present in groundwater supplies. As specific performance standards have not yet been developed, it is reasonable to assume that the standards will be similar to those of the Surface Water Treatment Rule (99.99 percent, or 4-log removal/inactivation). It is also assumed that these microbial contaminants can be controlled either by disinfection alone,or through a combination of disinfection and filtration,as specified in the SWTR. The ability of current disinfection practices used at the Airlite treatment plant to meet this performance standard was therefore evaluated. Disinfection at the Airlite plant is currently accomplished by adding ammonia at the recarbonation basin influent and chlorine at the basin effluent to form chloramines. No free chlorine contact time is provided. Chlorine may also be added at the high service pump suction lines. CT values for inactivation of viruses using chloramines are presented in Table 11-15. These CT values are applicable over the pH range 6.0 to 10.0. However, the ANM071991 II-33 r r rSWTR "Guidance Manual" cautions that these CT values should not be used if ammonia is added prior to chlorine. As this practice eliminates essentially any rcontact of free chlorine with the process stream, viruses which are more resistant to chloramines may not be effectively controlled. It can therefore be assumed that CT values required to assure adequacy of disinfection at the Airlite plant may be somewhat greater than those in Table II-15. The magnitude of this difference cannot be readily predicted without conducting site-specific virus inactivation studies. rHowever, as this information is not currently available, current disinfection practices were evaluated using the data presented in Table II-15. r . Table II-15 rCT Values for Inactivation of Viruses by Chloramines CT at Specified Temperature Inactivation 5 C 10 C 15 C 2-log 857 643 428 3-log 1,423 1,067 712 4-log 1,988 1,491 994 The assessment of CT compliance presented below assumes that credit for 99 percent (2-log) removal of enteric viruses by conventional treatment will be allowed. r Provisions for a minimum additional 99 percent (2-log) inactivation of viruses must therefore be made by disinfection to achieve the minimum required 99.99 percent (4-log)virus removal and/or inactivation. Based on the data presented in Table II-15 and an average raw water temperature of 10 C, the minimum required CT value would be 643. Evaluation of plant operating data indicates that chloramine residuals in the filtered water and the plant discharge average approximately 2.3 to 2.5 mg/L. Based on a minimum required CT value of 643, required average T10 contact times would be approximately 257 to 280 minutes. Estimated T10 disinfection contact times for the Airlite plant are presented in Table II-16. These estimated contact times are based on the following assumptions: r • The T10 detention time through the filters is equivalent to approximately 70 percent of the "theoretical" detention time of the water within the filters. rANM071991 II-34 r r r • "Worst-case" conditions occur when one filter is removed from service for backwashing,with the remaining seven filters treating the specified flow rate. r • The T10 detention time through the unbaffled treated water storage reservoirs is equivalent to approximately 30 percent of the "theoretical" rdetention time. • Each treated water storage reservoir receives an equivalent volume of water, and average storage levels are equivalent to approximately 75 percent of design capacity (0.75 million gallons average storage per reservoir). Review of data presented in Table II-16 indicates that difficulties may be experienced in achieving the required minimum Ti0 contact time of 257 to 280 minutes at plant throughput rates exceeding approximately 3.0 to 3.5 mgd. r Table 11-16 Estimated Disinfection Contact Times at Airlite WTP Contact Time at Specified Plant Throughput Rate, rComponent minutes 2 mgd 4 mgd 6 mgd 8 mgd rFilters Theoretical 117 58 39 29 r Tlo 82 41 27 20 Treated Water Storage Theoretical 1,080 540 405 270 T10 324 162 122 81 Total r Theoretical 1,197 598 444 299 T10 406 203 149 101 r Additional factors which cannot be readily accounted for in this analysis, but would rfurther reduce T10 times provided are as follows: • Unequal distribution of filtered water flow between the two treated water storage reservoirs. • Operation at storage levels less than 75 percent of the total design capacity. r ANM071991 11-35 P r • Pumping from storage at rates which exceed reservoir inflow rates (a common practice for most utilities). r • Withdrawal of treated water from storage at high rates for backwashing of filters. rOne means of assuring the microbiological quality of the treated water under all operating conditions is to modify current operating practices to permit primary disinfection with chlorine, rather than chloramines. This can be accomplished by moving the point of ammonia addition to the filter effluent. Chlorine addition at the rrecarbonation basin discharge would be continued, and a free chlorine residual would be maintained across the filters. Under this mode of operation, sufficient free chlorine residual would be maintained at the filter influent to yield a chloramine residual of 2.3 to 2.5 mg/L following addition of ammonia. As disinfection would be accomplished by free chlorine, rather than with chloramines, reliance on the treated rwater storage reservoirs to provide disinfectant contact time would be eliminated. Analysis of trihalomethane(THM)formation rates for the Airlite recarbonation basin discharge (Figure II-3) indicates that this modification would not result in any significant increase in treated water THM levels. Disinfection CT values for viruses using free chlorine are summarized in Table 11-17. Comparison of these CT values with those in Table II-15 for chloramines readily demonstrates the superior virucidal capabilities of free chlorine. Table II-17 rCT Values for Inactivation of Viruses by Free Chlorine Virus Inactivation at Specified pH Temperature 99% (2-log) 99.9% (3-log) 99.99% (4-log) pH 6-9 1 pH 10 pH 6-9 pH 10 pH 6-9 pH 10 5 C 4 30 6 44 8 60 r 10 C 3 22 4 33 6 45 15 C 2 15 3 22 4 30 r Based on estimated T10 detention times across the filters (Table 11-16), rcompliance with CT criteria should be readily achieved under all operating conditions rANM071991 II-36 r C r II 10 9 J rn 8 Z Z O F- 7 a x O LL 6 w z a x .- g w f o J x 4 Ei [ I- 3 C 2 I 00 I 2 3 4 CHLORINE CONTACT TIME, HOURS C C C ELGIN, ILLINOIS ETHM FORMATION POTENTIAL : AIRLITE WTP RECARBONATION BASIN DISCHARGE BLACK IN VEATCH 1992 FIGURE II - 3 when using chlorine as the primary disinfectant. Further operating flexibility could be achieved by adding a chlorine feed point at the filter effluent near the point of ammonia addition. The ability to add chlorine at this point would eliminate the need to maintain high free chlorine residuals (2.3 to 2.5 mg/L) across the filters. These high chlorine residuals would be required to provide the desired 2+ mg/L chloramine residual following ammonia addition. With a second chlorine feed point at the filter effluent, chlorine would be added at the recarbonation basin discharge at dosages to satisfy disinfection CT requirements, with further addition of chlorine after filtration to yield the desired chloramine residual. For example, at pH 9.0 and a water temperature of 10 C at the recarbonation basin discharge,the required CT to provide 4-log inactivation of viruses would be 6 (from Table II-17). The required free chlorine residual at the filter effluent would therefore be approximately 0.3 mg/L when operating at the plant design rate of 8 mgd (0.3 mg/L x 20 minutes T10 = 6). The above discussion illustrates the operating and/or treatment facility modifications which may be required following promulgation of the Groundwater Disinfection Rule. Modifications are not specifically required at this time, based on the following considerations: • The Airlite plant has no documented history of problems with treated water microbiological quality. • Specific disinfection requirements to be promulgated under the GDR cannot be readily predicted at this time. However, based on the increased level of disinfection which would be realized, the City should consider conversion to disinfection with free chlorine in the near future. r 5. Disinfection Byproducts Control Standards have been established for four disinfection byproducts (chloroform, chlorodibromomethane, bromodichloromethane, and bromoform), all of which are regulated under the MCL for total trihalomethanes (TTHMs). The current MCL for trihalomethanes (0.10 mg/L) is expected to be revised by 1995. Comments from officials involved with assessment of future MCLs for THM compounds indicate that the new MCL may be 0.050 mg/L or less. THMs are regulated because of their potential carcinogenicity to humans. They are formed through reaction of free chlorine with the natural organic materials ANM071991 11-37 r r present in essentially all surface water supplies. The rate of formation and the ultimate concentration of THM compounds within a water system are dependent r upon a number of factors, including water temperature and pH, applied chlorine dosage, chlorine contact time, and the concentration of THM precursor materials in the raw water supply. THM levels in Elgin's treated water supply for 1988 through 1990 averaged 0.029 to 0.065 mg/L on a quarterly "running average" basis, as summarized in Table II-18. rThese averages are below the currently-allowable 0.10 mg/L. However, compliance with a revised MCL of 0.050 mg/L or less may not be readily achievable with current disinfection practices. E Table II-18 Distribution System Trihalomethane Levels THM Concentration No. of Quarterly Month/Year Average l Range Samples Average r Jan. 1988 107 67 - 139 8 -- Apr. 1988 14 13 - 16 8 -- Aug. 1988 93 48 - 109 8 -- Nov. 1988 44 29 - 48 8 65 Jan. 1989 29 23 - 32 8 45 Apr. 1989 29 2 - 40 8 49 July 1989 101 87 - 111 8 51 Oct. 1989 62 10 - 83 8 55 Jan. 1990 20 3 - 35 8 53 Apr. 1990 16 3 - 27 8 50 July 1990* 25 1 - 66 8 31 Nov. 1990 55 45 - 63 8 29 * 70 percent of water treated was groundwater; THM production therefore significantly less than typical July levels. E F ,vM071991 II-38 r r Under current IEPA regulations, the City is required to collect a minimum of eight distribution system samples per quarter (four samples per treatment facility). Samples must be withdrawn at locations which reflect treated water quality for the individual treatment facilities. The City therefore collects four samples per quarter at locations served primarily by the Riverside plant, and four samples near the Airlite plant. Results of all analyses are arithmetically averaged, and compliance is based on the results of a four-quarter "running average". Because THM precursor levels for groundwater supplies are extremely low, and because no free chlorine contact time is provided in the Airlite treatment process, THM levels at the plant discharge and within the distribution system served primarily by the Airlite plant are typically low (less than 0.010 mg/L). Therefore, numerical averaging of all monitoring data results in"reported"THM levels which could potentially comply with a future revised MCL of 0.050 to 0.070 mg/L. However, treated water THM levels at the Riverside plant discharge, as illustrated in Table II-19, frequently exceed 0.050 mg/L. Because the Riverside plant currently produces more than 90 percent of the City's treated water, THM levels in the majority of the distribution system will exceed the "reported" average by a significant margin. It is also expected that any future expansion of the system will focus primarily on maximum utilization of surface water supplies, based on availability and operating cost considerations. This would further increase the relative percentage of consumers served by the Riverside plant. Therefore, while the City may be able to comply with a future revised THM MCL of 0.050 to 0.070 mg/L through averaging of monitoring data for the Riverside and Airlite plants, as currently permitted by IEPA, the "goal" of the THM regulation i.e., protection of public health, would not be achieved. Any significant reductions in "systemwide" THM levels would require modification of disinfection practices at the Riverside plant. One or more of the following procedures could be used to reduce treated water THM levels: • Limit the contact time of free chlorine with the process stream to the shortest period required for disinfection. • Reduce or eliminate disinfection with free chlorine under high pH conditions. • Use an alternative primary disinfectant which does not form TI Ms, such as ozone or chlorine dioxide. Continue to use chloramines as the secondary disinfectant. r ANM071991 1I-39 r r 1 r Table 11-19 Riverside W TP Discharge THM Concentrations THM Concentration No. of Month/Year Average Range Samples u u Jan. 1988 74.0 39.8 - 108.2 2 Feb. 1988 29 -- 1 r Apr. 1988 25.6 16 - 35.1 2 May 1988 24.3 -- 1 rJune 1988 62.8 54.6 - 70.9 2 July 1988 50.8 -- 1 rAug. 1988 51.3 -- 1 Sep. 1988 30.2 21 - 39.3 2 tOct. 1988 96.2 -- 1 Nov. 1988 32 -- 1 Dec. 1988 23.5 22 - 25 2 Mar. 1989 18.7 -- 1 June 1989 68.9 -- 1 Aug. 1989 96.5 89 - 105 2 Sep. 1989 90.7 80 -112 3 Dec. 1989 38.3 33 - 42 4 June 1990 89.5 -- 1 Each of these methods is discussed in detail below. a. Reduced Free Chlorine Contact Times. As THM formation is time- dependent, ultimate THM levels can often be reduced by limiting chlorine contact times. This is accomplished by adding ammonia following the chlorine contact period required for disinfection. Ammonia reacts with free chlorine to form chloramines, C ANM071991 11-40 r r which do not react with organic precursors to form THMs. The City has used this technique to meet the current MCL for THMs. While chloramines are stable and persistent disinfectants, their relative disinfection capabilities are much lower than that of free chlorine. Consequently, the Surface Water Treatment Rule limits use of chloramines to secondary disinfection and/or maintenance of a residual within the distribution system. b. Disinfection at Reduced pH. Because the rate of THM formation increases with increasing pH when free chlorine is used as the disinfectant, "in-plant" THM production can often be reduced by lowering the pH at which disinfection is accomplished. However, as ultimate THM formation levels are not typically reduced, ammonia addition following disinfection would still be required. An additional advantage of this alternative is chlorine's increased disinfection efficiency at lower pH levels. c. Alternative Disinfectants. A third alternative for reducing THM formation levels is the use of disinfectants which do not react with precursors to form THMs. Ozone and chlorine dioxide are typically considered for primary disinfection when use of free chlorine results in unacceptable THM concentrations. (1) Ozone. Ozonation is being used with increasing frequency in water treatment facilities, and its use is expected to expand considerably following the promulgation of new disinfection byproduct regulations. In addition to disinfection, potential benefits associated with the use of ozone include the following: • Improvement in filtered water turbidity when applied immediately preceding filtration. • "Microcoagulation" of dissolved organic contaminants (transformation of soluble organic contaminants into insoluble forms which can be removed by conventional treatment techniques). • Reduction of tastes and odors. r ANM071991 II-41 r r • Oxidation of iron, manganese, and to a limited extent, THM precursor compounds. Ozonation must precede filtration to ensure effective removal of the flocculated particles resulting from the partial oxidation of dissolved organic materials. Research conducted by Black & Veatch and others indicates that while ozonation prior to chlorine addition may not reduce ultimate THM formation levels, it can reduce the rate of THM formation,thereby yielding lower THM levels in the distribution system. Most important, ozone eliminates the need for free chlorine as the primary disinfectant. Ozone is applied in gaseous form, and because of its instability, is generated onsite. A contact chamber with multiple ozone feed/reaction cells is required to achieve optimum ozone utilization and effectiveness, and to satisfy disinfection contact time requirements. As ozone treatment does not yield a sustainable residual, a secondary disinfectant (typically chlorine or chloramines)must be added to prevent microbial regrowth within the distribution system. Because of its highly reactive nature, ozone should be applied before filtration at a point where water quality is highest (typically following flocculation and sedimentation). This results in maximum disinfection efficiency, reduced ozone demands, and minimum formation of potentially undesirable byproducts. The disadvantages of ozonation include high construction costs for the ozone generation and contact equipment, high operating costs due to high energy consumption rates, and general unfamiliarity of operators with the process. (2) Chlorine dioxide. Like ozone, chlorine dioxide does not promote formation of THM compounds. It is generated through reaction of chlorine with liquid sodium chlorite. Because of its unstable nature, chlorine dioxide must be generated onsite. Advantages of chlorine dioxide disinfection include lower initial capital investment than for ozonation, and the ability to feed the chemical directly into the process stream without the need for separate contact chambers. A disadvantage is the high cost of liquid sodium chlorite. There is also significant concern regarding the potential long-term health impacts of treatment byproducts, as discussed in Section B. However, recent laboratory studies indicate some potential for controlling chlorite residuals through the addition of a reducing agent, such as sulfur dioxide. r ANM071991 II-42 r r d. Assessment of THM Reduction Alternatives. Evaluation of current THM production rates for the Riverside plant indicates that systemwide compliance with a revised MCL of 0.050 to 0.060 mg/L or lower could not be reliably achieved using current disinfection practices. Based on review of THM monitoring data (Table II-19) and evaluation of the existing treatment facilities, three alternatives for reducing treated water THM levels at the Riverside plant were considered: • Alternative 1: Modified Chlorine and Ammonia Feed Points. Discontinue chlorine addition at the secondary softening basin influent. Add chlorine following filtration for primary disinfection. Construct a chlorine contact !" basin following filtration, and add ammonia for chloramine formation at the contact basin discharge. • Alternative 2: Chlorine Dioxide + Chloramines. Add chlorine dioxide for primary disinfection at the secondary softening basin influent. Add chlorine and ammonia for chloramine formation at the filter effluent. • Alternative 3: Ozone + Chloramines. Add ozone for primary disinfection following: (1) presedimentation, or (2) the secondary softening basin. Add chlorine and ammonia for chloramine formation at the filter effluent. The most cost-effective alternative will depend upon the revised MCL for TI Ms. This information is not expected to be available until the revised THM regulation is proposed during mid-1993. Based on public comments on the proposed MCL, the level at which the MCL will ultimately be set may not be known until the regulation is finalized in early 1995. Evaluation of the alternatives presented above was therefore based on the assumption that the revised MCL for TI-IMs will be 0.050 mg/L or lower. The following discussion is intended only as a preliminary assessment of the alternatives, and to illustrate plant modifications which may be required for their implementation. Detailed bench-scale and/or pilot-scale evaluation will be required to identify the most cost-effective THM control alternative. Each of the alternatives is discussed below. (1) Alternative 1: Modified chlorine and ammonia feed points. Initial application of chlorine would be at the filter effluent (transfer pump suction or discharge). This would facilitate maximum removal of THM precursor compounds through conventional treatment and, to a lesser extent, adsorption by the GAC filter media. A chlorine contact basin would be constructed between the filters and the r ANM071991 II-43 r r existing one million gallon treated water storage reservoir. The contact basin would be sized to provide the required Ti0 detention time for compliance with disinfection CT criteria at the plant design flow rate of 16 mgd and at minimum expected filtered water temperatures. Ammonia would be added at the contact basin discharge to form monochloramine, thereby halting further THM production. Provisions for addition of chlorine at the contact basin discharge would permit operation of the contact basin at the minimum free chlorine residual required to meet CT criteria. This capability would be particularly desirable during the summer and fall, when required CT values are substantially lower because of higher water temperatures. ' Operation of the chlorine contact basin at minimum required free chlorine residual levels would reduce the THM formation reaction "driving force", thereby yielding lower THM levels at the contact basin discharge. Based on (1) a minimum filtered water temperature of 0.5 C, (2) a minimum contact basin discharge free chlorine residual of 2 mg/L at low water temperatures, and (3) a contact basin design which provides a T10 contact time equal to 70 percent of the theoretical detention time, the required contact basin capacity would be approximately 670,000 gallons. Advantages of this alternative include the following: • Familiarity of plant staff with the operation and maintenance of the chemical feed systems. • Lowest chemical cost of all alternatives. • Initial addition of chlorine after filtration eliminates reduction in GAC capacity attributable to continuous removal of chlorine fed ahead of the filters. Potential disadvantages of this alternative are as follows: • "Effective" disinfectant contact times would not be significantly less than those currently provided within the existing treatment facilities. As THM formation is time-dependent,no significant reduction in ultimate THM levels would be achieved. • The pH at which disinfection would occur (pH 8.9 - 9.0) would not be significantly less than currently maintained in the secondary softening basins (average pH 9.5 - 9.6). The reduction in pH may not be sufficient to significantly reduce THM production rates. ANM071991 11-44 r 4 Based on these considerations, reductions in THM production rates achieved through changing the chlorine and ammonia feed points may not be sufficient to comply with a revised MCL of 0.050 mg/L or less while maintaining the required disinfection levels. (2) Alternative 2: Chlorine dioxide + chloramines. The continued feasibility of using chlorine dioxide as an alternative disinfectant will depend upon a number of factors, including: • Results of disinfection byproduct toxicology testing currently being conducted by EPA and others. • Availability of chlorine dioxide generation equipment capable of minimizing undesirable byproducts (chlorite, chlorate ions). • Field demonstration of new techniques for removing byproducts of chlorine dioxide generation/disinfection through addition of oxidizing agents such as sulfur dioxide. r- Should future developments indicate that chlorine dioxide can be safely and efficiently used as an alternative to chlorine, chlorine dioxide generation facilities could be added at significantly less cost than ozonation facilities. Chlorine dioxide can be generated in relatively small wall-mounted units and added at the secondary softening basin influent. Provisions for storage and feeding of liquid sodium chlorite, either from drums or a bulk storage tank, would also be required. CT values for inactivation of microbial contaminants by chlorine dioxide are presented in Table II-20. Evaluation of the information presented in Tables 11-20 and 11-11 indicates that maintaining a minimum chlorine dioxide residual of 0.32 mg/L through the secondary softening basin would achieve the required 0.5-log cyst/2.0-log virus inactivation at 0.5 C and a plant throughput rate of 16 mgd. Because minimum water temperatures and maximum plant throughput do not typically coincide, the actual degree of inactivation achieved would typically be much greater than 0.5-log/2.0-log. :r• Chlorine dioxide would be used as the primary disinfectant. Chlorine and ammonia would be added at the filter effluent to form monochloramine. Because this alternative eliminates disinfection with free chlorine, THM production should be minimal (<0.025 mg/L). This conclusion is based on the following assumptions: • The chlorine dioxide generation system is operated to minimize the presence of free chlorine in the chlorine dioxide feed stream. ANM071991 11-45 ►. r i ITable II-20 CT Values for Inactivation of Microbial rContaminants by Chlorine Dioxide (pH 6-9) Contaminant/ Required CT at Indicated Temperature Inactivation Level 0.5 C 5 C I 15 C 25 C Giardia Cysts 0.5-log (68.0%)* 10 4.3 3.2 2 1.0-log (90.0%) 21 8.7 6.3 3.7 2.0-log (99.0%) 42 17 13 7.3 3.0-log (99.9%) 63 26 19 11 Viruses 2.0-log (99.0%)* 8.4 5.6 2.8 1.4 ► 3.0-log 99.9%) 25.6 17.1 8.6 4.3 4.0-log (99.99%) 50.1 33.4 16.7 8.4 * Minimum required inactivation by disinfection when conventional treatment is provided. • Chlorine and ammonia are added simultaneously at the filter effluent in t order to minimize contact of free chlorine with the process stream. r (3) Alternative 3: Ozone + chloramines. Addition of ozonation capability would require construction of an ozone contact chamber between the existing tw presedimentation basin and the primary softening basins, or between the secondary softening basin and the filters. Pilot-scale testing would be required to identify the optimum ozone addition point with respect to required feed dosages and ability to rmaintain dissolved ozone residuals for effective disinfection. The ozone contact chamber would be divided into four cells, with ozone fed to rthe first three cells through fine-bubble diffusers. The fourth cell would provide detention time for dissipation of ozone residual before the water is discharged from [PP the contactor. A contactor cell depth of 18 to 20 feet would be provided to ensure efficient transfer of ozone to the process stream, and the multi-cell design would facilitate maintenance of ozone residuals required for disinfection. Total contact chamber detention time would be 14 to 15 minutes at plant design flow rates. Hydraulic head loss through the contact chamber would be approximately 3 feet because of the need to provide a weir discharge and water drop at the contactor discharge for dissipation of dissolved oxygen and any residual ozone prior to filtration. 7 Repumping of settled water from the presedimentation basin or the secondary r .vM071991 II-46 r t IIsoftening basin to the contactor would therefore be required to maintain the hydraulic gradient through the treatment facilities. Chlorine and ammonia would be Iadded at the filter effluent to form monochloramine. As this alternative eliminates use of free chlorine for disinfection, THM formation should be minimal (<0.025 mg/L). 6. Control of Lead and Corrosion Byproducts IIn order to provide a preliminary indication of the utility's ability to comply with the lead action levels, plant personnel conducted a limited survey of lead C. concentrations in the water at consumer taps throughout the distribution system. Testing was conducted during April 1991 on samples of the first water drawn from kitchen taps in the morning, and on samples drawn after allowing the water to flow for several minutes. This sampling method ensured measurement of maximum lead concentrations in the household plumbing and in the service line leading to the residence. Sampling sites were located throughout the distribution system, and included homes ranging in age from two years to more than 100 years. The results rof the lead survey are presented in Table II-21. Table 11-21 Lead Survey Results fAge of Lead Concentration Residence First Flush Flushed years ug/L ug/L 942 Glenmore 2 <5 <5 r702 Canyon Lane 5 <5 <5 847 Mallard 20 <5 <5 I 1230 Mallard 20 <5 <5 670 Carlton 24 <5 <5 847 Elma 25 <5 <5 470 Ashland 90 8 6.2 383 Prairie 100 <5 <5 18 North Chapel 105 <5 <5 r 1 ANM071991 11-47 I As indicated in Table I1-21, none of the samples exhibited lead levels exceeding the action level. Based on this limited monitoring data, the City would be in compliance with the lead action levels specified in the new regulation. Copper was not included in the monitoring program; however, copper is generally not found at levels approaching the action level when lead levels are low. Assuming that lead levels in the distribution system continue to be less than the action level, the primary impacts of the new regulation will be in the areas of compliance monitoring and demonstration that the existing treatment is "optimal" with respect to corrosion control. Because corrosion control studies must be completed and the results submitted to IEPA by July 1, 1994,the City should develop a plan for conducting these studies in the near future. It is also recommended that the City begin diagnostic monitoring as soon as possible to firmly establish its position with respect to compliance with the new action levels for lead and copper. 7. Coliform Control As discussed in Section B, compliance with the monthly MCL under the new ` Coliform Rule is based on the presence or absence of bacteria, rather than a numerical coliform density. A minimum of 95 percent of the monthly samples must be free of coliform bacteria,and all samples collected during the month must be used to determine compliance. The City currently analyzes 95 coliform samples per month, which exceeds the minimum number required under the new Coliform Rule (min. 80 samples per month, based on approximately 77,000 customers served). Monitoring under the new presence/ absence criteria was initiated during December 1990, and laboratory staff indicate that no problems have been experienced thus far in complying with the new requirements. It is expected that this regulation will not have any significant impact on current treatment and/or monitoring practices. Additional monitoring and analyses would be required if a coliform-positive sample is obtained. Each coliform-positive sample must be further analyzed to determine if either fecal coliform(s) or Escherichia coli bacteria are present. If either of these are present, the utility is in violation of the monthly coliform MCL. Also, the utility must analyze a minimum of three repeat samples for each coliform-positive sample obtained. Repeat samples must be taken at approximately the same location as the original sample within 24 hours of notification of the positive test result. ANM071991 II-48 r r 8. Radionuclides Plant operating records indicate that the lime softening process used at the Riverside and Airlite treatment facilities effectively reduces raw water radionuclide concentrations to less than current allowable levels. Radium monitoring data for December 1988 through March 1989 is summarized in Table II-22. Raw and treated radium levels are consistently less than the proposed MCL of 20 pCi/L for radium- 226 and radium-228. C Table 11-22 Raw, Treated Water Radium Concentrations Total Radium-226, -228 ' Sample Location Average Range pCi/L pCi/L Riverside WTP Raw Water 1.5 1.10 - 2.76 Treated Water 1.4 1.08 - 1.81 Airlite WTP Raw Water 7.1 1.40 - 12.0 Treated Water 1.8 1.36 - 3.25 Monitoring data for several radionuclides to be regulated under the revised Safe Drinking Water Act (uranium, radon) were not available for review. Although neither of these radionuclides have been identified in the City's raw water supply, the ability of the existing treatment processes at the Riverside and Airlite plants to remove these contaminants is discussed below. Lime softening has been shown to be effective in removing uranium (typical 85 percent - 90 percent) when operating at a pH sufficient to promote removal of magnesium hardness (pH 10.5 or higher). It is believed that uranium coprecipitates with magnesium hydroxide; therefore removal efficiencies are enhanced at higher pH. At lower pH (pH 8.5 - 10.5), uranium removal efficiencies may decrease to 30 percent or less. As the Riverside plant lime softening process typically operates at pH 11.0 or higher in the primary basins, effective reduction of raw water uranium concentrations would be expected. Because the operating pH for the lime softening process at the Airlite plant (average pH 9.8) is somewhat lower than required for ANM071991 11-49 r A easements/rights-of-way, surveys, engineering fees (geotechnical, design, construction management, inspection), and equipment procurement costs. For the Riverside plant, costs are presented for the current design capacity of 16 mgd, and for an expanded capacity of 32 mgd. 1. Organics Control Should future regulations require provisions for removal of organic contaminants at the Riverside plant, installation of post-filtration granular activated carbon (GAC) adsorption facilities may be required. Two alternative GAC contactor configurations were evaluated: (1) steel pressure-flow units, and (2) concrete gravity-flow units. a. Steel Pressure Contactors. For this alternative, post-filtration steel downflow GAC contactors would be used. The existing filtered water transfer pumps would be replaced with units capable of pumping filtered water through the contactors and into the existing treated water storage reservoir. The need for intermediate pumping between the contactors and reservoir would be eliminated. ' Fabrication techniques and highway transportation regulations limit the maximum diameter of steel contactors to 12 feet. At a design hydraulic loading of 5 gpmsf, 20 contactors operating in parallel would be required to treat a flow of 16 mgd, and 40 contactors would be required to treat 32 mgd. Additional contactors would be required to maintain continuous service when one or more units are removed from service for regeneration of the carbon. A GAC bed depth of approximately 8.3 feet, which would provide an "empty bed" contact time of 12.5 minutes at the design flow rate, is assumed for cost development. b. Concrete Gravity Contactors. For this alternative, filtered water would be pumped to a concrete downflow gravity GAC contactor system. The existing filtered water transfer pumps would be used without modification. The GAC contactor effluent would discharge to a clearwell, from which it would be pumped to the existing treated water storage reservoir. Contactor design is similar to that for conventional granular media filters. Because the contactors are of concrete and formed onsite, a single contactor can be much larger than a steel pressure unit; thus the complexity and costs of piping, valves, and instrumentation are reduced. Design hydraulic loading rate used for cost development is 5 gpmsf, and GAC depth is 8.3 feet, which yields an empty bed contact time of 12.5 minutes at the ANM071991 II-52 r r design flow rate. Costs reflect construction of seven contactors (six on-line, one standby for use during replacement of carbon) operating in parallel to treat a flow of 16 mgd, and 13 contactors (12 on-line, one standby) to treat 32 mgd. c. Carbon Regeneration. As the organics adsorption capacity of carbon becomes exhausted, it must be replaced or regenerated. GAC can be regenerated at a central treatment facility on a contract basis, or at the point of use. Because carbon use rates should also be low, construction of onsite carbon regeneration facilities would not be cost-effective. It is therefore assumed that the City would utilize a commercial carbon replacement service for removal and replacement of spent carbon with fresh carbon. Regeneration or approved disposal of the spent carbon would become the responsibility of the contractor. The scope of services provided by the contractor typically includes removal and replacement of spent carbon and indemnification of the City against any future liability associated with disposal of the spent carbon. r d. GAC System Costs. Probable construction costs for the two GAC contactor system configurations discussed above are presented in Table II-23. As shown in Table II-23, construction costs for a GAC system using concrete contactors are 0 considerably less than for a steel contactor system. Table II-23 Probable Construction Costs for Carbon Adsorption Systems Steel Contactors Concrete Contactors Component 16 mgd 32 mgd 16 mgd 32 mgd, r $ _ $ $ $ Contactors, Housing 4,450,000 7,430,000 2,640,000 4,410,000 Initial GAC Charge 540,000 1,080,000 560,000 1,040,000 Transfer Pumping 360,000 600,000 360,000 600,000 Clearwell - - 300,000 450,000 Misc. Sitework, Piping 270,000 460,000 200,000 330,000 Subtotal 5,620,000 9,570,000 4,060,000 6,830,000 r Contingencies, Professional Services 1,970,000 3,350,000 1,420,000 2,390,000 Total Construction Cost $7,590,000 $12,920,000 $5,480,000 $9,220,000 rANM071991 II-53 0 I c 2. Trihalomethane Control Costs are presented for two alternative primary disinfectant feed systems: r (1) chlorine dioxide, and (2) ozone. Chloramines would continue to be used as the secondary disinfectant to provide a protective residual within the distribution system and to minimize THM production. a. Chlorine Dioxide. Costs presented assume installation of the chlorine dioxide generator in the existing operations building. Required chemical piping modifications would consist of installation of chlorine and sodium chlorite solution lines to the generator, and chlorine dioxide feed piping from the generator to the secondary softening basin influent. Liquid sodium chlorite (25 percent)would be delivered and r stored in bulk form in an enclosed fiberglass-reinforced plastic tank. Bulk storage of sodium chlorite solution would eliminate potential fire/explosion hazards associated with storage in drums (drums must be thoroughly flushed and properly stored when empty to eliminate these potential hazards). Design chlorine dioxide dosage assumed for cost development is 2.0 mg/L at the plant design capacity,with an average dosage of 1.0 mg/L or less. (Chlorine dioxide demand of the settled water from the primary softening basins would be determined prior to design.) Probable construction costs • are presented in Table 11-24. L " Table II-24 Probable Construction Costs for Chlorine Dioxide Feed Systems Construction Cost Component 16 mgd, 32 mgd $ $ Feed, Storage Equipment 170,000 220,000 Misc. Sitework, Piping 10,000 10,000 Subtotal 180,000 230,000 Contingency, Professional Services 60,000 80,000 Total Construction Cost $240,000 $310,000 r ANM071991 II-54 r I I b. Ozone. The costs presented below reflect installation of all required ozone generation and contactor off-gas control equipment, and construction of a 4-cell r ozone contact chamber between: (1) the existing presedimentation basin and the primary softening basins, or (2) the secondary softening basin and the filters. As the hydraulic head loss through the ozone contactor would be approximately 3 feet, provisions would be included for repumping settled water from the presedimentation basin or the secondary softening basin to the contactor influent. Use of low-head pumps is assumed. Ozone contactor sidewall depth would be 18 to 20 feet to ensure efficient transfer of ozone to the process stream. Total contactor detention time rassumed for cost development is 14 minutes (5 minutes in the first cell, 3 minutes each in the second, third, and fourth cells). Provisions for feeding ozone to each of the first three cells would be included, and the fourth cell would be used for dissipation of any remaining ozone residual ahead of the secondary softening basin or the filters. Ozone would be applied through fine-bubble diffusers. The design applied ozone dosage assumed for cost development is 5 mg/L at the plant design capacity. Probable construction costs are presented in Table II-25. r Table II-25 I: Probable Construction Costs for Ozonation Facilities at Riverside WTP fr. Construction Cost Component 16 mgd 32 mgd $ $ Ozone Generation, Housing 2,000,000 3,200,000 r Contactors, Transfer Pumping 560,000 930,000 Misc. Sitework, Piping 130,000 210,000 Subtotal 2,690,000 4,340,000 Contingencies, Professional Services 940,000 1,520,000 Total Construction Cost $3,630,000 $5,860,000 rE. Recommended SWDA Improvements Implementation Schedule The City should monitor SDWA-related regulatory activities closely over the next rseveral years in order to be able to respond promptly and effectively when new rANM071991 II-55 I I regulations are enacted. Regulatory monitoring should include periodic communication with the Illinois EPA. This will permit assessment of current developments at the Federal level as well as IEPA's position on those regulatory issues which allow interpretation and individual discretion at the State level. These issues will include the following: • Surface water disinfection performance monitoring requirements (use of CT values versus other State-required criteria). r • Groundwater disinfection requirements (performance standards and rimplementation procedures). For planning purposes, an implementation schedule for potential improvements r. is presented in Table II-26. The schedule lists the times when plant improvements would have to be operational, and/or modified operating practices would need to be implemented, based on anticipated regulation promulgation dates. Delays in the promulgation of these regulations would correspondingly delay the required improvement implementation dates. r Table II-26 Implementation Schedule for SDWA Improvements Improvement Improvement/Modification Regulation Promulgation On-Line Date Date rDisinfection (Riverside) SWTR June 1989 June 1993 Disinfection (Airlite) GDR January 1995 July 1996 CTHM Control (Riverside) Disinfection January 1995 July 1996 Byproducts rRadionuclide Control* Radionuclides December 1992 June 1993 Carbon Adsorption' - - _ 'Need to be determined through identification of regulated contaminant(s) in treated water. ANM071991 11-56 r r Disinfection requirements listed in Table II-26 for the Riverside treatment plant reflect modification of current disinfection practices to achieve compliance with CI' criteria under cold-water operating conditions. As discussed in Section C, this will involve modification of chlorine dosages at the secondary softening basin influent to yield higher free chlorine residuals at the filter influent during winter months. Because this modification does not require construction or operation of any new facilities, its impact on current treatment costs will be negligible. Modification of disinfection practices at the Airlite treatment plant may not be required until after the Groundwater Disinfection Rule is finalized during 1995. However, as recommended in Section C, the City should consider modifying the current practices in the near future to permit disinfection with free chlorine. This will ensure that the microbiological quality of the treated water is maintained under all operating conditions. The need to reduce treated water trihalomethane levels, and the most cost- effective means of achieving compliance with future regulations will depend on the revised MCL for THMs. However, as discussed in Section C, "systemwide" compliance with a revised MCL of 0.050- 0.060 mg/L or lower could not be achieved with current disinfection practices. If the revised MCL is set at or near this value, provisions for using an alternative disinfectant (chlorine dioxide or ozone) will probably be required at the Riverside plant. During 1991, the City began pilot-scale evaluation of the effectiveness of ozone for controlling tastes and odors. Because no major taste and odor event occurred during the initial pilot testing, only a portion of the ozone pilot testing was completed. The remaining testing and evaluation of the effectiveness of ozone are scheduled to be completed during the 1992 normal spring taste and odor event. The effectiveness of ozone as a primary disinfectant will be evaluated concurrently with the taste and odor assessments, and the information obtained will be useful in future evaluation of trihalomethane control alternatives, should the current THM MCL be significantly reduced. The City should initiate a monitoring program to determine if radon and uranium are present in its groundwater supplies. Samples for radon monitoring should be taken both before and following the diffused aeration basins at both the Riverside and Airlite treatment plants to permit assessment of the aeration process removal efficiencies. Uranium samples should be taken at the aeration basin influent and the plant discharge. C ANM071991 II-57 As discussed in Section C, carbon adsorption will probably not be required unless any of the following occurs: • One or more regulated VOC and/or SOC contaminants are identified in the City's treated water supply in the future. • Disinfection byproduct regulations require the use of GAC to meet acceptable byproduct levels in the treated water. • IEPA classifies the Fox River supply as "vulnerable" to contamination by organic chemicals and requires installation of GAC to act as a protective barrier against consumer exposure to these contaminants. Should pilot-scale evaluation indicate that ozone would not effectively control tastes and odors, use of GAC contactors should be evaluated. Post-filtration GAC contactors would have taste and odor removal efficiencies superior to the existing GAC-capped filters, because of greater carbon depth (typically 8 to 10 feet GAC depth versus 18 inches for the existing filters). r F r C r C r ANM071991 11-58 r r i TABLE OF CONTENTS r Page, III. Water Supply III-1 A. Existing Sources III-1 1. Fox River III-1 a. Illinois Streamflow Assessment Model III-2 (1) Flow Records III-2 7 (2) Flow Modifiers 111-2 b. Model Results III-4 c. Withdrawal Criteria III-6 2. Groundwater III-7 3. Reliable Supply III-11 rB. Potential Sources III-11 1. Fox River III-11 7 2. Deep Aquifer 111-12 3. Shallow Aquifers III-12 r 4. Storage III-13 C. Existing Facilities III-14 1. Riverside III-14 a. Fox River Intake and Pumping Station III-14 b. Slade Avenue Wells III-15 r2. Airlite III-15 D. Evaluations III-16 1. Silt Deposition III-16 2. Spills Contingency Plan III-17 3. Operations III-17 E. Alternatives for Increased Capacity III-19 F. Recommendations III-21 r References III-24 r r W3JB121991 TCIII-1 r r r 1 te, TABLE OF CONTENTS (Continued) r LIST OF TABLES Table Page rIII-1 Low Flows In The Fox River At The City of Elgin Intake Based on Existing Conditions III-5 III-2 Effects of 16 MGD Diversion on Low Flows in the Fox River III-6 III-3 Well Data - Riverside Water Treatment Plant III-9 III-4 Airlite Well Capacities III-10 III-5 Well Data - Airlite Treatment Plant III-10 r III-6 III-7 Historical Average Day Water Supply Source Usage III-18 Historical Monthly Deep Well Supply Usage III-19 III-8 Water Supply Improvements - 7 Summary of Probable Project Costs III-23 e" L CI LIST OF FIGURES r Following Figure Page III-1 Water Supply Facilities III-1 III-2 Flow Duration Curve 16 MGD Withdrawal III-4 r III-3 Flow Duration Curve 32 MGD Withdrawal III-11 III-4 River Bottom Contours - Fox River Intake III-16 r r r W3JB121991 TCIII-2 re r I I III. Water Supply This chapter summarizes the existing and potential sources of raw water supply for Elgin and presents a recommended plan for increasing water supply to meet demands through 2010. A. Existing Sources Elgin obtains most of its raw water from the Fox River. Groundwater from the deep Cambrian-Ordovician aquifer that underlies the area is used to supplement the Fox River supply. Two well fields tap this deep aquifer. One is in the vicinity of and supplies the Riverside water treatment plant and the other is located near and supplies the Airlite water treatment plant as shown on Figure III-1. The Fox River supply is the primary source of water for the Riverside WTP. Six deep wells located at the Slade Avenue facilities on the opposite side of the Fox River from the Riverside plant provide a secondary source of water. The only source of supply for the Airlite WTP is groundwater from five deep wells adjacent to the plant. 1. Fox River The Fox River flows through the northeastern corner of Illinois and southeastern corner of Wisconsin. The watershed covers approximately 2,658 square miles; 1,464 square miles of this is upstream from Elgin. The watershed has a linear character in that it is more than 130 miles long and rarely wider than 25 miles. Annual average precipitation in the Fox River basin for 1951-1980 varied from just under 30 inches in the northern part of the basin to 35 inches in DeKalb County. Annual precipitation has varied from less than 23 inches in 1901 and 1956 to 48 inches in 1902 and 1972.[1] The average streamflow in the Fox River basin is estimated to be equivalent to about 8.5 inches, but varies from 6 inches near the headwaters to more than 9.5 inches in the southern part of the watershed. Average evapotranspiration was estimated as the difference between annual precipitation and average streamflow during the period 1951-1980 and is about 26 inches in the southern portion of the basin and 24 inches in the north.[1] Several natural and manmade lakes exist in the Fox River watershed upstream from Elgin. The most noticeable natural lakes are the Chain of Lakes in northern W3JB121991 III-1 r r CHAPTER III WATER SUPPLY i r r t c I Lake and McHenry counties. The Chain of Lakes has a total surface area of 6,850 acres and storage of 37,000 acre-feet.[1] The outflow from the Chain of Lakes is partially controlled by William Stratton Dam which is operated by the Illinois Department of Transportation, Division of Water Resources. a. Illinois Streamflow Assessment Model. The Illinois State Water Survey (ISWS) has developed a streamflow assessment model of the Fox River basin that estimates flows at any point in the river. The results from this computer model are used as a basis for estimating low flows and allowable withdrawals from the Fox River. The following is a description of the model. (1) Flow records. The Illinois Streamflow Assessment Model (II.SAM)for the Fox River is an exhaustive compilation of available data for this basin. The model was developed in 1988 by the Illinois State Water Survey (ISWS). The model uses data from 11 United States Geologic Survey (USGS) steam flow gauges located on the Fox River and its tributaries as well as from six Illinois Department of Transportation (lDOT) stream flow gauges. Several other discharge records were available and were used if the measurements compared reasonably to expected flows determined from the USGS or DOT gauges. The data collected at the gauges was fitted to a Log Pearson Type III distribution to determine low flow frequencies. For ungauged sites, the model uses an equation that relates basin area, precipitation, evapotranspiration, and soil conductivity to the flow in the Fox River. The equation was developed from a regression analysis and was verified by comparing the results to records from gauged sites. (2) Flow modifiers. Once the flow records were analyzed and frequency relationships were defined, the flows were separated into virgin flows and flow modifiers. Virgin flows are the flows that occur as a result of stormwater runoff and baseflow in the stream. Baseflow is the flow that enters the stream through the banks and channel bottom, and results from percolation of precipitation. Flow modifiers are additions or withdrawals of flow in the river as a result of man's activities, such as wastewater effluent discharges and water supply diversions. Modifiers are significant in the Fox River basin. The major modifiers to flow in the Fox River are effluent discharges and dam releases within the basin. At present, W3JB121991 III-2 [1. A. Elgin is the only significant user of water on the river. The City of Aurora may obtain up to 50 percent of its raw water from the river in the future. This represents a diversion of approximately 12 to 15 mgd. Virgin flow and flow modifier components are separated because the flow modifiers are changing.An example of this change is with the increases in population within the basin and potential increase in water usage, waste water treatment plant discharges will continue to increase. Future conditions can be simulated by adjusting the flow modifiers to reflect increases in population. Actual flow is calculated by adding or subtracting the modifiers from the virgin flow. With the flow modifiers as the only variables, it is easy to examine the effects of adding a withdrawal or a discharge. Effluent Discharges Effluent discharges modify the flow in the river by adding to the virgin flow. The primary source of water supply in the basin is groundwater withdrawn from the Ironton-Galesville formation. Since a significant portion of the groundwater withdrawn for water supply ultimately ends up as sewerage, wastewater treatment plan effluent discharge; add a large increment of flow to the river. Monthly flow data for all the WWTPs on the river were analyzed for the years 5 1982-1985. Daily discharge records for selected months and plants were available for the years 1970-1971. An adjustment was made to account for weekend low flows at the WWTPs that were not associated with low flows on the river. Flow frequency relationships were developed for all of the plants, similar to the frequency relationships developed for the river. Dams Several dams have been constructed on the Fox River. Except for William G. Stratton Dam, all of these are low head dams that do not affect flows significantly. Around the beginning of this century, the dams were used to generate electricity. Their main function now is to maintain water levels for recreation.[1] William G. Stratton Dam does affect the flows on the river. It has gates to maintain minimum flows and an overflow spillway to pass flood flows. Until 1988 the minimum gate opening was 0.05 foot, which allows a minimum constant flow of 45 cfs from the gates. In 1988 the minimum gate opening was increased to 0.1 foot, which allows a minimum constant flow of 90 cfs from the gates.[2] It is possible that the minimum W3JB121991 III-3 4 flow will be increased even further as the flow in the river increases with larger flows from wastewater treatment plants. Flow frequency curves for the dam were estimated using the modified Puls method which is a widely accepted method for determining discharge flows from reservoirs. Several natural lakes are located within the basin on Fox River tributaries, most of them equipped with discharge control devices. The Dam Safety Reports from the U.S. Army Corps of Engineers were used to collect data on the outflow structures. A regression analysis was then performed to relate high flows from the reservoirs to mean calculated flows, the reservoir surface area, the spillway width, and the slope of the flow duration curve between a 1 percent and a 2 percent probability of exceedance. The reduction in low flows was related to the surface area of the reservoir, the width of the spillway, the calculated mean flow, and soil permeability. These effects were used as flow modifiers for the ungauged tributaries to the Fox River. r b. Model Results. It appears that the approach used to develop ILSAM is reasonable and presents an exhaustive compilation of the available data. Figure III-2 shows the flow duration curve calculated by ILSAM for the Fox River at the Elgin intake based on a constant withdrawal of 16 MGD (25 cfs). Table III-1 shows the calculated low flows at the intake, which include all current flow modifiers upstream of the water treatment plant (WTP) diversion structure. The table shows three different methods for determining the low flow on the river. The ILSAM study listed the location of the Elgin diversion structure at river mile 70.7 which is downstream from its actual location which is at river mile 72.3. The calculated flows shown in the table below are the expected flows for the actual location of the diversion structure. Each of these methods for determining low flow is important in evaluating the amount of water that can be withdrawn. r r r W3J13121991 III-4 r "! " "l 110,0 1 roll rii roil III# r "'! y- ...Pi 1 0000- 8000 6000- 5000- 4000- , +#, 3000 - 2000- + 1000- 800 - 600- 0. 400- �`` ot 300 - ui- 0 200- L�„� * �,p • I00- \•`• 80- 50- 40- 30- 20- 10 I I , I I I I 1 1 1 I 1 i 0.01 0.05 0.1 0.2 0.5 I 2 5 10 20 30 40 50 60 70 80 90 95 98 99 99.8 99.9 99.99 PERCENT OF TIME FLOW OCCURS c ELGIN, ILLINOIS m O JUST UPSTREAM OF THE INTAKE FLOW DURATION CURVE • JUST DOWNSTREAM OF THE INTAKE 16 MGD WITHDRAWAL M N BLACK 9 VEATCH 1992 Table III-1 Low Flows In the Fox River at The City of Elgin Intake Based on Existing Conditions Exceedance Probability Flow, cfs 90 207 95 171 98 139 99 131 Duration (Days) and Recurrence Interval (Years) 7,10 129 Drought Duration (Months) and Recurrence Interval (Years) Years 6,10 213 6,25 194 6,50 174 The exceedance probability method indicates the percentage of time the flow can be expected to equal or exceed the flow value shown. The table shows that 99 percent of the time the flow can be expected to be equal to or greater than 131 cfs (84.7 mgd) just upstream of Elgin's intake. On average, the flow can be expected to be less than 131 cfs for about three days per year, and less than 171 cfs (110.5 mgd) on about 18 days. The second method determines the minimum average flow that will occur for a given number of days for a given return interval. Table III-1 shows that the expected minimum average flow that will occur over a seven day period once in ten years (7Q10) is 129 cfs (83.3 mgd). The drought duration and recurrence interval method indicates the average flow in the river for a given number of months that can be expected once in a given number of years (recurrence). This is important in determining the length of time a minimum flow may be expected. As can be seen in the table,the minimum average flow over a 6 month period of 174 cfs (112.5 mgd) will occur once every 50 years. The ILSAM report states that flows are expected to increase because of additional effluent discharges to the river.[1] However, to be conservative, for this study future flows are assumed to be equal to current flows. r W33B121991 III-5 r r Figure III-2 shows the flow duration curve for the Fox River just upstream and just downstream of the intake for a constant withdrawal of 16 mgd (25 cfs). Table III-2 shows the effect of this diversion on low flows in the river. Table III-2 Effects of 16 MGD Diversion on Low Flows in the Fox River Existing Adjusted Exceedance Probability Flow, cfs Flow, cfs 90 207 182 95 171 146 98 139 114 131 106 Duration, Days and Recurrence Interval, years 7,10 129 104 Drought Duration, Months and Recurrence Interval,years 6,10 213 188 6,25 194 169 6,50 174 149 r Table III-2 indicates that a constant diversion of 16 mgd does not significantly reduce streamflows during drought periods. The minimum recorded flow at the Algonquin stream gage located about 9 miles upstream from Elgin is 31.8 cfs. However, with the current operation of William G. Stratton Dam, the minimum flow is expected to be 93 cfs at Algonquin and 102 cfs at Elgin. r c. Withdrawal Criteria. In April 1980, the Illinois Department of Transportation, • Division of Water Resources, issued Permit No. 16309 authorizing construction of Riverside river intake structure,pump station, and pipe crossings on the Fox River.[3] The diversion structure (intake and pump station) on the west bank of the Fox River is designed for expansion to ultimately supply 32 mgd of raw water to the Riverside Water Treatment Plant. Pumping facilities with a current design capacity of 16 mgd were installed during the initial construction of the facilities. The permit includes no W3JB121991 III-6 f r I limits on the amount of withdrawal from the Fox River.[4] The Fox River has sufficient flows to meet the anticipated expansion of the Riverside facilities. Since Illinois had riparian rights, withdrawal of water from the Fox River must not adversely affect downstream users. While the existing intake facility represents a withdrawal of 32 mgd, two potential criteria used by Division of Water Resources in evaluating additional withdrawals may impact future withdrawals greater than 32 mgd. The first proposed criteria provides for a minimum dilution ratio of 5 to 1 to be maintained at 7Q10 in the river at points of wastewater treatment plant discharges. The second proposed criteria limits the withdrawal based on the following equations: W = Q - Q75 and W = Q - 7Q10 2 Where: W = Withdrawal rate Q = Current flow in the river Q75 = Flow in the river that is equalled or exceeded 75% of the time 7Q10 = Seven day 10 year low flow If this criteria is implemented for future withdrawals, it could have significant impact in limiting the amount of water Elgin could withdraw from the Fox River. 2. Groundwater Groundwater supply to Elgin is drawn from the deep bedrock Cambrian- Ordovician aquifer(deep aquifer). This aquifer has been the primary source of water supply for many communities in northeastern Illinois for decades. High withdrawal rates in the area have caused water levels in this aquifer to drop by as much as 850 feet.[5] However, a court order allowing additional diversions of water from Lake Michigan has resulted in a reduction of the amounts of water withdrawn from the deep aquifer over the past decade. The withdrawals peaked at about 180 mgd, and the latest reports indicate that by 1985 they had decreased to about 160 mgd. Static water levels have started to rebound.[5] Records indicate that static water levels in the City's wells have generally risen over the period from 1976-1985. The average water level increase for the Slade Avenue wells was 46 feet.[8] As more of the r W3JB121991 III-7 r r the metropolitan area is converted to using Lake Michigan water, the water levels should continue to rebound. ISWS personnel indicate that water use should drop to 75 mgd by the end of 1992 and to about 66 mgd by 2000. By 2010, with greater use of Lake Michigan water, the aquifer water levels should continue to rebound. By 2010, the use is expected to rise to 68 mgd.[6] Recharge to the aquifer has been estimated at a rate of about 60 mgd.[5] Even though recharge to the aquifer will still be slightly less than pumpage, the reduction in pumpage will allow water levels to rise. Currently, a very large cone of depression exists. The reduction in pumpage will allow existing water in the aquifer to fill in a portion of the large cone of depression, thereby increasing water levels within the aquifer. The City currently operates six deep wells which pump to the Riverside WTP. These wells are located south of the Riverside WTP along the west bank of the Fox River, at the site of the City's Slade Avenue Facilities. The total capacity of the six wells, as reported to the ISWS in 1989, is 9.7 mgd (6,740 gpm). The firm capacity with the largest unit out of service is 7.3 mgd (5,075 gpm). The most recent information or the Slade Avenue wells is shown in Table III-3. r r r r r r r r w33B121991 III-8 r r r i, Table III-3 Well Data - Riverside Water Treatment Plant [7] Total Well Pump Static Water Well Top Elev. Depth Dia. Depth Sew Capacity" Depth** ft ft in ft ft gpm mgd 1976 1991 ft ft 1 740.6 1,945 16 15 160 702 760 1.1 800 464 435 8 1,945 2 743.3 1,963 16 160 714 1250 1.8 465 390 15 800 8 1,963 r 3 744.8 1,940 16 15 160 680 975 1.4 800 451 400 6 1,940 4 740.1 1,898 20 275 650 1,116 1.6 451 390 15 792 8 1,848 r5 740.0 1,255 22 125 650 975 1.4 452 390 20 1,255 r 6 740.0 1,300 20 19 294 720 1,670 2.4 445 445 *As reported to ISWS [8, 9] r **As reported by City personnel The Airlite WTP receives raw water from five deep wells located adjacent to the rfacility. Well 3A has not been used since 1984 because of clogging of the well casing, pump impeller, and pump bowl by barium salts. The pumping unit for Well 2A was r pulled for servicing in November 1988. City personnel report that at that time there were indications of barium salt precipitation on the pump impeller. There are no indications that the remaining three deep wells are experiencing problems with barium precipitation. The combined capacity of the four active wells as reported in 1989,was 8.3 mgd, rand the firm capacity about 5.9 mgd. However, according to City personnel, the current capacities of the wells is less than reported in 1989. Table III-4 shows the r capacities as reported to the ISWS in 1989 and the City's most recent estimate of actual available capacity. For this report, the total capacity of the Airlite wells is r W35s121991 III-9 r r r E i assumed to be 7.4 mgd, and the firm capacity with the largest unit out of service is 5.2 mgd. Detailed information on the Airlite WTP wells is shown in Table III-5. r Table III-4 rAirlite Well Capacities Well Year Reported 1989 Reported 1991 Number* Installed Capacity, mgd Capacity, mgd 1A 1965 2.4 2.2 r2A 1965 2.0 1.7 4A 1965 1.9 1.7 r 5A 1976 2.0 1.8 8.3 7.4 * Well 3A out of service due to clogging of pump. Table III - 5 Well Data - Airlite Treatment Plant Ton Total Well Pump Static Water Depth Well Elev. Depth Dia. Depth Setting Capacity** 1976 1991 ft ft in ft ft gpm mgd ft ft lA 850 1,305 22 366 650 830 2.2 565 580 21 956 17 1,305 r 2A 860 1,353 22 390 660 900 1.7 585 556 21 975 17 1,353 r 3A* 860 1,378 22 390 665 1,500 2.1 566 N/A 21 1,378 4A 830 1,345 26 128 810 1,180 1.7 580 650 22 359 21 1,345 5A 815 1,310 26 119 840 1,530 1.8 455*** 48() 25 350 21 1095 17 1310 * Well out of service due to clogging of pump. Originally designed to pump 1,500 gpm. ** As reported by City personnel ... 1970 Data W3JB121991 III-10 r r The current combined capacity of the ten wells in service is about 17.1 mgd. With the largest wells out of service, the firm capacity of the wells is about 14.7 mgd. The actual amount that could be pumped continuously is probably somewhat less than the sum of the individual capacities, because the wells have some mutual interference,which occurs when the drawdown from one well overlaps the drawdown of another. 3. Reliable Supply The reliable supply of raw water from the existing facilities is about 28.5 mgd. This includes 16 mgd from the Fox River and 7.3 mgd firm capacity from the Slade Avenue wells for a total of 23.3 mgd available at the Riverside treatment plant. The current available firm capacity of the deep wells near the Airlite water treatment plant is about 5.2 mgd with well 3A out of service. As previously indicated, the actual capacity of the wells may be somewhat less due to mutual interference. B. Potential Sources Several potential sources of supply were evaluated for this study. These include increased withdrawal(s) from the Fox River, additional withdrawals from the deep aquifer, development of a well field in shallow aquifers, and storage of excess Fox River water. Following is a brief summary of each of the evaluations of these potential sources. 1. Fox River The City's permit for an intake on the Fox River was based on a 16 mgd treatment facility, with provisions for expansion to 32 mgd. The intake structure is sized to divert 32 mgd, but has a current installed firm pumping capacity, based on the largest unit out of service, of 16 mgd. The only improvement needed to increase the raw water supply from the Fox River is additional pumping capacity at the intake and a second discharge line to the WTP. L P w3J13121991 III-11 P imr.411 riff,' p.10.1 rsgil roil promos eli roil ro-ts P191 roPs 11141 IP,' rill rFINFII rits reit 11116% 10000 4 : I-- t I - _ I 1 8000 .$ -�3. } t p 6000 i ,,E i I .� _..1 - { { s.— 5000 � ., , , 3 ;-`„ ..t �_� 4000 " .. i t : - 1. I ' _ j'- 3000 r: '"_ .-,_ _k., _ §jj ({ 7!7!7!((( jj(( tY � S{( r _ w .u._ 9 2000 1_ � . �;- � � t 1 ___b - c � ? `__ I t E s 1000 ': � 800 , 4 t :t [ r 1 ! t 1 s c t I z i � 600 . . ._ _. ,_ ,: . •1 �� - � f- 500 i % e F 400 . - z - • _I 1. ( t f �Q f ;, 300 � ¢ 1_'.l } ; L. 200 ._ , j . T � � I r " 100 " ,. 1 80 : 4 ' . - ' 1 : ' °""".- , 60 F 50 30 1 ,. f , . 20 " F . . 10 0.01 0.05 0.1 0.2 0.5 I 2 5 10 20 30 40 50 60 70 80 90 95 98 99 99.8 99.9 99.99 PERCENT OF TIME FLOW OCCURS ELGIN, ILLINOIS m 0 JUST UPSTREAM OF THE INTAKE FLOW DURATION CURVE m • JUST DOWNSTREAM OF THE INTAKE 32 MGD WITHDRAWAL b �, BLACK 8 VEATCH W 1992 r Figure III-3 shows the flow duration curves for the Fox River just upstream and just downstream from the intake structure for a constant 32 mgd withdrawal from the river. The curves show that the 32 mgd withdrawal will not have a significant impact even during low flows. For water quality purposes, a flow that is commonly evaluated is the 7 day 10 year low flow (7Q10). According to the ILSAM, the 7Q10 just upstream from the intake structure is 129 cfs[1]. At a constant 32 mgd withdrawal, the flow just downstream of the structure will be about 79 cfs,which is 62 percent of the flow just upstream from the withdrawal point. Expansion of the Fox River source of supply was part of the original planning for the Riverside facilities and remains the most cost-effective alternative for increasing the City's water supply. 2. Deep Aquifer The deep aquifer has been the primary source of supply for many communities in northeastern Illinois, including Elgin prior to construction of the Fox River intake. However, as previously discussed, many of these communities are beginning to use water diverted from Lake Michigan. By year 2000,withdrawal from the deep aquifer is expected to be reduced to about 66 mgd,which is near the estimated recharge rate of about 60 mgd.[6] This will allow water levels to rebound and will prolong the time water can be economically withdrawn for the aquifer. Since the use from the aquifer will be reduced significantly, additional development of the deep aquifer appears to be acceptable. Studies have indicated that three wells producing 1 to 1.5 mgd each could be added near the Riverside WTP site. A remote well field outside the radius of influence of the existing wells could also be developed. Studies have also indicated that City-owned land at the Airlite WTP can support a well field with a capacity up to 9 mgd. Historical data indicates that well spacing of about 1,000 to 1,700 feet is appropriate. With proper design of the well, yields of 1,000 to 1,700 gpm can be obtained. Further study would be needed to identify or verify the best locations for any additional wells at either site. Eventually, some communities connected to Lake Michigan supply may have to withdraw water from the deep aquifer. The ISWS indicates that by 2010,withdrawals from the aquifer will begin to increase again.[6] There is also some concern about radium and barium concentrations in the groundwater which may impact further development.[10] F W33B121991 III-12 F r 3. Shallow Aquifers The shallow aquifers near Elgin are sand and gravel deposits associated with periods of glaciation, and shallow dolomite bedrock. Individual wells in sand and gravel deposits can yield over 3,000 gpm in some areas. However, previous well tests near Elgin indicate that properly designed wells in the sand and gravel deposits can produce only 200 to 1,300 gpm. An important factor in determining the appropriate capacity of a well field is the recharge rate. Long term yields of well fields should be designed to equal the recharge rate of the aquifer. Recharge can come from several sources, including percolation of precipitation; inflow from surface water, such as rivers and lakes; and inflow from other aquifers. The primary source of recharge to the sand and gravel deposits near Elgin is percolation of precipitation. Estimates of recharge to the sand and gravel aquifers near Elgin are in the range of 0 to 750,000 gpd/sq mi, [10] depending on the location. This indicates that local well fields of about 4 mgd could be developed in favorable locations. A suitable area in the southeast portion of Elgin [10] has been identified as shown on Figure III-3. Areas on the west side of Elgin may also be suited for the development of wells.[10] The water quality in the existing shallow wells in Elgin is fair. The water is hard, with fairly high total dissolved solids concentrations. Collection and transmission of water from shallow wells may not be cost effective in comparison to other raw water sources. Also, local private wells within areas considered for development could be adversely impacted by any significant municipal development of shallow well supplies. Additional studies such as test hole drilling and test well pumping would be needed to identify the areas with the greatest potential for well field development within the sand and gravel aquifers. The shallow dolomite aquifer system in the vicinity of Elgin does not appear to have a significant yield potential. Recharge rates are on the order of 0 to 25,000 gpd/ sq mi.[10] This corresponds to well yields less than 100 gpm on a long-term basis. Therefore, this source does not appear to be suitable for development. 4. Storage In 1967, ISWS published a report on potential locations for reservoirs on the main channel of the Fox River and on its tributaries. Three sites were identified in the vicinity of Elgin, but all would produce only small yields. Since then, no further studies have been completed, because the ISWS has determined that the potential W33B121991 III-13 1 for development of any storage projects on the Fox River or its tributaries is small.[11] The ISWS report did mention that off-channel storage of Fox River water may be possible. This would be accomplished by diverting high flows on the river to a storage site away from the channel. No readily apparent sites for such storage have been identified. A significant area of land would be required for this option. Other improvements that would be needed under this option include a pump station and a conveyance systems to transport the water from the river to the storage site, and from the storage site to the treatment site. The cost associated with development of off-channel storage makes this source less attractive for current expansion consideration. However, off-stream storage may be a viable alternative for Elgin's future supply needs. C. Existing Facilities 1. Riverside a. Fox River Intake and Pumping Station. The Fox River intake and pumping station was placed into service in 1982 in conjunction with the Riverside WTP. The intake and pumping station is located on the west bank of the Fox River about 700 feet south of the Riverside WTP. Water from the Fox River flows into the intake structure through four 36-inch wide inlet ports. The ports are paired with two ports each in a common wetwell and each is fitted with a trash rack. Each wetwell is equipped with a mechanically cleaned bar screen. The maximum design flow through each screen is 24 mgd. The pumping station contains space for six pumping units,three for each wetwell. Four units, two for each wetwell, are currently installed. Pumping units Nos. 1 and 6 have a design capacity of 8 mgd and units Nos. 3 and 4 have a design capacity of 4 mgd for a total installed raw water pumping capacity of 24 mgd. The firm capacity with the largest unit out of service is approximately 16 mgd. The pumps are controlled manually from the Riverside plant control room through a supervisory control system. Pumping unit No. 6 has an adjustable frequency drive (AFD). Currently speed adjustment is performed manually at the AFD, however provisions for future remote control through a supervisory control system were planned. W33B121991 III-14 r Water is pumped from the intake and raw water pumping station to the River- side WTP through a 30-inch diameter main. The original designof the raw water facilities provided for the installation of a second 30-inch main with its expansion beyond 16 mgd. The layout of the pump discharge piping provided for the two discharge mains to be interconnected through a looped pump discharge header. b. Slade Avenue Wells. Six deep wells are located south of the Riverside WTP along the east bank of the Fox River. Raw water is pumped directly from the wells to the Riverside WTP through a 20-inch main which crosses the Fox River. The wells are operated manually from the Riverside WTP control room. As indicated in Table III-3, the total rated capacity of the six wells is about 9.7 mgd with a firm rated capacity of about 7.3 mgd. The drawdown of individual wells is affected by drawdowns from adjacent wells which reduces their production capacity. The Riverside well supply facilities are designed based on a well supply capacity of 8 mgd, and for the purposes of this report the capacity of the Slade Avenue wells was based on this 8 mgd capacity. 2. Airlite Five deep wells located adjacent to the Airlite WTP pump water directly to the plant through a series of raw water collection mains. The wells are manually controlled from the Airlite control room and monitored from the Riverside WTP. As indicated in Table III-5, the total rated capacity of the four currently operating pumps is about 7.4 mgd with a firm rated capacity of about 5.2 mgd. Before 1975, Wells 1A, 2A, and 4A had received acid treatment to increase their capacity. This treatment could be repeated, but must be considered separately for each. Well capacity would be increased only temporarily. In general, treatment to increase well capacity tends to be less successful and last for a shorter period each time it is repeated. Well 3A has not been used since 1984 as a result of clogging of the well casing, pump impeller and bowl by barium salts. The pumping unit for Well 2A was serviced in November 1988. City personnel report that there were indications of barium salt precipitation on the pump impeller, however there are no indications of problems with barium precipitation at the remaining three wells. P w33s121991 III-15 r D. Evaluations 1. Silt Deposition During the construction of the intake, the river bottom was excavated to City elevation 720 (USGS elevation 700) along the entire width of the intake structure and extending into the river about 140 feet. The bottom of the intake portals are also at City elevation 720. Directly in front of the intake portals, the river bottom was excavated to City elevation 718 (USGS Elevation 698.04). A survey of the Fox River bottom in front of in the intake structure was conducted on July 30, 1991. The survey indicated that significant silt deposition has occurred. Figure III-4 shows the excavated river bottom elevations when the intake was constructed in 1982 and the elevations determined by the July 1991 survey. The 1991 survey shows that the silt deposition has ranged from 5 feet over the excavated area with approximately 5 feet of deposition straight out from the structure. Directly in front of the intake structure, the silt deposition is still above the inlet portal sill, City elevation 722, but varies from 4 feet at 30 feet out from the structure to 2 feet 15 feet out. It is apparent that flows into the intake structure are preventing further deposition directly in front of the intake. City personnel report no significant increase in silt deposition in the pumping station wetwell since the intake was placed into service. However, they do report problems with matting of leaves around the intake portal, resulting in decreased pumpage during the fall. The raw water pumps are frequently used to backflush the trash rack to break up the leaf mat. This apparently is successful in resolving the clogging problems. However,if the clogging problem increases, the application of air bubbles at the face of each bar screen to reduce the inflow of submerged leaves should be investigated. Also, the placement of a wing wall upstream of the intake may be helpfull in diverting leaves away from the intake ports, as well as, reducing silt deposits directly in front of the intake. Until the problems of silting or clogging increase,no significant modifications are recommended. However, the City should periodically monitor the river bottom + elevation at the Fox River intake. Since there is apparently no problem with the silt deposition at present, dredging can be deferred. Based on past operations, it is anticipated that the silt deposition may only be a problem under extreme low flow river levels. Also, the frequency and amount of silt removed from the wetwell should be monitored and recorded to evaluate the need for re-excavation. r W3JB121991 III-16 r r r 1� _ � INTAKE \ PUMPING , ` r Nfr STATION �` 1 - Si o t5 SO so 4 723........9 ______ SCALE IN FEET 1 :7t' \ ) '=1 Ic?/ .:216-- / tl N ►- / 'N' t=S/ (,...,.. \- I r ..../ t=1/ to �a 720-� I r . - ,�a F r / t. , .--il,'--#."------:- , 114 's6 ' i i ORIGINAL GRADING / LIMITS ./V-- / 1 ��1 ...... ....------ ...„....,____"_........ r 0 4 MOTE: ALL ELEVATIONS ARE TO CITY DATUM (USES DATUM ♦ 19.96 FEET s CITY DATUM) ,EGEND r .-- 1982 RIVER BOTTOM CONTOUR (BLACK B VEATCH CONSTRUCTION DRAWINGS) ELGIN, ILLINOIS -- JULY 30, 1991 RIVER BOTTOM CONTOUR RIVER BOTTOM CONTOURS (BURNIDGE 6 WESTPHAL, INC. SURVEY) r FOX RIVER INTAKE , SLACK • VEATCH 1992 FIGURE III-4 C 2. Spills Contingency Plan As with any surface water supply, there is a potential for material spills into the Fox River. With the initial operation of the Riverside facilities, the Elgin Water Department has developed and continues to implement a Spills Contingency Plan to provide an effective means of protecting the public water supply during times when materials have been spillled in the Fox River Basin. The plan applies to all types of materials from major sources such as highway carriers, railroad, pipelines, and companies with production and storage facilities. This plan is an important part of the water supply operations procedures and must be continuously updated and maintained to be effective. 3. Operations Since the Riverside WTP was placed in service, river water has been the primary source of supply. With the Riverside factilities' ability to deliver water to both distribution system levels, operation of the Slade Avenue wells and Airlite WTP has been significantly reduced. This reduction in pumping and treatment of the more expensive groundwater has provided significant cost savings for Elgin. Maintaining Elgin's groundwater supply capacity also provides a reliable source of water in the unlikely event that a major material spill occurs, requiring the temporary shutdown of the Fox River intake. The current 7.4 mgd Airlite supply and 8 mgd Slade Avenue supply represents approximately 65 percent of year 2010 average annual daily demand of 23.5 mgd. As Elgin expands and continues to furnish water to surrounding communities,it is important to maintain this groundwater supply rto meet demand, but also to provide a reliable supplimental supply in event of spills or temporary contamination of the Fox River supply. Historical water supply source usage is listed in Table III-6. r C W338121991 111-17 r r TABLE III-6 Historical Average Day Water Supply Source Usage Riverside WTP Airlite WTP Year Total Raw Water River Supply Deep Well Supply Deep Well Supply (mgd) (mgd) % (mgd) % (mgd) % 1985 9.31 5.68 61.0 2.51 27.0 1.12 12.0 1986 9.47 8.03 84.8 0.65 6.9 0.79 83 1987 9.84 8.21 83.4 0.91 93 0.72 73 1988 10.70 9.13 85.3 0.63 5.9 0.94 8.8 1989 10.39 9.21 88.6 0.41 4.0 0.77 7.4 1990 10.12 8.30 82.0 L00 9.9 0.82 8.1 rCurrently, the Slade Avenue deep wells which supply the Riverside WTP are typically used during peak demand periods in the summer months and during the 0 winter to prevent freezing in the treatment plant basins. The deep well supply is also used to alleviate the taste and odor problems experienced with the Fox River supply. Supply from the Airlite wells is more consistent than from the Slade Avenue wells. The deep wells supplying the Airlite WTP are used year-round, but again with higher production during the summer peak demand periods and during taste and odor events associated with the Fox River supply. Historical monthly well supply usage for 1989 and 1990 shown in Table III-7 rdemonstrates the above use patterns. r r r r C r W3JB121991 III-18 F r r rTABLE III-7 Historical Monthly Deep Well Supply Usage Slade Ave.Deep Wells Airlite Deep Wells Month 1989 1990 1989 199.0 Monthly %of Monthly %of Monthly %of Monthly %of S pply Year St l Year S pp)y Total Supply Total Mtn} (MCi� MCi) �'rj Jan 8.0 5.3 64.4 17.7 22.7 8.1 18.6 6.2 Feb 295 19.8 0.0 0.0 155 55 165 55 Mar 3.5 2.3 0.0 0.0 20.0 7.1 16.4 5.5 Apr 0.0 0.0 0.0 0.0 26.5 9.5 19.4 6.5 May 95.9 64.3 26.5 7.3 41.5 14.8 243 8.1 Jun 10.5 7.0 6.8 1.9 44.8 16.0 31.8 10.6 July 0.0 0.0 171.9 47.3 24.8 8.9 65.7 21.9 Aug 0.0 0.0 61.0 14.0 20.1 7.2 27.4 9.1 rSep 0.0 0.0 0.0 0.0 23.1 8.2 31.3 10.4 Oct 0.0 0.0 0.6 0.2 21.8 7.8 20.4 6.8 Nov 0.0 0.0 0.0 0.0 19.4 6.9 113 3.8 Dec 1.8 1.2 423 11.6 0.0 0.0 16.8 5.6 Total* 149.1 100.0 363.4 100.0 280.2 100.0 300.0 100.0 f * Numbers may not add up due to rounding. With the increasing water use, both Airlite and Slade Avenue wells will continue to be an important source of water supply with a continually increasing share of the total water demand. Most of this increased usage will be related to extensions in the operation of the Airlite facilities. rE. Alternatives for Increased Treatment Capacity Sufficient supply capacity should be provided to satisfy the projected year 2010 maximum day requirement of 40 mgd. The existing supply facilities are capable of providing about 21.2 mgd,based on 16 mgd at the Riverside WTP and 5.2 mgd at the Airlite WTP. Projected maximum day demands will exceed 21.2 mgd by 1994. Therefore, design of additional facilities should be initiated as soon as possible, in order to meet projected demands. Two basic alternatives represent the most effective way to meet these demands: (1)increase supply and treatment capacity at the Riverside WTP only or (2) increase W3J8121991 III-19 r r t the well supply at the Airlite WTP in conjunction with the supply and treatment capacity expansion at the Riverside WTP. Several factors impact these alternatives for expansion. River water is the most cost effective source of water for the City. Additional groundwater from deep wells will cost considerably more than river water because of the difference in pumping head. At a power cost of $0.06 per kWh, Fox River water can be delivered to the Riverside WTP for about $15 per million gallons as opposed to approximately$210 per million gallons for groundwater from the deep wells. The existing Riverside facilities were planned for expansion to 32 mgd,but can easily accomodate an expansion of 36 mgd with proper modifications. With the future population growth projected for the western portions of the City, Airlite's ability to serve this growth area the effective use of existing treatment facilities, and the reliability of its groundwater supply provides support for the continued use of the Airlite facilities. Also, other sources such as shallow well or off-stream storage are not cost effective at this time. Under the first alternative the supply capacity at the Riverside WTP could be increased by expanding the existing raw water pumping station and transmission facilities. The raw water supply and treatment facilities were planned for expansion to 32 mgd. An expansion of the river water supply to 32 mgd in conjunction with the existing Slade Avenue deep well capacity of about 8 mgd would provide a total supply of 40 mgd to the Riverside WTP without development of additional supply sources. However, based on current supply capacity of 5.2 mgd (supply limited), a 19 mgd expansion of the Riverside facilities to 35 mgd would be sufficient to meet demands beyond 2010. The existing intake and raw water pumping facilities can be modified and expanded to accomodate the 19 mgd expansion. No expansion of the Slade Avenue rdeep well supply would be required. This supply would continued to be utilized as it is now. The second alternative involves maximizing the utilization of the Airlite facilities. If supply capacity at the Airlite WTP were increased to the plant's nominal treatment capacity, the minimum additional treatment capacity required at the Riverside WTP to meet year 2010 maximum day demands would be about 16 mgd. The existing Riverside intake and raw water pumping facilities were originally designed for a 16 mgd expansion. No expansion of the Slade Avenue deep well supply would be required. This supply would continue to be utilized as it is now. r W31s121991 III-20 r r The 5.2 mgd firm capacity of the four currently operating wells supplying the Airlite WTP is less than the plant's nominal treatment capacity of 8 mgd. This well capacity can be increased by rehabilitating the existing wells to increase their capacity or by construction of new deep wells. All of the existing deep wells at the Airlite WTP, except for Well 5A, have received acid treatment to increase their capacity. Additional treatment is possible, but should be considered on a well by well basis. Benefits in the form of increased well capacity may be only short term. In general, treatment to increase well capacity tends to be less successful and sustainable for shorter periods of time with each successive treatment. A long-term solution is to construct an additional deep well. Previous studies indicate that the well site near the Airlite WTP could support a deep well capacity of about 9 mgd. An additional deep well with a capacity of about 2 mgd could be located on City owed land west of the Airlite WTP. This well would increase the available supply capacity to about 9.2 mgd and would allow full utilization of the plant's treatment capacity. Additional well capacity would also increase system reliability by providing an alternative to the Fox River Supply. However, further studies should be conducted to determine the potential for barium contamination before proceeding with design and construction of the new well. If barium contamination is a problem, consideration should be given to developing additional capacity at the Riverside WTP. Development of shallow well fields at locations remote from the existing treatment plants is not cost effective. Transmission mains would have to be constructed at substantial cost to deliver the water to the treatment plant. F. Recommendations Expanding the pumping facilities at the existing Fox River intake is the most cost- effective alternative for increasing the supply to the Riverside treatment plant. For effective use of existing treatment facilities and its reliable groundwater source, the Airlite treatment plant should continue to be utilized. It is recommended that the capacity of the Riverside raw water supply facilities be increased from 16 mgd to 32 mgd. This expansion involves the installation of two 8 mgd raw water pumps at the Fox River intake and pumping station and the construction of a second 30 inch raw water transmission main from the intake to the Riverside WTP site. The new and existing pumping units would be manually W33B121991 III-21 r c controlled from the plant's control room through a new supervisory control system. With the expansion of the WTP and installation of a new control system, the control r. of the AFD on pump No. 6 should be automated to allow speed adjustment from the WTP control room. The six deep wells at the Slade Avenue site should be maintained in service. These wells provide a source of warmer water during winter operation to prevent basins from freezing over. The wells also provide an alternative to the Fox River supply during taste and odor events or in case of temporary contamination of the Fox River. The current supply capacity of the Airlite WTP is less than the plant's nominal treatment capacity of 8 mgd. It is recommended that a new 2 mgd deep well, similar to existing Well 5A, be constructed. The well would increase the total supply capacity to 9.2 mgd. A second new well or redevelopment of existing wells Al through A4 would be required to provide a firm capacity of 8 mgd. However, it is reasonable to consider that the Riverside facilities could provide the necessary additional finished water capacity if one Airlite well was out of service. Well 3A at the Airlite WTP should be evaluated to determine if replacement or redevelopment would restore its capacity. Prior to the early 1980s barium salt precipitation was not a problem. However, as the aquifer water levels continue to decline, it became more of a problem for Well 3A. With water levels within the aquifer rebounding it is possible that the water quality within Well 3A will improve. There are no indications that the remaining deep wells at the Airlite WTP are experiencing problems with barium precipitation. However, before proceeding with the addition of a new deep well or redevelopment of other wells at the Airlite WTP, further study should be conducted to determine the extent of barium contamination, and its potential impact on the wells at that location. Further study will also be required for site selection on any new wells. Development of shallow well fields or off-stream storage at locations remote from the existing treatment plants is not cost effective at this time. Transmission mains and pumping facilities would have to be constructed at substantial costs to deliver the water to the treatment plants. With the recent purchase of additional property north of the Riverside WTP, space is available for expansions to meet demands beyond year 2010. Expansion of the plant beyond the recommended 32 mgd will require additional supply. If Fox River supply is considered for future expansion, it is likely that off-channel storage w33a121991 III-22 r will be required. Therefore, it is recommended that the City continue to consider shallow aquifer and off-stream storage supply sources in their planning for meeting future demands beyond year 2010. A preliminary opinion of probable costs for the recommended supply improvements is shown in Table III-8. The total project cost for Airlite WTP supply improvements is $949,000. The total project cost for Riverside WTP supply improvements is $405,000. The costs reflect 1992 price levels without escalation for probable future inflation. A contingency allowance of 10 percent and a 15 percent allowance for engineering, legal, and administrative costs are included in the cost figures. r TABLE III-8 Water Supply Improvements Summary of Probable Project Costs Opinion of Probable Cost Airlite WTP 2 mgd Deep Well 640,000 Transmission Main 110,000 Subtotal-Probable Construction Costs 750,000 Contingencies, Engineering, Legal, Administrative 199,000 Total Probable Project Cost - Airlite WTP Improvements $949,000 Riverside WTP Raw Water Pumping Station 190,000 Transmission Main 130,000 Subtotal-Probable Construction Cost 320,000 Contingencies, Engineering, Legal, Administrative 85,000 Total Probable Project Cost - Riverside WTP Improvements $405,000 Total Probable Project Cost - Water Supply Improvements $1,354,000 r r W3JB121991 III-23 r t' a 4 References 1. Knapp, H. Vernon, Fox River Basin Streamflow Assessment Model: Hydrologic Analysis, Illinois Department of Transportation Division of Water Resources, October 1988. 2. Personal Communication with Bill Rice of the Illinois Department of Transportation, Division of Water Resources. 3. Boycee, David R.,P.E.,letter from Illinois Department of Transportation to City of Elgin, April 30, 1980. 4. State of Illinois Department of Transportation, Division of Water Resources Permit No. 16309, April 28, 1980. 5. Sasman, R.T. et al., "Water-Level Trends and Pumpage in the Cambrian and Ordovician Aquifers in the Chicago Region, 1980-1985", December 1986. 6. Personal Communication with Adrian Visocky, Illinois State Water Survey, January 1991. 7. City of Elgin, Illinois, Water Supply and Treatment Study, Black & Veatch, August 1975. 8. City records. 9. Illinois State Water Supply Survey,Surve , 1989. 10. Visocky, Adrian P., et al., Shallow Groundwater Resources of Kane County, Illinois, Illinois State Geologic Survey and Illinois State Water Survey, 1988. 11. Personal Communication with Vernon Knapp of ISWS. C r W3n3121991 III-24 r r CHAPTER IV WATER TREATMENT i 1 1 1 1 1 r t r r TABLE OF CONTENTS r Page rIV. Water Treatment Plant Expansion IV-1 A. Existing Facilities IV-1 1. Riverside Water Treatment Plant N-1 a. Water Treatment Processes IV-2 b. Treated Water Storage and Pumping IV-4 rc. Chemical Feed and Storage IV-6 d. Chemical and Filter Building IV-9 r2. Airlite Water Treatment Plant IV-9 a. Water Treatment Processes IV-10 r b. Treated Water Pumping IV-ii B. Operational Evaluation IV-12 1. Riverside Water Treatment Plant IV-12 2. Airlite Water Treatment Plant IV-14 C. Riverside WTP Expansion IV-15 1. Disinfection Alternatives IV-15 a. Chlorine Dioxide IV-15 r b. Ozone IV-16 (1) System Components IV-18 (2) General Layout Considerations IV-25 2. Organics Control IV-26 3. Site Evaluation IV-26 4. Water Supply Fv-26 5. Water Treatment Process IV-27 6. Treated Water Storage and Pumping IV-29 7. Chemical Feed and Storage IV-30 a. Alum IV-30 b. Carbon Dioxide. IV-31 c. Activated Carbon IV-31 d. Soda Ash IV-32 e. Ammonia . IV-32 r f. Chlorine IV-33 r WP062392 REPl95sln TCIV-1 r r I TABLE OF CONTENTS (Continued) Page rg. Ferric Sulfate IV-33 h. Hydrofluosilicic Acid. IV-34 i. Lime. IV-34 j. Polymers IV-34 k. Polyphosphate IV-34 r1. Potassium Permanganate IV-35 8. Chemical and Filter Building IV-35 a. Laboratory IV-36 (1) Laboratory Certification IV-39 (2) Analytical Equipment IV-40 9. Control and Monitoring System IV-41 a. Discrete Control and Monitoring Systems IV-42 b. Computer Based Control Systems IV-42 (1) Non-Distributed Control System Architecture IV-43 (2) Distributed Control System Architecture IV-43 c. System Programming IV-44 r d. Recommendations IV-46 10. Sludge Handling and Disposal IV-47 r a. Transmission N-47 b. Disposal D/-47 D. Airlite WTP Improvements n1-48 1. Well Supply W-48 2. Disinfection IV-49 r 3. High Service Pumping IV-49 E. Staffing Requirements IV-51 1. Existing Organization and Staffing IV-51 a. Supervision/Administration IV-53 b. Plant Operators IV-53 c. Control Technicians IV-53 d. Maintenance Personnel IV-53 re. Laboratory Personnel IV-54 r WP062392 REP195sIn TCIV-2 is r TABLE OF CONTENTS (Continued)4 Page 2. Recommendation IV-54 F. Recommended Improvements IV-54 r LIST OF TABLES Table Page IV-1 Riverside WTP Process - Umts IV-5 IV-2 Airlite Plant - Unit Process IV-11 IV-3 Riverside WTP - Treated Water Goals IV-12 IV-4 Airlite WTP - Treated Water Goals IV-14 IV-5 Laboratory Space Requirements IV-37 IV-6 Airlite Pumping Station Recommended Pump Replacement IV-50 IV-7 Water Treatment Plant Improvements Summary of Probable Project Costs IV-56 r LIST OF FIGURES Following Figure Page IV-1 Riverside WTP Expansion IV-15 N-2 Riverside WTP Expansion - Recommended Process Schematic IV-27 IV-3 Chemical Building Revisions - Operating Floor N-36 IV-4 Proposed Organizational Structure IV-54 IV-5 Water Department Staff Scheduling IV-54 IV-6 Implementation Schedule - WTP Improvements IV-56 t WP062392 REP195sIn TCIV-3 r IV. Water Treatment Plant Expansion This chapter provides a description and evaluation of the existing facilities at the Riverside WTP, including unit processes; treated water storage and pumping, chemical feed, handling, and storage; process control and monitoring; electrical and mechanical systems; and functional space uses. The unit processes and treated water pumping facilities at the Airlite WTP which are affected by the recommendations presented in other chapters are also described and evaluated in this chapter. Descriptions are provided of the recommended improvements required to increase overall treatment capacity to 40 mgd to meet year 2010 maximum day demands. A. Existing Facilities 1. Riverside Water Treatment Plant The Riverside WTP was placed into operation in 1982. The plant has a design capacity of 16 mgd. The plant is supplied by a combination of surface water from the adjacent Fox River and groundwater from six deep wells located on the opposite side of the river. Unit processes consist of pretreatment, presedimentation for the Fox River supply and diffused aeration for the well supply, followed by excess lime softening with two-stage recarbonation, dual-media filtration using granular activated carbon over sand, and disinfection. Chlorine is used as the primary disinfectant, and chloramines are used to maintain a residual in the distribution system and to control disinfection byproducts. Treated water is stored onsite in an onsite 1.0 MG ground storage reservoir and three remote underground storage reservoirs with a total volume of 4.0 million gallons, located on the opposite side of the Fox River at the Slade Avenue pumping station. A dual-level pumping station at the Riverside WTP takes suction from the 1.0 MG ground storage reservoir and pumps to both the Low and the High Service Levels. The Slade Avenue pumping station takes suction from the adjacent Slade olo Avenue reservoirs and pumps to the Low Service Level. r wP062392 REP195s1n IV-1 P r a. Water Treatment Processes. River water is delivered to the Riverside WTP through a 30-inch main. The raw water first passes through the carbon facilities building where the flow is measured and a powdered activated carbon slurry can be added. The 30-inch flow tube is sized to measure flows over a range of 4 mgd to 24 mgd. The river supply then enters a rapid mix chamber ahead of the presedimentation basin. Alum, polymer, potassium permanganate, and return sludge can be mixed with the raw water at the pretreatment basin rapid mix chamber. Chlorine is added to the basin influent line after the rapid mix chamber. The clarifier-flocculator type pretreatment basin is circular, with a 135 foot inside diameter, a sidewater depth of 16 feet, submerged orifice type effluent launcher, and four turbine type flocculators. Well supply is delivered to the Riverside WTP through a 20-inch main. The water first flows through the odor control building and two aeration basins for the oxidation of hydrogen sulfide. The flow is measured ahead of the aeration basin with a 20-inch flow tube sized for a flow range of 1 to 8 mgd. Potassium permanganate and ferric sulfate can be fed ahead of the aeration basins to serve as a catalyst in the oxidation of hydrogen sulfide. Air is introduced into the basins through submerged diffusers. Two positive displacement type blowers supply the air. The basins are covered, and a 1,000 cfm packed tower type scrubber located in the odor control building strips any hydrogen sulfide gas removed by the aeration process prior to discharging the aeration exhaust to the atmosphere. The aeration basins can also be utilized as contact basins using a chlorine feed for chemical oxidation of the sulfides. Currently, the basins are used as chlorine contact basins for chemical oxidation of the hydrogen sulfide. Following initial oxidation the well water can flow to the pretreatment basin or directly to the softening basins. The flow measurement for each supply is transmitted to receivers in the control room of the operation building. After pretreatment, the combined river and well supplies are delivered through a 42-inch main to the primary basin flow diversion structure where the incoming flow is split to two primary basins. Both basins are of the solids-contact type, with a 75-foot inside diameter, a 16-foot sidewater depth, radial effluent launder with V-notched weirs. Soda ash can be added to the primary basins' influent and lime is added in the flocculation well. The effluent from the two primary basins is combined for further treatment. Provisions for bypassing and softening by split treatment are provided at the primary basins. An 18-inch split treatment line conveys water from the flow diversion structure ahead of the primary WP062392 REP195sIn IV-2 r basins to the secondary basin rapid mix chamber when facilities are operating in a split treatment mode. The split treatment flow is controlled by throttling the basin bypass valve, and its flow is measured by an 18-inch flow tube with a flow range of 1 to 6 mgd. The combined primary effluent is delivered to the secondary basin rapid mix chamber. Activated carbon slurry, carbon dioxide solution, and ammonia can be added in the inlet piping to the secondary basin rapid mix chamber. Polymer, ferric sulfate, potassium permanganate, and return sludge can be added within the rapid mix chamber. Chlorine solution can be added to the basin influent line after the rapid mix chamber. The secondary basin is of the clarifier-flocculator type, with a 135-foot inside diameter, a 16-foot sidewater depth, submerged orifice type effluent launder, and four turbine type flocculators. Carbon slurry can be added in the 48- inch secondary effluent line. Plant overflow protection is provided by a 32-foot overflow weir located in the secondary basin wall. Secondary effluent is delivered to the filter building through a 48-inch filter influent line. Filtration is accomplished using four filters, each having a surface area of 726 square feet and a capacity of about 4 mgd when filtering at a rate of 4.0 gpm/square foot The filters are equipped with Leopold clay underdrains, 12 inches of gravel, and dual media consisting of 10 inches of fine sand overlain by 18 inches of granular activated carbon. Chlorine solution, carbon dioxide solution, fluoride, polyphosphate, and ammonia can be added ahead of the filters in the 48- rinch filter influent line. The filters are backwashed by gravity using water from the 1.0 MG ground storage reservoir. Filter backwash water drains to a concrete wash water recovery basin, which can also receive drainage from the aeration basin, pretreatment basin, primary basins, secondary basin,rapid mix chambers, and filter drains. The basin has an inside diameter of 50 feet, an effective depth of about 14 feet, and a capacity of about 202,000 gallons. The recovered wash water is returned to the 48-inch primary basin influent line ahead of the primary basin flow diversion structure by two 350 gpm wash water return pumps. More detailed design information on the Riverside WTP process units is presented in Table I1/-1. t WP062392 REP195sIn 1V-3 r r b. Treated Water Storage and Pumping. Transfer pumps deliver water from the filter clearwell to the 1.0 MG ground storage reservoir at the plant site. The transfer pumping facilities contain space for six vertical turbine pumping units. Three units are currently installed. All three units are identical, with a rated capacity of 5,600 gpm (8 mgd) for a total transfer pumping capacity is about 24 mgd. The firm capacity with one unit out of service is about 16 mgd. Each unit is equipped with a 100 horsepower motor. Water from the Riverside WTP ground storage reservoir is manually transferred by gravity to the underground storage reservoirs at the Slade Avenue facilities. The overflow elevation of 774 at the Riverside WTP ground storage reservoir is about 40 feet higher than the overflow elevation of the Slade Avenue reservoirs. A 12-inch transfer line is connected to the 36-inch high service pump suction line near the ground storage reservoir. Currently, this is the only means of transferring water to the Slade Avenue reservoirs. A second, 24-inch, transfer line is currently under design. This line will also tie to the 36-inch high service pump suction line and will be used with the existing 12-inch transfer line to replenish the Slade Avenue reservoirs. There are three underground storage reservoirs at the Slade Avenue facilities. All three are partially buried and covered. Reservoirs No. 1 and No. 2 are circular concrete structures, each with an overflow elevation of 733.5, a 20.8 foot sidewater depth, and a volume of 1.0 MG. Reservoir No. 3 is a rectangular concrete structure, with an overflow elevation of 733.8, a 19 foot sidewater depth, and a volume of ' 2.0 MG. It has been recommended by others that this reservoir be replaced because of its poor condition. The current replenishment rate to the Slade Avenue reservoirs is limited by the capacity of the 12-inch transfer line. At an assumed C-value of 80, the transfer capacity is limited to about 2.3 mgd. When the new 24-inch transfer line is Frit completed, the total transfer capacity will be approximately 24 mgd. r r k wP062392 REP195sln IV-4 "' r TABLE W-1 Riverside WTP Process Units* Pretreatment Basin Total Volume, gallons 1,909,000 Diameter, feet 135 Detention Time Flocculation Well, hours 0.5 Total Basin, hours 2.85 Surface Loading Rate, gpm/sf 1.0 Weir Overflow Rate, g/lf/d 20,130 Aeration Basin Detention Time, hours** 0.5 Primary Basin (8.0 mgd/basin) Total Volume, gallons 558,000 Diameter, feet 75 Detention Time, hours 1.68 Surface Loading Rate, gpm/sf 1.50 Weir Overflow Rate, g/lf/d 13,000 Rapid Mix Chambers Detention Time, seconds 30 Secondary Basin Total Volume, gallons 1,909,000 Diameter, feet 135 Detention Time Flocculation Well, hours 030 Total Basin, hours 2.85 Surface Loading Rate, gpm/sf 1.0 Weir Overflow Rate, g/lf/d 20,130 Filters Total Area, sq ft 2,904 Filter Loading Rate, gpm/sf 3.8 Wash Water Recovery Basin Storage, gallons 202,000 * All detention times and rates based on 16.0 mgd flow, except where noted. ** Based on 3.0 mgd design rate and a 6.0 mgd overload rate. r Distribution system pumping facilities are provided at the Riverside WTP and the Slade Avenue facilities. Dual-level pumping facilities at the Riverside WTP pump to both the Low Service Level and the High Service Level. The Slade Avenue pumping station pumps to the Low Service Level only. WP062392 REP195sIn IV-5 r The Riverside WTP pumping units are supplied through a 36-inch suction line from the 1.0 MG ground storage reservoir. The pumping facilities are designed to accommodate nine pumping units, five for the Low Service Level and four for the High Service Level. Three 6 mgd Low Service Level pumps are currently installed, and supply the Low Service Level distribution system through a 30-inch discharge line. Three High Service Level pumps are currently installed, and supply the High Service Level through two 16-inch discharge lines. The total installed pumping capacity at the Riverside WTP is about 30 mgd. The Slade Avenue WTP was constructed in 1938 to provide lime softening of well water. Upon completion of the Riverside WTP, the treatment facilities at Slade Avenue were retired, and the well supply was directed to the Riverside WTP. However, the pumping station at the Slade Avenue site was retained and is now remotely operated from the Riverside WTP. Construction of the new 10.5 mgd Slade Avenue pumping station to replace the existing station is expected to be completed in the spring of 1992. The new pumping station has an ultimate design pumping capacity of 17.5 mgd. However, initially only three 3.5 mgd pumping units will be installed. Space for two additional pumping units is provided for future expansion. Upon completion of the Slade Avenue pumping station, the total pumping capacity from the Riverside WTP will be about 40.5 mgd, and the firm capacity,with the largest unit out of service, will be about 34.5 mgd. Detailed information on the high service pumping units is presented in Chapter V- Water Distribution Facilities. c. Chemical Feed and Storage. Chemical feed and storage facilities are provided for lime, soda ash, ferric sulfate, alum, polymer, polyphosphate, chlorine, ammonia, potassium permanganate, carbon dioxide, activated carbon, and fluoride. Quicklime is stored in two 4,100 cubic foot roof-mounted bins atop the chemical and filter building. The quicklime is fed with two gravimetric belt type lime feeder- slaker units, each having a capacity of 2,000 pounds per hour of pebble lime. Lime slurry is delivered to the flocculation well of the primary basins by gravity flow through troughs. Soda ash, added to remove noncarbonate hardness, is stored in a roof-mounted bin adjacent, and identical to the quicklime bins. A belt type gravimetric feeder capable of feeding up to 600 pounds per hour of soda ash dispenses into a 400 gallon dissolving tank is equipped with a four-way splitter box. Two of the splitter box wP062392 REP195sIn IV-6 a outlets are plugged and the remaining two are used to deliver soda ash solution to the inlet lines of the two primary clarifiers. Ferric sulfate is used as a coagulant aid in the pretreatment and secondary basins and as a catalyst in the removal of hydrogen sulfide in the well water aeration basins. Bags of ferric sulfate are stored in the chemical storage room. There are three assemblies of preparation and feeding equipment, each consisting of a hopper, a volumetric screw type feeder, and a 75 gallon dissolving tank. Two of the feeders can feed up to about 4.75 cubic feet of ferric sulfate per hour; the third feeder can feed up to about 0.4 cubic feet per hour. Each of the two diaphragm type metering pumps can deliver about 14 gallons per hour of ferric sulfate solution to the well water aeration basin and the pretreatment basin rapid mix chamber. The secondary basin rapid mix chamber is fed ferric sulfate by gravity from the dissolving tank. Alum is used as the coagulant in the pretreatment basin. Alum is delivered in liquid form and stored in two 5,000 gallon fiberglass storage tanks in the basement of the chemical and filter building. Two 31 gallon per hour metering pumps can supply alum to the rapid mix chamber of the pretreatment basin rapid mix chamber and the secondary basins. Polymer is used as a coagulant aid in the pretreatment and the secondary basins. There are two separate systems which can supply either liquid or dry polymer to either of the two feed points. A single feeder-blender system prepares polymer solution from dry material for both of the polymer feed systems. The feeder-blender system can prepare up to about 11 pounds per hour of dry polymer as a 0.30 percent solution. Each polymer feed system consists of a 470 gallon mixing tank, a 470 gallon holding tank, and a metering pump. Three metering pumps, each with a maximum capacity of about 270 gallons per hour, are so arranged that one can act as a standby for either of the other two. Polymer can be fed directly into the rapid mix chambers. Polyphosphate solution can be injected to the filter influent for corrosion control. The polyphosphate system consists of a 50 gallon mixing tank, a 75 gallon holding tank, and a metering pump with a maximum capacity of about 11 gallons per hour. Dry sodium hexametaphosphate is stored in the chemical storage room. The chlorine storage facilities contains storage space for 13 one-ton chlorine containers. Two of these containers are stored on the chlorine scale. Two evaporators provide capacity to feed up to 12,000 pounds of chlorine per 24 hours (6,000 pounds per evaporator). There are three chlorine feeders, two sized for 2,000 pounds per day and one for 1,000 pounds per day. Total chlorine feed capacity { WP062392 REP195sIn IV-7 is about 5,000 pounds. Chlorine solution can be fed to the aeration basin influent, the presedimentation basin influent (after rapid mix), the secondary basin influent (after rapid mix), the filter clearwell, and the service pump suction line. Ammonia can be added to the primary basin effluent and the filter clearwell or transfer pump discharge line to convert free chlorine to chloramine and to reduce trihalomethane formation. Aqua ammonia is stored and fed from 50 gallon drums in bulk chemical storage room located in basement of the chemical and filter building. Two metering pumps, each with a maximum capacity of about 19 gallons per hour, can deliver aqua ammonia to the feed points. Originally, chlorine and ammonia were injected to the filter influent. Plant personnel changed the injection point to the filter clearwell. The injection point is now being relocated such that chlorine and ammonia are injected in the transfer pump discharge line. Potassium permanganate is used for taste and odor control and as a catalyst in the oxidation of hydrogen sulfide aeration process. The original potassium permanganate feed system installed in the plant was converted to a filter aid polymer feed system in 1989. Potassium permanganate is currently being fed in dry form directly into the influent chambers of the Fox River intake and pumping station. The filter aid polymer feed system was converted from the original potassium permanganate system by changing the pump motor speed and adding two metering pumps, a mixer funnel for dry polymer, and a pipe diffuser. Filter aid polymer can be fed at the filter influent. Carbon dioxide is used for pH adjustment after softening to maintain a stable treated water and to reduce scale forming potential. A 24-ton carbon dioxide bulk storage unit, located outside the chemical and filter building, can supply carbon dioxide gas to the feed equipment at a rate up to 270 pounds per hour. Three carbon dioxide solution feeders are installed in the carbon dioxide feed room; each capable of feeding up to about 6,200 pounds of gas per day. Carbon dioxide solution can be fed to the primary basin effluent and to the filter influent. Powdered activated carbon for taste and odor control can be added to the river water supply, to the secondary basin influent, and to the filter influent. Typically, carbon slurry is added ahead of the pretreatment rapid mix chamber and occasionally to the secondary basin influent. Powdered activated carbon is delivered in dry form and stored as a slurry in two 45,000 gallon underground storage tanks. Three 270 gallon per hour metering pumps are located in an underground feed room wP062392 REP195sIn IV-8 r adjacent to the carbon storage tanks. One metering pump feeds carbon to the pre- treatment basin influent, another to either the secondary basin influent or the filter influent, and the third pump serves as a standby. Hydrofluosilicic acid is used to maintain a fluoride content in the finished water. The chemical is stored in a 5,000 gallon fiberglass storage tank adjacent to the alum storage tanks in the bulk storage room in the basement of the chemical and filter building. A transfer pump with a rated capacity of about 9 gallons per minute transfers the acid to a 70 gallon day tank or to drums for transfer to the Airlite WTP. Two diaphragm type metering pumps deliver the hydrofluosilicic acid from the day tank to the filter influent. In general, the plant facilities were designed for about 30 days chemical storage at the average flow rate of 9.4 mgd except for lime and carbon dioxide. Only 20 days storage was allowed for lime and 25 days for carbon dioxide. d. Chemical and Filter Building. The chemical and filter building contains the chemical feed and storage, filter, filter clearwell, transfer pumping, high service pumping, control, administration laboratory, and HVAC facilities. Facilities located on the ground level include conference room, pump room, bulk chemical storage room, mechanical room, maintenance shop, compressor room, elevator equipment room, janitor's closet, and the men's and women's restrooms. Facilities on the operating floor include the control room, laboratory, former meter shop, offices and lobby, filters, men's and women's restrooms, janitor's closet, chemical feed room, chlorine storage and feed rooms, and carbon dioxide feed room. A general chemical storage room and two other storage rooms are located on the second floor. A hydraulic freight elevator transports equipment and chemicals between the basement, operating floor, and the second floor. Heating, ventilating, and dehumidification equipment, air compressors, and similar equipment are located in the basement level. C 2. Airlite Water Treatment Plant The Airlite WTP is located on Airlite Street north of Larkin Street. The original plant with a rated capacity of 4.0 mgd, was constructed in 1963. In 1970, an addition as constructed increasing the rated capacity to approximately 8.0 mgd. The plant provides single stage softening of its well supply. C wP062392 REP195s1n IV-9 C a. Water Treatment Processes. Water from the wells is pumped into a raw water reservoir. A small amount of ferrous sulfate is added to the water before it enters the reservoir to aid in the removal of hydrogen sulfide. From the reservoir, the water enters an aeration chamber equipped for diffused aeration to oxidize the hydrogen sulfide. Aluminum sulfate and sodium aluminate are added to the dis- charge from the aeration chamber before it enters a rapid mix chamber. Flow from the rapid mix chamber is split to two solids contact type upflow clarifiers. Lime for softening is added in the central mixing zones of the clarifiers. Waste sludge is withdrawn from the clarifiers and pumped to lagoons for disposal. Following the primary basins, the flow enters a recarbonation chamber for pH adjustment, using carbon dioxide solution, before filtration. A chlorine feed point is provided ahead of the filters to permit adding chlorine to oxidize any remaining hydrogen sulfide. Filtration is accomplished with eight rapid sand filters equipped with anthracite media and rotating surface wash equipment. Filter effluent is stored in two 1.0 MG reservoirs. Filter wash water drains into a basin from which it can be reclaimed by pumping to the raw water reservoir. Sizes and capacities of the various unit processes of the Airlite plant are listed in Table IV-2. Volumes, flow rates, and detention times meet the applicable provisions of the "10 States Standards". r r r r r 1�= r WP062392 REP195sIn IV-10 r TABLE W-2 Airlite Plant- Unit Process* Raw Water Reservoir Total volume,gallons 121,700 Detention time,minutes 21.9 Aeration Chamber Depth,feet 15.5 Total volume,gallons 57,970 Detention time,minutes 10.4 Rapid Mix Chamber Depth,feet 11.25 Total volume,gallons 5,049 Detention time,seconds 55 Detention time in mixing zone,seconds 33 Upflow Clarifiers,2 Each Sidewater depth,feet 14 Total volume,gallons 441,000 Detention time,minutes 79 Upflow rate,gpm/sq ft 1.42 Recarbonation Chamber Total volume,gallons 62,250 Detention time,minutes 11 Filters,8 Each Total area,sq ft 2,888 Filtration rate,gpm/sq/ft 1.92 'All detention times and rates based on 8.0 mgd flow b. Treated Water Pumping. The pumping facilities in the Airlite WTP pump finished water to the High Service Level. The facilities consist of seven pumping units. One of the pumping units is powered by a gasoline engine. The facilities are arranged with two bays of pumps which take suction from separate 18-inch suction headers. Four pumps discharge to one 16-inch discharge header, and the remaining three to another 16-inch discharge header. The two headers are interconnected in the yard before the water is conveyed to the High Service Level. Electric motor driven high service pumps include two 4 mgd, two 2 mgd, and two 1 mgd units. The gasoline engine driven pump's capacity is 2 mgd. Detailed information on the high service pumping units is presented in Chapter V - Water Distribution Facilities. WP062392 REP195s►n 1V-11 r r B. Operational Evaluation 1. Riverside Water Treatment Plant Treated water goals for the Riverside WTP are shown in Table VI-3. r TABLE W-3 Riverside WTP-Treated Water Goals Parameter Goal pH 8.8 - 9.2 Alkalinity >50 Total Hardness (mg/L as CaCO3) 115 - 135 Turbidity (NTU) <1.0 Odor <3 Color <3 Fluoride (mg/L) 0.9- 12 Total Chlorine (mg/L) 12- 3.0 Plant operating records for January 1987 to December 1990 show that the treated water goals are consistently achieved. Treated water turbidity has not exceeded 1.0 NTU within the last four years, and has exceeded 0.5 NTU on only five days during the same period. Treated water hardness has averaged about 126 mg/L as CaCO3, and total alkalinity has averaged about 62 mg/L. Color was within acceptable limits over this period, and odor levels exceed the treatment goal of 3 on 16 days. Typically, treated water odor is less than 2 units. From about the middle of July through the middle of September 1989, odor levels in Fox River water increased from about 35-50, to over 100; on several days the odor exceeded 200. During this episode well water was blended with the river water to decrease the odor. In August well water accounted for about 40 percent of the total water use. Before the odor episode, activated carbon was fed at the secondary basin rapid mix chamber at a concentration of about 5 to 8 mg/L. When the odor developed, activated carbon was fed also at the primary rapid mix chamber at about 35 to 60 mg/L. During this event, the treated water odor level exceeded the treatment goal of 3 units on only one day. WPO62392 REP195sln IV-12 P r A lesser odor event during October 1990 was handled readily without blending of the river water supply or increasing the activated carbon dosage. Just prior to this odor event, activated carbon was being fed at about 15 mg/L to the presedimentation basin rapid mix chamber and at about 2 mg/L to the secondary basin rapid mix chamber. Treated water odors in October 1990 never exceeded 1.8 units. Although the Riverside WTP is designed to provide split treatment, this treatment method has not been used much in recent years. Plant records show that split treatment was used from January 1987 through March 12, 1987, and from December 9, 1989 through January 20, 1990. Operating records for these periods indicate no noticeable changes in finished water quality when split treatment is used. As discussed in Chapter II - Safe Drinking Water Act Assessment, the Riverside WTP will not be able to meet the new disinfection CT criteria of the Surface Water Treatment Rule (SWTR) when plant flow rates exceed approximately 11 to 12 mgd at water temperatures of 5 C or lower. Compliance can be achieved by increasing the chlorine feed rate at the secondary basin effluent to yield higher free chlorine residuals at the filter influent. Chlorine is currently added at the secondary basin at rates which yield a residual of approximately 1.0 mg/L at the filter influent. To achieve compliance, the chlorine feed rate would need to be adjusted according to plant flow rate and water temperature. The worst case condition, at a plant flow rate of 16 mgd and water temperature of 0.5 C, would require a free chlorine residual at the filter influent of about 2.2 mg/L. However, maximum plant flow rates and low water temperatures will not occur concurrently. Existing chlorination equipment should be adequate to achieve compliance. In order to reduce the possibility of THM formation, the chlorine feed rate to the secondary basin effluent should be paced to satisfy minimum CT requirements without over-chlorinating. There are currently no means to continuously monitor either the water temperature or the chlorine residual at the filter influent or the secondary basin effluent. A chlorine analyzer and a temperature monitor should be installed at the filter influent line to allow continuous monitoring and adjustment of the chlorine feed rate. Carbon dioxide is used primarily in the secondary basin to reduce pH and to induce the formation of lime floc. According to plant personnel, at high plant flow rates, it is difficult to get a sufficient amount of carbon dioxide into solution to reduce the pH to the required levels. Plant personnel have reportedly changed the orifices on the feed equipment, doubling the available gas feed rate. However, carbon WP062392 REP195sIn IV-13 r e■ I dioxide feed rates are still reported to be inadequate due to limited solution water and hydraulics of chemical solution lines. Possible conversion to feed carbon dioxide gas has been considered. Plant personnel have also reported problems with "burping" of wash water into the filter pipe gallery at the end of filter backwashing. The wash water is expelled through the top of the 12-inch wash water vent, and spills onto the filter pipe gallery floor. This phenomenon is thought to be caused by entrainment of air in the wash water drain pipe, coupled with the hydraulics of the partially filled wash water recovery basin and the top elevation of the vent pipe. This situation can be remedied by capping the wash water vent, causing the "burping"to occur within the wash water gullet. This solution has been utilized before with no detrimental effects on filter performance. 2. Airlite Water Treatment Plant Treated water goals for the Airlite WTP are listed in Table VI-4. r TABLE IV-4 Airlite WTP-Treated Water Goals Parameter Goal pH 8.8 - 9.2 Alkalinity - Total Hardness (mg/L as CaCO3) 115 - 135 Turbidity (NTU) <1.0 Fluoride (mg/L) 0.9 - 12 Total Chlorine (mg/L) 12-3.0 r Daily operation reports for the Airlite WTP show that the daily turbidity goal has been exceeded only twice since January of 1987. Typically,the treated water turbidity is less than 0.5 NTU. From January 1987 through January 1990,the average monthly treated water turbidity ranged from 0.38 NTU to 0.16 NTU, and exceeded 0.30 NTU for two months (December 1987 and January 1988). In February 1990, the average monthly water turbidity increased substantially. From February through December 1990 the average monthly treated water turbidity ranged from 0.38 NTU to 0.52 NTU. P WP062392 REP195sIn IV-14 r The plant consistently produces treated water with total hardness of about 110 mg/L as CaCO3. Raw water total hardness is also consistent, normally ranging between 260 and 267 mg/L as CaCO3. The Airlite WTP plant is typically operated only one 8-hour shift per day. It is expected that this operating scheme could hinder effective treatment because the solids in the upflow clarifiers would settle when the plant is not operating. However, recent daily operating records indicate no apparent decline in treated water quality. C. Riverside WTP Expansion This section presents the proposed improvements to expand the existing Riverside WTP from 16 mgd to 32 mgd. It also summarizes the planning for further expansion of the Riverside WTP beyond 32 mgd. The number, type, capacity, and loading rates for major process components are identified. Alternatives and modifications to existing processes to meet treatment criteria are identified and evaluated. Figure IV-1 shows the recommended site layout, including facilities to expand the plant capacity beyond 32 mgd in the future. 1. Disinfection Alternatives As discussed in Chapter II - Safe Drinking Water Act Assessment, increasing the chlorine feed rate at the secondary softening basin influent to yield higher free chlorine residuals will allow the Riverside WTP to meet the disinfection CT require- ments of the SWTR. However, this practice may conflict with MCLs for TTHMs which are expected to be revised in 1995. In order to meet the CT requirements and not exceed the MCL for TTHMs,an alternative primary disinfectant may be required with chloramines used as the secondary disinfectant. Ozone and chlorine dioxide are typically considered for primary disinfection when use of free chlorine results in unacceptable THM concentrations. Further study of these two disinfectants is required; however, planning for the expansion of the Riverside WTP should incor- porate provisions for either of these two disinfectants. a. Chlorine Dioxide Chlorine dioxide is a stronger oxidant than chlorine, although not as strong as ozone. Like ozone, chlorine dioxide does not promote the formation of THM com- wP062392 REP195s1n IV-15 r pounds. However, there is concern regarding the potential long-term health effects from byproducts of chlorine dioxide (chlorate and chlorite). Chlorine dioxide can be effective in controlling tastes and odors in drinking water; however, its effectiveness has proven to be very site-specific. Reportedly, bench scale testing by City personnel has shown that chlorine dioxide is ineffective in controlling taste and odor problems at the Riverside WTP. If future developments indicate that chlorine dioxide can be safely and efficiently used as an alternative to chlorine, generation facilities could be added at significantly less cost than ozonation facilities. Further testing to evaluate chlorine dioxide's effectiveness for taste and odor control would be warranted. Chlorine dioxide is typically generated on-site from sodium chlorite (NaCIO2)and chlorine. A sodium chlorite solution is mixed with chlorine gas in a generating tower to produce chlorine dioxide gas. The chlorine dioxide gas is then injected directly into the process stream. Major components in a chlorine dioxide generation system include a sodium chlorite storage tank, a day tank for sodium chlorite solution, an injector for solution preparation, and a chlorine dioxide generating cabinet. The chlorine dioxide generating assemblies are usually provided as a unit and include chlorine feeder. The equipment must be housed in a separate room. Any future building expansion should consider space for a chlorine dioxide generation room approximately 10 to 15 feet square, with outside access. Sodium chlorite can be stored in 5 gallon drums or in bulk and can present a significant explosion hazard if allowed to dry out. To avoid this hazard and to minimize handling of the liquid, it is recommended that sodium chlorite be stored in an enclosed 6,000 gallon bulk storage tank, of fiberglass reinforced construction. At this time, the future use of chlorine dioxide should remain a consideration. Future SDWA regulations may affect its acceptability as a primary disinfectant. This option should be evaluated further before proceeding with design. b. Ozone With regard to the recent SDWA regulations, ozone provides the most attractive alternative to the use of free chlorine as a primary disinfectant . Ozone is a stronger oxidant than chlorine dioxide or free chlorine. Limited pilot plant testing on spiked samples has shown it to be effective in controlling tastes and odors, and it does not r WP062392 REP195s1n IV-16 r promote the formation of THM compounds. A major disadvantage of ozone is the high capital and energy costs of the ozone generation and dissolution systems. The initial phase of a pilot study of ozone use was conducted at the Riverside WTP during May 1991. The purpose of the pilot study is to evaluate the effectiveness of ozone for the control of taste- and odor-causing compounds in the Fox River. Because no significant taste and odor event occurred in 1991, only one initial phase of the study was conducted. The pilot plant study is scheduled to be completed in 1992. A disruption of the scope of the study and the results of initial phase study are presented in Appendix A. Two compounds are responsible for producing most of the taste and odor problems in water: methylisoborneal (MIB) and geosmin. Geosmin is easily removed during presedimentation; MIB is more difficult to remove and is the cause of most of the taste and odor complaints. EIevated concentrations of these compounds in the river typically occur in the spring and fall, coinciding with major changes in the river water temperature. However, in 1991 the concentration of MIB failed to increase as it had in previous years. Therefore, limited experiments were conducted using softened water after pH adjustment, spiked with a known concentration of MIB. The results indicated that ozone dosages of 3.0 to 3.5 mg/L will reduce concen- trations of MIB in the secondary basin effluent by 65 to 75 percent. These dosages will also maintain a residual sufficient to satisfy the CT requirements of the SWTR. To provide a factor of safety against increased ozone demand, a design dose of 4.0 mg/L is used for these preliminary design considerations. Assuming an approximately 90 percent transfer efficiency in the contactor, the ozone generators would need to supply about 1,200 ppd at a maximum flow of 32 mgd and a dose of 4 mg/L. At a low flow of 7.2 mgd (1995) and a minimum dose of 2 mg/L, the minimum ozone supply would be about 135 ppd. Facilities should be designed to accommodate a possible future expansion beyond 32 mgd. Completion of pilot plant studies may impact the final basis of design for the ozone system. Consideration of the use of hydrogen peroxide in combination with ozone should also be evaluated. The following discussion provides a general overview of the components of a typical ozone system. The components that make up a typical ozone generation system are evaluated individually with respect to the specific needs of the Elgin facility as follows. r wP062392 REP195s1n IV-17 r r (1) System Components. The typical ozone generation system is made up of four components: (1) feed gas preparation, (2) ozone generation, (3) ozone dissolu- tion, and (4) ozone destruction. Air or oxygen may be used as feed gas to the ozone generator. Ozone concentrations up to 8 percent by weight can be achieved using oxygen as feed gas, whereas concentrations ranging from 1 to 2.5 percent by weight can be produced economically using air. In general, the product gas ozone concen- tration is dependent on the feed gas oxygen content and the ozone generator fre- quency, voltage, and cooling water temperature. (a) Feed gas systems. The feed gas preparation system's two main functions are to produce pressurized, clean, organic free, and dry feed gas to the generator and to dissolve it in the contact system. Feed gas with a dewpoint less than -75 F is required for proper operation of the generation system. Moist feed gas in the ozone generator will cause formation of nitric acid inside the generator which decreases productivity and, if not removed, will eventually lead to generator failure. The feed gas may be either air or oxygen. A low pressure air feed gas preparation system consists of filters to remove airborne contaminants,air compressors with aftercoolers, and desiccant dryers which remove moisture. Oxygen feed gas may be produced onsite or purchased from regional suppliers in the form of liquid oxygen(LOX)which is then vaporized onsite. An onsite oxygen generation system may be a cryogenic or a pressure swing adsorption process to separate oxygen from nitrogen. A LOX oxygen feed gas system would consist of a LOX storage tank and ambient air vaporizers. The liquid oxygen would be delivered by tank truck. Both feed gas alternatives have advantages and disadvantages, which are discussed below. Advantages of Air Feedgas Ozone System • Both high pressure and low pressure air feedgas systems have been used throughout the United States in water and wastewater treatment. • Dissolution systems meet the disinfection requirements of the EPA Safe Drinking Water Act. t w2392 REP195sIn IV-18 Disadvantages of Air Feedgas Ozone System • An air feedgas ozone system has greater requirements for power and cooling water than a LOX feedgas ozone system. • The air preparation system consists of air compressors, aftercooler/sepa- rators, and desiccant dryers, plus refrigerant dryers for low pressure systems, all of which require regular maintenance and periodic repairs. • There is considerably more interconnecting piping and valves between the system components than with an oxygen feedgas system. Valving will require periodic maintenance. • Additional instrumentation and controls are required to monitor feedgas characteristics and system operation. • The ozone generator is likely to need more maintenance than with an oxygen feedgas system due to the impurities of the feedgas. • Somewhat larger building space is required to house system components and necessary building service equipment. Advantages of Oxygen Feedgas Ozone System • Approximately five times more oxygen molecules are available for reaction in an oxygen feedgas than in an air feedgas. Therefore, ozone production capability is 2-3 times greater than an air feedgas ozone system. Oxygen has been used to economically produce ozone in several wastewater treatment and water treatment plants where high dosages are applied. • Oxygen can be produced economically onsite at purities greater than 90 per- cent. Liquid oxygen delivered to the plant site has a purity greater than 99 percent and a guaranteed dewpoint of-90 F. • Ozone generators using oxygen feedgas are smaller, requiring less building space than generators operating on air. • Ozone generator efficiency is greater than those operating on air as evi- denced by the lower power consumption per pound of ozone produced. • System maintenance requirements are low, in proportion with the equipment components. Minimal system maintenance is required for a LOX feedgas system. C wP062392 REP19SsIn IV-19 C • LOX feedgas equipment and PSA equipment leased from the LOX supplier would be maintained by the supplier. Disadvantages of Oxygen Feedgas Ozone System, • No full-scale water treatment plants are currently in operation that utilize oxygen feedgas to generate ozone at high concentrations and low dosages, such as would be required at the Riverside WTP. • Special cleaning procedures are required for the system piping and equipment to remove combustible materials, including scale, rust, and hydrocarbons prior to system startup to assure fire safety. • Equipment constructed of materials compatible with high oxygen concentra- tions must be selected to assure fire safety. Safe materials include teflon coatings, bronze, modular cast iron, and stainless steel. • Many substances which do not normally burn in air, as well as substances which are combustible in air may burn violently in the presence of high concentrations of oxygen. All organic materials and other flammable substances must be kept away from possible contact with oxygen,particularly oil, grease, cloth, wood, paint, tar, dust, and dirt which may contain oil or grease. The oxygen concentration in work areas must be monitored and adequate ventilation provided to minimize the fire hazard. Oxygen feed gas may be produced onsite or purchased in the form of liquid oxygen which can then be vaporized onsite. Onsite oxygen production systems which were considered include cryogenic and pressure swing adsorption(PSA) processes to separate oxygen from air. The cryogenic oxygen liquefaction process involves the compression of air drawn from the atmosphere, cooling the compressed air to less than -280 F, the removal of hydrocarbons and carbon dioxide, and the separation of gaseous nitrogen from liquid oxygen. The equipment used for the cryogenic process includes air compressors, aftercoolers, an air separation cold box, a reversing circuit heat exchanger, an absorbent bed, high pressure and low pressure distillation columns, an expansion turbine, an oxygen superheater, and a nitrogen superheater. Turndown capability of a cryogenic system is limited to 30 to 60 percent of the air compressor's capacity, depending on the type, and is very inefficient. Manufacturers'literature suggests that wP062392 REP195sIn IV-20 r a cryogenic system is not economically competitive with a PSA system at oxygen production capacities less than 20 tons per day. The design oxygen demand at Elgin is about 5 tons per day. Because of their complexity and cost, cryogenic systems are not considered suitable for the Riverside WTP. The pressure swing adsorption (PSA) process involves compression of air drawn from the atmosphere, cooling it to remove water, adsorption of carbon dioxide, hydrocarbons, and water, and fractionation the of air into nitrogen and oxygen gas by passing it through molecular sieve beds. Oxygen purities greater than 90 percent are economically achieved. The primary components of a PSA system include air compressors, aftercoolers, a switching valve skid, and adsorbent vessels. Systems currently in operation use two, three, or four adsorbent vessels. Multiple vessels are required to maintain continuous operation while an exhausted vessel is being regenerated. The system will cycle from an exhausted vessel to a fresh vessel on a regular basis by means of the switching valve assembly. Turndown capability of a PSA system is dependent on the number and type of air compressors and the number of adsorbent vessels in the system. A PSA system with multiple reciprocating air compressors and three vessels has a 70 percent turndown capability. A PSA system is most efficient when operating at or near its design capacity. A PSA system at the P tY. sY Riverside WTP would have approximately a 5 ton per day oxygen production capacity. A liquid oxygen system would be used to meet oxygen demand above the PSA production capacity and to serve as standby to the PSA system. The liquid oxygen system would consist of about a 20,000 gallon LOX storage tank and two ambient air vaporizers. A PSA system would require regular maintenance and peri- odic repairs. A LOX feed gas system would include about a 30,000 gallon storage tank which would provide about 28 days of storage at average flow and dosage, and two ambient air vaporizers. The liquid oxygen would be transported by truck to the site and stored in the LOX storage tank. Liquid oxygen would be vaporized and fed directly to the ozone generators for the production of ozone gas. A LOX feedgas system is simple and would require minimal maintenance. (b) Ozone generation. Ozone generators are differentiated primarily Y b Y the operating frequency of the applied power. The amount of ozone produced per unit volume of air or oxygen fed is a function of the applied peak voltage, electrical frequency,temperature, and physical characteristics of the dielectric and air gap. The wP062392 REP195s1n IV-21 r r rate of ozone production increases proportionally with the electrical frequency and the square of the voltage. Ozone production is also limited by the temperature of the gas within the ozone generator, production efficiency decreasing with rising gas temperature. Three types of large-scale ozone generators are commercially available which utilize low, medium, or high frequency power. The low-frequency generators control the amount of ozone produced by varying the applied voltage. The capacity of medium frequency ozone generators can be controlled by varying the applied voltage, frequency, or both. High frequency generators are controlled in a manner similar to medium frequency units. Designs have been developed for generators operating at frequencies up to 2,000 Hz, and several such units were installed at wastewater treatment plants in the 1970s. However, these installations have been plagued with problems associated with the high operating frequencies and generator cooling requirements. Several manufacturers have developed medium frequency generators which operate at 600 to 800 Hz. A significant number of these have been installed throughout the world and have been operating successfully for up to 10 years. Most large scale,low frequency and medium frequency ozone generators currently available in the United States are horizontal tube units, configured as single-pass, shell and tube heat exchangers. Placed inside of the tubes are glass dielectrics, which are separated from the tubes by a uniform gap. A high-potential electrode is placed inside the dielectric,while the tube acts as the low-potential electrode. The feed gas passes through the thin gap between the low potential electrode and the dielectric, causing the oxygen molecules to split and fuse, forming ozone. The shell of the heat exchanger is typically cooled by flowing water which removes heat from the ozone generator. Low frequency units operate at line frequency (60 Hz). The incoming 480 volt power is transformed up to a maximum 22,000 volts and applied to the generator electrodes. These units are controlled by varying the transformer output voltage. Because of the few electrical components required, these units are not as complex as the medium or high frequency units. Low frequency ozone generators can economically generate product gas at weight concentrations up to 1.5 percent with air and 3.0 percent with oxygen feed gas. However, one manufacturer has begun to �r market a low frequency generator capable of producing ozone at weight concen- trations up to 2.0 percent using air and 5.0 percent using oxygen feed gas. At this time there are no operating installations using ozone generators of this type in the wP062392 REP195sIa IV-22 C r size required for the Riverside WTP. The low concentration of ozone gas is a potential disadvantage of the low frequency systems currently in operation, as a greater feed gas flow rate is required and the transfer efficiency within the ozone contactor decreases with lower ozone gas concentrations. Medium frequency power units rectify the incoming alternating current to direct current. This power is sent through an invertor or switching mechanism which produces the desired frequency. The power is then transformed from 480 volts to approximately 8,000 to 14,000 volts. (Both the frequency and the voltage can be adjusted to control the ozone production.) Increasing the frequency at a given voltage increases the number of times the ionization voltage will be reached, thus increasing the ozone production rate. Medium frequency generators can produce ozone gas at weight concentrations up to 2.5 percent using air and 7.0 percent using oxygen feed gas. For a given ozone production rate, medium frequency ozone generation systems have a better power factor and require fewer or smaller generators and smaller feed gas piping than low frequency systems of equal capacity. However, they require larger cooling systems than low frequency generators. In addition, their power supply units are approximately twice as large and have greater noise abatement and cooling requirements. Hence,the overall space requirements are approximately the same for both systems, but the mechanical equipment and electrical layouts will differ. Henry's Law states that the solubility of ozone in water is linearly proportional to the partial pressure of ozone in its carrier gas, air or oxygen. A higher ozone gas concentration increases transfer efficiency. The driving force for the transfer of ozone into water is the difference, or gradient,between the ozone saturation concen- tration and the actual residual concentration. The ozone concentration in the feed gas produced by low frequency ozone generators is not sufficient to achieve reasonable contactor transfer efficiency. Therefore, medium frequency ozone generators are recommended for the ozonation system at the Riverside WTP. (c) Ozone dissolution. Ozone transfer efficiency is influenced by factors such as water temperature and depth, ozone concentration,volumetric gas to water ratio, bubble size, water to gas bubble relative velocity, water quality, water flow rate, and flow characteristics within the contactor. Various methods of dispersing ozone into solution can be used. The most common method is to disperse the ozone through the fine bubble porous diffusers near the bottom of the contact basin. Other transfer wP062392 REP195s1n IV-23 r r methods include injection with static mixers, packed towers, turbine mixers, or deep U-tubes. The turbine mixer exerts a power demand and has considerable O&M requirements, and its operating history to date has not been satisfactory. The deep U-tube is a proprietary process. Several design parameters control the transfer efficiency of a fine bubble diffuser system, including diffuser type and depth, number of contactor stages, water to gas bubble relative velocity, and contactor volume. Preliminary ozone system design is based on an assumed 90 percent transfer efficiency in the contactor. This should be realized at a water temperature of 20 C. As water temperature drops below 20 C, transfer efficiency may increase. The objectives of an ozone dissolution system are to maximize ozone transfer efficiency and to ensure that all of the water comes in contact with ozone. These objectives are achieved through the design of the individual cells of a multi-celled ozone contactor. Each cell is designed to provide adequate mixing between the gas and the liquid. This mixing between the ozonated gas and the liquid becomes extremely important when ozone is used as the primary disinfectant. Without ade- quate mixing of ozone, small streams of water may pass through the contactor without being sufficiently disinfected. The use of oxygen instead of air as a feed gas reduces the quantity of product gas applied to each cell. Thus, the amount of mixing between the gas and the liquid must be carefully examined and possible alterations to the ozone dissolution system must be evaluated. (d) Ozone destruction. The off-gas from the contactor may have an ozone concentration up to 0.25 percent by weight assuming a 90 percent ozone transfer efficiency. This amount is well in excess of the 0.1 parts per million (ppm) human exposure limit established by the Occupational Safety and Health Administration (OSHA). This residual ozone can be destroyed using either thermal or catalytic methods. Thermal destruction systems operate at 600 F to destroy 100 percent of the residual ozone. They are simple to operate and maintain, but are power intensive. Power requirements can be reduced through energy recovery by preheating the ozone off gas using exhaust gas from the thermal destruct unit. Catalytic destruction systems can convert virtually all of the residual ozone to elemental oxygen at low temperatures. Most catalysts are susceptible to fouling by WP062392 REP195s1n IV-24 C r- liquid moisture, so a preheater is provided to vaporize any liquid moisture in the off- gas. Nonetheless, the useful life of the catalyst is still only about three to five years. Typically vendors of ozone systems recommend a catalytic destruct system. (2) General Layout Considerations. If ozone facilities are required in the future, it is recommended that they be located as indicated on Figure IV-1. The secondary basin effluent from the existing process train would be combined with the secondary basin effluent from the recommended expanded process train for delivery to the ozone contact basins. Head loss totaling about 5 feet or less through the ozone contactors will require that effluent from the ozone process train be repumped to the filter influent. Alternatively, it would be possible to construct the ozone contactors such that ozonated effluent could flow by gravity to the filters. The basins in the expanded process train could be constructed at a higher elevation than the existing train, allowing secondary basin effluent to flow by gravity to ozone contactors. Only the secondary effluent from the existing process train would then have to be repumped. This layout is not recommended for several reasons. Differing elevations for the two process trains would result in different discharge head requirements at the raw water supply facilities, complicating flow control and diversion between the two process trains. Gravity lime feed to the new primary basin would be very difficult. Also, higher basin elevations in the expanded process train would result in higher pumping costs if ozone facilities are not constructed or used year around. The only advantage would be lower capital cost as a result of a smaller pumping station. This single advantage is not considered sufficient to outweigh the disadvantages associated with differing hydraulic gradients between the two process trains. If ozone facilities become part of the recommended expansion facilities, initial construction should include the necessary facilities to ozonate the total plant flow of 32 mgd. However, the ozone generation building should be designed to accommodate future expansion beyond the 32 mgd. The ozone would be pumped to ozone contactors located near the future process trains as indicated on Figure IV-1. wP062392 REP195sIn IV-25 p 2. Organics Control. Presently, post-filtration granular activated carbon (GAC) contact columns are not required at the Riverside WTP. A detailed evaluation of the potential for and alternative types of GAC facilities was presented in Chapter II-Safe Drinking Water Act Assessment. If GAC facilities are required in the future, concrete downflow gravity contactors would be the least costly alternative. There is sufficient space on the existing Riverside WTP site for future GAC contactors. Plant hydraulics and ground eleva- tions would require water be repumped from the filter clearwells to the GAC contactors. The water would then be pumped to the treated water storage reservoirs and again to the distribution system. Figure IV-1 shows the approximate space required to provide GAC treatment, including the GAC contactors and treated water transfer pumps. High service pumps at the existing chemical and filter building would remain in service and operate as they do now. 3. Site Evaluation The City recently purchased 7.22 acres of land directly north of and adjacent to the original Riverside WTP site. The original site of about 11.7 acres has adequate space for expansion to 32 mgd. The combined areas are adequate for expansions beyond 32 mgd, with sufficient space for finished water storage reservoirs and chemical, and filter building expansions, possible future ozone generation facilities, ozone contact basins, and granular activated carbon contactors. 4. Water Supply PP Y Two pumping units should be added at the existing Fox River intake and pump- ing station, increasing the firm design capacity at least 32 mgd. There is space in the existing station for two additional pumps, one for each wetwell. The two pumps, each with a design capacity of 8 mgd, will increase the total design capacity to about 40 mgd. A second 30-inch raw transmission main should be constructed from the Fox River intake and pumping station to the Riverside WTP . The intake and pumping station was constructed to accommodate a second 30-inch discharge. The existing easements have space allocated for this second river water transmission main. The r WP062392 REP195sIn IV-26 r • existing and recommended 30-inch raw water transmission mains should be interconnected immediately before they separate to the individual process trains. A flow tube and flow regulating valve should be installed on the raw water supply line to the new pretreatment basin. An existing isolation valve on the river water supply line to the existing pretreatment basin should be modified to a flow control valve. The existing process train can be supplied by a combination of Fox River supply and Slade Avenue deep well supply. The recommended second process train should also have an inter-connection with the existing well water supply following the aeration basin. This will allow well water to be used to temper the river water during winter operations to prevent freezing at the basin effluent launders. The well water and river water supply to both the existing and recommended process trains should be monitored and controlled from the recommended new command center. The flow regulating valves will ensure an appropriate flow split to each of the process trains. No additional well capacity is recommended for the Riverside WTP. The Fox River should remain the primary source. Well supply should continue to be used to prevent freezing within the basins to provide supplemental supply if river levels become too low to meet the full raw water requirements, as an alternative to river water during taste and odor events, or in case of temporary contamination of the Fox River supply. 5. Water Treatment Process A second process train similar in design, and equal in capacity to the existing process train is recommended. A process schematic of the recommended plant expansion, including points of chemical application, is shown on Figure IV-2. Several alternatives were evaluated to reduce capital costs for the expansion and to potentially increase treatment efficiency. These evaluations are discussed in this section. The only significant difference from the existing process train is the recom- mendation to provide a single primary basin instead of the dual units in the existing train. A single larger unit is less costly to build than two smaller units, and redundancy is provided by two process trains. Consideration was given to increasing the capacity of the existing presedimenta- tion basin, thereby possibly eliminating the need for a new presedimentation basin. The existing basin capacity could be increased by installing high rate tube settlers within the basin. However, this option was rejected for the following reasons: r wpo6z;9a REP195s1n IV-27 I r • The settling area required for a design flow of 32 mgd at a recommended maximum tube loading rate of 2 gpm/sf is about 11,100 square feet. This would require nearly 100 percent utilization of the settling zone,which would complicate basin maintenance. Higher tube loading rates up to about 3 gpm/sf, but would impact the overall settling performance. • To achieve uniform loading across the tube settlers, the existing peripheral weir would have to be replaced with either radial weirs or a set of concentric weirs. The basin and equipment were not designed to support these types of weirs, and would have to be modified. • The plant layout is not suited for using the existing presedimentation basin to serve both the existing and recommended process trains. A new 30-inch raw water line would be required to supply the basin. This line would have to be constructed through some of the more densely developed areas of the existing plant site. A new flow diversion structure and 42-inch effluent line to the recommended primary basin would be required. The existing plant layout and available space does not easily accommodate these required !! facilities. • The detention time in the basin flocculation zone would be reduced by half to about 15 minutes at a design flow of 32 mgd. This is considered insufficient to achieve adequate flocculation. A new presedimentation basin similar to the existing one is recommended for the proposed process train. Consideration was given to constructing the recommended secondary basin as a solids contact type unit as opposed to the clarifier-flocculator type in the existing secondary basin. A solids contact unit would eliminate the need for sludge recir- culation pumps and piping, and a rapid mix chamber ahead of the basin. However, the cost savings from eliminating these units would be offset by the cost of the solids contact equipment. Theoretically, a solids contact unit increases the efficiency of the precipitation of excess lime by recirculating solids in the flocculation zone. However, the existing secondary basin has achieved good precipitation. A new secondary basin similar to the existing one is recommended for the proposed process train. The existing filter and clearwells will be expanded with a filter building addition housing four 4.0 mgd filters. The new filters will be configured similar to the existing r wP062392 REP195s1n IV-28 e filters. Other modifications will address reducing hydraulic surging in the filter wash water drain piping and revised chemical feed points of application. The existing wash water recovery basin will not have to be expanded. Piping modifications will allow the wash water to be returned to either or both treatment trains. While taste and odor problems are not a serious problem at the Riverside WTP, they are a continuing source of customer complaints. The original anthracite filter media has been replaced with 18 inches of granular activated carbon to help remove taste and odor compounds. While the GAC does not always remove tastes and odors sufficiently to stop customer complaints, it is a reliable means of reducing these compounds. The recommended filters should also be equipped with GAC media. Typical empty bed contact times (EBCT) for GAC filter absorbers range from 15 to 20 minutes, using GAC depths of about 10 to 20 feet. At a plant flow rate of 16 mgd, the EBCT in the existing filters is only about 45 seconds. Increasing the depth of the GAC media would provide little additional adsorption capacity and may require that the wash water troughs be raised or the wash water rates be reduced. If wash water rates were reduced, it might be necessary to install an air backwash system to properly clean the filter media. The little additional benefit gained from greater GAC media depth is not considered sufficient to justify the additional costs. 6. Treated Water Storage and Pumping. pa Transfer pumping from the filter clearwell to the treated water reservoirs must be increased when the plant is expanded. A new transfer pump discharge line is also required. Transfer pumping capacity is readily expandable. Space is available for three transfer pumps in addition to the existing three units. Three transfer pumps similar to the existing unit with a design capacity of 5,600 gpm (8 mgd) should be added when the plant is expanded. The total transfer pumping capacity will be 48 mgd and the firm capacity with the largest unit out of service will be 40 mgd. The new pumps should discharge to a new 30 inch transfer line inter-connected with the existing transfer line and supplying the treated water reservoirs. Figure IV-1 shows the routing of recommended transfer discharge mains. A 30-inch plugged wall fitting was provided in the east basement wall of the chemical and filter building under the original design to accommodate the installation of the line. r wP062392 REP195sIn IV-29 c A new 5.0 MG ground storage reservoir should be constructed north of the existing 1.0 MG ground storage reservoir. This will provide 6.0 MG of treated water storage on plant site. The 6.0 MG plant storage represents approximately 20 percent of the plant design capacity and is within recommended capacilities for flexibility in handling fluctuations in plant operations. Typically, onsite storage at water treatment plants range from 10 to 20 percent of the plant's design capacity. This storage, in conjunction with all the other system storage and available ground water treatment capacity, can provide aproximately one and a half days of emergency water supply im the event the Fox River supply is temorarily contaminated, based on an average annual day demand rate for the year 2010. This storage volume also provided water for backwashing filter and, as discussed in Chapter V- Distribution System Improvements, a portion of the total storage should be considered distribution system equalization storage to help meet maximum hour demands in excess of maximum day. No additional high service pumps to the Low Service Level are required. Pumping capacity to the High Service Level should be provided by four 4 mgd pumping units. Two 2 mgd and one 4 mgd units are currently installed. A second 4 mgd pumping unit will be required about year 1999. The remaining 2 mgd units should be replaced with 4 mgd units as demands warrant. High service pumping requirements are described in greater detail in Chapter V - Distribution System Improvements. 7. Chemical Feed and Storage This section summarizes chemical feed and storage recommendations for the expanded treatment capacity of 32 mgd. The original plant design generally provided space and appurtenants for chemical feed and storage expansions. However, additional space for chemical storage and feed is recommended to be included with the recommended building expansion for the laboratory as discussed below. Recommendations for each chemical system are as follows. a. Alum. Operating records over the past four years indicate the average alum feed rate to be about 23 mg/L. At an average dose of 23 mg/L and average flow of 18.8 mgd, the two existing tanks will provide only 15 days of storage. The 5,000 gallon hydrofluosilicic acid storage tank located adjacent to the alum tanks r wP062392 REP195s1n IV-30 r should be converted to alum storage to provide a total storage capacity of about 15,000 gallons for 22.5 days at average conditions. The alum metering pumps should be modified or replaced. Their capacity should be increased from 31 gph to 52 gph to supply a maximum dosage of 50 mg/L. A third 52 gph pump should be provided to supply the second process train. b. Carbon Dioxide. Carbon dioxide dosage over the past four years has averaged 31 mg/L. An additional 24 ton storage tank is recommended to provide about 20 days of storage at an average dosage of 31 mg/L and average flow of 18.8 mgd. The new tank should be located adjacent to the existing tank. At 16 mgd and a recommended maximum dosage of 60 mg/L, the maximum required supply is about 8,000 pounds of gas per day. The existing carbon dioxide feeders were sized for a maximum dose of 48 mg/L, and can supply up to about 6,200 pounds of gas per day. The existing feeders are the largest units available from that supplier. Other suppliers claim maximum rates up to about 7,500 pounds per day. !` It is recommended that a new direct gas feed system be installed to replace the solution feed system. The direct gas feed system is capable of supplying the maximum dose and will also eliminate the need for more than 2 mgd of solution water at maximum feed rates. The existing carbon dioxide feed room contains sufficient space for the direct gas feed system. Utilization of gas feed at the existing rapid mix unit will require special design attention because of the shallow water depth. c. Activated Carbon. Operating records indicate an average feed rate over the past four years of about 23 mg/L, and a maximum of about 80 mg/L. The existing carbon storage is designed for preparation of an initial one pound per gallon slurry in a 45,000 gallon mixing tank. The initial slurry is diluted to 5 percent and transferred to a second 45,000 gallon tank. The capacity of these two tanks is approximately 67,320 pounds of carbon. At an average dose of 23 mg/L and average flow of 18.8 mgd, the existing system provides about 19 days of storage. With high feed rates at plant design capacity, the 19 days storage is significantly reduced to a few days. However, before consideration is given to expanding the carbon storage capacity, the future carbon requirements for taste and odor control need to be varified. The results of the current ozone pilot plant study may have an impact on r WP062392 REP195sIn IV-31 r the amount of carbon required for the expanded facilities if other taste and odor control process are included in the expanded facilities. A new metering pump should be added to the existing four pumps to supply the recommended second process train. The existing metering pumps have a maximum capacity of about 279 gph. If the new pump is identical to the existing pumps, sufficient capacity would be available to supply a dosage of about 50 mg/L at a maximum flow of 32 mgd. The capacity of the existing pumps could be increased to about 423 gph. If the new pump was also rated at 423 gph, sufficient capacity would be available to supply a dosage of about 75 mg/L at a 32 mgd flow rate. It is recommended that the existing pumps be modified to 423 gph and the new pump be rated at 423 gph. It would then be possible to supply PAC dosages up to 80 mg/L at plant flows up to 30 mgd. d. Soda Ash. The existing system is capable of supplying up to 75 mg/L to the existing process train. Two currently plugged outlets on the soda ash dissolving tank splitter box must be piped to feed the primary basin in the second process train. No additional modifications should be required. The existing system can supply a maximum dosage of 53 mg/L at maximum flow of 32 mgd. The average soda ash dosage increased every year between 1987 and 1990, from 13 mg/L to 34 mg/L. This increase appears to have leveled out. At an average dosage of 35 mg/L and future average flow rate of 18.8 mgd, the existing system provides about 49 days of storage. e. Ammonia. Currently, aqua ammonia is stored and fed from 50 gallon drums. Plant personnel have reported continued problems with ammonia vapors. It is recommended that the ammonia system be replaced with a bulk storage system of 13 percent aqua ammonia. A bulk storage tank should be located in the basement of the chemical building expansion, with new feed facilities located adjacent to the storage tank. At average conditions of 0.7 mg/L and 18.8 mgd, 30 days storage would be approximately 3,000 gallons. A 5,000 gallon storage tank is recommended to facilitate chemical delivery. Currently, aqua ammonia can be fed to the primary basin effluent and to the transfer pump discharge line. The primary basin feed point should be eliminated when the system is modified. A feed point should be added next to the existing wP062392 anP195sln IV-32 r chlorine feed point on the high service pump suction line. The two existing metering pumps should be retained and relocated, and two additional metering pumps should be installed. f. Chlorine. Current chemical dosage records show that chlorine dosages averaged about 7 mg/L. Existing chlorine storage facilities have space for thirteen one-ton containers which will supply 21.8 days of storage at future average conditions. Chlorine can currently be fed at the aeration basin influent, the presedimentation basin influent,the secondary basin influent,the transfer pump discharge,and the high service pump suction line. Three feed points should be added when the plant is expanded. The additional feed points include the new presedimentation basin influent, the secondary basin influent, and the second service pump discharge. One additional feeder should be installed in the chlorine feed room to serve the new application points. The liquid chlorine supply connections from the containers should be modified by adding an electrically operated, automatic container switchover system. g. Ferric Sulfate. The ferric sulfate feed system should be expanded to serve the new presedimentation and secondary basin rapid mixers. A third metering pump should be added to serve the new presedimentation basin rapid mixer. A second dry feeder with dissolving tank should be added to serve the new secondary basin rapid mixer. The system should be designed for an average feed rate of 5 mg/L and a maximum feed rate of 15 mg/L. The combined feed rates to the two process trains will exceed the capacities of the existing feeders. It is recommended that the capacity of the two existing volumetric screw type feeders be increased by changing drive parts. The recommended third metering pump should be similar to the existing pumps. iii.. A new dissolving tank should be added to feed the new presedimentation basin rapid mix unit. The existing and new dissolving tanks should be fed by one dry feeder through a solution splitter box. A second dry feeder should be added for redundancy. The new feeder and dissolving tank should be identical to the existing units. wP062392 REP195sIn IV-33 r r k. h. Hydrofluosilicic Acid. The 5,000 gallon hydrofluosilicic acid bulk storage tank should be converted to alum storage when the plant is expanded as previously discussed. A new hydrofluosilicic acid storage tank should be installed in the basement of the proposed chemical and filter building expansion. Under average conditions 3,000 gallons represents 30 days storage. A 5,000 gallon tank is recommended to facilitate chemical delivery. The existing day tank, two metering pumps, and manual transfer facilities should be relocated to the new storage tank area. A third metering pump should be added to serve the expanded plant. i. Lime. One new lime storage, feed, and slaking system should be added when g Y the plant is expanded. The new system should be similar to the existing two systems, with a storage volume of about 4,100 cubic feed and a maximum capacity of about 2,000 pounds per hour of 90 percent purity pebble lime. The trough of the new lime feed system should be connected to the trough that supplies the two existing primary basins. One feeder slaker is capable of supplying one process train. The third unit is for redundancy. Current operating records show the average lime feed dosage was about 214 mg/L and the maximum dosage was about 325 mg/L. Three bins will provide storage for about 675,000 pounds of pebble lime, or about 18 days of storage at average conditions. j. Polymers. The coagulant aid polymer blending systems are sufficient for the expanded plant capacity of 32 mgd. Two metering pumps and two secondary dilution rotameters should be added to feed the new presedimentation and secondary basins. The existing filter aid polymer blending system is reported to have adequate capacity for a 32 mgd plant. A third metering pump should be added to supply the second filter influent line. k. Polyphosphate. The existing polyphosphate feed system is adequate for the existing process train. A similar system should be added to supply the recommended second process train. Space is provided in the existing chemical building for the installation of the second system. The new system should allow batch preparation at intervals not less than eight hours at a maximum dosage of 2 mg/L and average flow wP062392 REP195sln IV-34 of 9.4 mgd. One metering pump should be added to the existing two metering pumps. I. Potassium Permanganate. The dry potassium permanganate feed system at the river intake is reported to have adequate capacity for an expanded flow of 32 mgd. No modifications to the system are required. 8. Chemical and Filter Building The chemical and filter building should be expanded to accommodate additional filters and to provide additional space for office, laboratory and chemical storage facilities. The filter gallery should be extended to make space for four additional filters similar to the existing filters. An addition should be constructed on the northeast corner of the existing chemical building, incorporating space on both the ground floor and the operating floor. Figure IV-4 indicates the recommended revisions to the operating floor. The chemical building addition will increase usable floor space by about 2,600 square feet - 1,300 square feet on each floor. The addition at the ground floor level will abut the north wall of the existing mechanical room. The added space will accommodate the recommended aqua ammonia and fluoride feed and storage facilities at the ground level. Additional space should be available to accommodate the expansion of the mechanical room to serve the building additions. At the operating floor, the expansion will abut the north wall of the old meter shop room. The meter shop was relocated in 1991 to the Slade Avenue Pumping Station. The operating floor addition and the former meter shop, with about 2,200 square feet of usable floor space, should be used to relocate and expand the laboratory facilities, as discussed later in this section. With the laboratory relocation, the existing laboratory area would accommodate additional office space and/or conference room, operator's laboratory, and space for office support equipment and materials. The existing office space would be modified to expand the existing reception area, and provide office space for the director of water operations, the water operations engineer, and the water plant superintendent. A portion of the existing laboratory will be converted to an operator's laboratory to provide laboratory work space for the operators near the control room. Office and work station space for laboratory personnel is discussed under the laboratory expansion. wP062392 REP195sIn IV-35 PP I a. Laboratory. The water treatment plant laboratory should be expanded. The existing 620 square foot area is insufficient for current and future needs. Testing requirements will increase as a result of the Safe Drinking Water Act regulations, as well as the plant expansion. The City of Elgin currently uses an outside laboratory for some compliance monitoring. The laboratory expansion should be designed to accommodate sufficient equipment and personnel for operational and compliance monitoring tests. Compliance monitoring will include analyses required under the SDWA and the Clean Water Act. The expanded laboratory should incorporate facilities for operational monitoring, as well as for compliance monitoring for bacteriological, organic, and inorganic contaminants in addition to the facilities ordinarily required in a laboratory. This design will give the City the flexibility it needs in establishing its laboratory program. The City has reportedly considered performing laboratory services for outside utilities in the future. The existing laboratory is certified only for bacteriological analyses. If the laboratory becomes certified for other areas of compliance moni- toring, it could run tests for other water utilities. The recommended chemical building expansion indicated on Figure IV-3 provides laboratory space for compliance monitoring to meet the City's requirements. Additional space would be required to perform certified tests for outside utilities. Recommended space requirements for the expanded laboratory are listed in Table IV-5. Space requirements were based on guidelines provided in the EPA's Manual for the Certification of Laboratories Analyzing Drinking Water. r P wP062392 REP195sIn IV-36 P LEGEND r • EXISTING STRUCTURE RECOMMENDED STRUCTURE I '.111 i 1 1 9;9 i AND IMPROVEMENTS . • . . • ____/- CHLORINE . ETER E STROAGE SHOP GARAGE . - OFFICE FF ..., ,,4 y.. ...., Lai z r -o -- cc w CO2 0 La FEED .- OFFICE x (..) r i.t ItAral -Li ...... __ ev, ELEVATOR a...ma aaaa OMCE m =m ...a 6.■. I§ STORM a z mg, ..a.,■al a.a a a a mg=a i■MIMI ■••■ NM OM M= IMI NM M IN ••.....". . mi 1 —L2 .• . • . .r:vp 4 NI MT.. RECEPTION , "''' rl.""'"`". r NAREA -'14'... RECEPT O MEWS WOMENS RESTROOM RESTROOM • AREA 1/4"=5i* _1 La r z CHEMICAL 7 < -.I 0-CA n FEED LUNCH ..1 w tx_o OFFICE ROOM 06 z 0 cc< o et 1-- 0 •i-il...n n 1,3 r, 7„A- t..:..:,.. :..,: ....,-.e4.i A..::-.• o OFFICE LABORA.TO RI • .......kl rtp r ::: ::i.....„ OFFICES LABO-, TORY . 8 '- --pit* c:;.,::--:-• ! oom 8: o I FILTER GALLERY . 7' - 0 I, _ I ELGIN, ILLINOIS 0 E2 CHEMICAL BUILDING REVISIONS - r- OPERATING FLOOR .-, BLACK & VEATCH 1992 FIGURE IV-3 r r TABLE IV-5 Laboratory Space Requirements Function Size E (sq.ft) General Chemistry Room 1,000 Microbiology Room 300 Gas Chromatography Room 260 Atomic Absorption Room 260 E Gas Storage Room 100 Chemical Storage 160 Office 120 E Total, Certified Compliance Monitoring 2,200 Reception Area 160 Samples Receiving Room 160 Outside Records Keeping 180 r , Total, Testing for Outside Utilities 2,700 Detailed discussions of the space requirements are presented below: • General Chemistry. Chemical and physical testing as listed below will be performed in this area. Alkalinity Turbidity Conductivity pH ty ty tY P Hardness Color Taste and Odor Fluoride Solids Chlorine Residual Jar-testing Temperature Ozone (future) Equipment in this area will include a sample sink, fume hood, refrigerator, and glass-washer. Dissolved ozone analysis will require the use of a ultraviolet-visible spectrophotometer. Also included will be a balance alcove, a safety cabinet, and storage facilities. The balances must be centrally located, but protected from drafts and r WP062392 REP195s1n IV-37 r r vibrations. The safety cabinet, which includes a shower, an eyewash, and a first aid kit, also must be at in easily accessible central location. • Microbiological Room. The microbiological room gi m must be isolated from the rest of the laboratory to minimize bacterial contamination. The existing microbiological room should be expanded to accommodate testing requirements. Major tests performed here will include analyses for total and fecal coliforms and heterotrophic plate counts (HPC). Equipment should include autoclave,refrigerator,incubator water bath,media preparation area, and colony counter, as well as a desk. • Gas Chromatography Room. The gas chromatograph (GC) is used for the detection and quantification of organic contaminants. Because of the high sensitivity of this equipment, vapor release during operation, and prolonged testing procedures, the GC room must be isolated from other laboratory areas. Space should be allotted for both a GC with interchangeable detectors and a high performance liquid chromatography (HPLC) unit. A fume hood should be provided for sample preparation work, and an explosion-proof refrigerator for the storage of standards. Special storage should be provided for solvents used in sample preparation. Space for the specialty gas cylinders required for these instruments should be provided in the gas storage room. • Atomic Absorption Room. The atomic absorption (AA) room contains equipment for metals analysis, which can require extensive sample preparation. Provisions for sample preparation,storage space for chemicals, and a fume hood for working with hazardous materials are required. The AA equipment is a freestanding unit complete with gas outlets and a special hood for venting gases and excess heat to the outside. Space for the gas cylinders required for use with this equipment should be provided in the gas storage room. • Gas Storage Room. A gas storage room will be provided to store the standby gas cylinders prior to use as well as empty cylinders after use. Wall brackets are required to hold the cylinders upright to prevent accidentally MP062392 REP195s1n W-38 r knocking them over. The room will be located near an outside exit to facilitate the delivery and removal of the cylinders. The room will be well ventilated to prevent the accumulation of gases in the event a cylinder develops a leak. The gas storage room will be located near the AA and GC/MS rooms. • Storage Room. The storage room should include adequate space for chemical storage and for dropoff of samples from the distribution system. The storage areas should include a section for laboratory grade water production and a piping system to distribute the water throughout the lab. ASTM Type I water for high purity applications (organic and inorganic analyses) should be produced where needed. If the City desires to pursue certified testing for outside water utilities, additional space will be required. A reception area should be provided for people delivering samples, and the sample storage area should be expanded to accommodate samples brought in by other utilities. The records storage area should be expanded to maintain records of outside testing. (1) Laboratory Certification. Before being allowed to perform compliance monitoring for the SDWA and the Clean Water Act, a laboratory must become certified. The Illinois Environmental Protection Agency is responsible for certifying local laboratories for organic and inorganic chemical analyses. The Illinois Department of Health certifies laboratories for microbiological testing and the Illinois Department of Nuclear Safety laboratories for radiological testing. Certification requirements are specified in Title 35, Subtitle A, Chapter II, Part 183, Joint Rules of the Illinois Environmental Protection Agency and the Illinois Department of Public Health: Certification and Operation of Environmental Labora- tories. A copy of the chapter is included in the Appendix. The water treatment plant laboratory must meet the requirements of this document and be approved by the State of Illinois before acceptance of compliance monitoring results. Certification procedures for compliance monitoring of organic and inorganic contaminants will closely follow the procedures in Subpart B: Chemical Analysis of Water Supply Samples in the above referenced manual. The summary requirements WP062392 REP195s1n IV-39 r include an initial site visit to review the equipment, use of proper reagents, testing procedures, quality assurance procedures, reporting requirements, staffing, and the analysis of performance evaluation (PE) samples. Performance evaluation samples are test samples for which the laboratory must identify and quantify which contaminants are present within acceptable limits set by EPA. Samples for each contaminant for which certification has been requested must be analyzed successfully, or, as in the case of organics, only a certain number of compounds within a group may be analyzed. Repeat PE samples will have to be analyzed periodically and the results reported within a certain percentage of the actual concentration for the laboratory to remain certified. Periodic site visits will also be made by State personnel to review testing methods, quality assurance and quality control (QA/QC) procedures, and reporting procedures; as well as maintenance schedules on the equipment, and personnel organization, responsibilities, and training. If the laboratory fails to correctly analyze a parameter which has been certified, it will be downgraded to "provisionally certified" and will be required to correct the deficiency within a specified period before it can be recertified. If the problem is not corrected and a new PE sample is analyzed incorrectly, the laboratory will lose its certification status. There are certain advantages to a utility in performing its own compliance monitoring: fast turn-around time, high level of confidence in the results, the ability to quickly retest, and the ability to perform special studies. There are however, several disadvantages to owning the highly sophisticated equipment needed to perform some of the compliance monitoring: high initial cost; the costs of maintenance, primary standards, specialty gases, and sample preparation equipment and supplies; the additional salaries of a laboratory technician trained in the operation of an atomic absorption spectrophotometer, and, depending on the sample load and the requirements of the QA/QC program, a laboratory technician to aid in the operation of the GC and HPLC. (2) Analytical Equipment. The City will have to purchase an AA, a GC/MS, and a total organic carbon (TOC) analyzer to become certified for testing of the regulated organics and inorganics compounds. A high performance liquid chromatograph (HPLC) is also required to analyze for several pesticides. Because technology is changing rapidly and individual operators have their own preferences F e WP062392 REP195s1n IV-40 F r regarding equipment, the equipment should not be purchased until the laboratory is ready to become certified. Inorganic analyses require the use of an atomic absorption (AA) unit. Analysis of drinking water requires a graphite furnace AA to detect inorganic contaminants in the microgram per liter (ug/L) range. One graphite furnace AA for the analysis of drinking water samples would need to be purchased. A flame AA may also be purchased with a changeable graphite furnace module which allows the use of one unit for both flame and furnace techniques. Analysis for the majority of organic contaminants requires the use of a gas chromatograph (GC) in conjunction with several different types of detectors. These detectors can consist of a mass spectrophotometer, a photoionization detector, Hall detector (electrolytic conductivity detector), a nitrogen-phosphorus detector, or an electron capture detector. A purge and trap will be required for most of the organics analyses. Future advances in methods and equipment will determine the type of detectors required by the GC. Capital cost for a GC/MS is significantly greater than for a GC with interchangeable detectors. A high performance liquid chromatograph (HPLC) will also be required to analyze for several of the regulated pesticides, such as aldicarb and its metabolites: aldicarb sulfone and aldicarb sulfoxide. Other pesticides to be analyzed by HPLC include diquat, glyphosate, carbofuran, and vydate. As other contaminants are regulated, additional analyses may have to be performed using the HPLC. To support laboratory personnel, personal computers should be provided for report generation and data entry. This data gathering and report writing system can be part of the new computer-based control system. 9. Control and Monitoring System. The choice of a control and monitoring system for a water treatment plant involves consideration of many criteria, including reliability, equipment to be controlled, expandability, inter-system and infra-system communications, and the degree of operator involvement. In addition, consideration must be given to the specific requirements of the system and the wide variety of available features. Reliability considerations dictate that the failure of a single component must not disrupt the water production process. The control and monitoring systems should be expandable without disrupting the operation of the remainder of the system. r r WP062392 REP195s1n IV-41 r Systems that are frequently changing require flexible and easily modified operator interface. The control system selected for the water treatment plant must incorporate the following functions: • Recording and indication of process variables. • Ability to perform automatic and manual control functions. • Equipment status indication. • Notifying the operator of process upsets. • Trending of process variables. • Data archive for later analysis. In addition, the control system must be of modular design for ease of repair, expandable,and adaptable to process changes. Control systems are available in many forms, including discrete control and monitoring equipment and computer-based control systems. a. Discrete Control and Monitoring Systems. Discrete control and moni- toring is provided at the existing Riverside WTP. This type of control system consists of recorders, controllers, control switches, pushbuttons, indicators, annunciators, and indicating lights. Motors are controlled through switches and relays mounted in the control panel or in remote cabinets. Discrete control and monitoring systems with a central control panel meet most of the criteria listed above. However, they are not easily expandable. Expansion of the existing plant would require expansion of the control panel at considerable expense. Also, the control and monitoring systems are not readily adaptable to process changes. Changes in process control requirements may require that addi- tional hardware be purchased and installed. A significant hidden cost associated with discrete control and monitoring systems is the cost of wiring. Hundreds of cables terminate in the central control panel. b. Computer Based Control Systems. A typical computer-based control system consists of one or more computers, and operator interface, hard-copy, mass storage, and process interface devices. The control system can be augmented with r r WP062392 REr195:m IV-42 r video copiers to duplicate the image displayed on an operator interface device, and with projectors to enlarge images for display on a screen. An advantage of computer-based control systems is that once the inputs and outputs to the control system have been established and installed,the degree to which the plant operations are automated can be easily changed. For example, a modulat- ing valve will be wired to a control system analog output that will allow the control system to position the valve. The control system may be programmed so that the operator has to adjust the position of the valve by manually entering the position set point through the operator interface device. If at some point the plant manager chooses to automatically position the valve to maintain a set point flow, the change to automatic control will require only a change in the system software configuration, as long as the required control system inputs have been installed. This kind of flexibility will enable the City to implement automated control in stages if so desired. (1) Non-Distributed Control System Architecture. Non-distributed computer- based control systems rely on a single minicomputer. All devices in the system communicate with the minicomputer. Failure of the single minicomputer can result in loss of all the process control in the plant. This can be overcome with a "hot standby" arrangement consisting of failover hardware, and a second minicomputer operating with the same programs. (2) Distributed Control System Architecture. Distributed control systems have largely replaced non-distributed control systems. An advantage of distributed control is that the control of a piece of equipment is placed in a processor local to the equipment. This enhances system reliability,because the loss of a communication link between the processor and the central computer or operator interface device does not mean loss of equipment control. Distributed control systems use many different processors. Each processor provides the interface and control for the equipment served. This type of system dedicates processors to equipment in an area of a plant or on a functional basis. If a processor fails, the effect on plant operations under the control of other processors is minimized, since each processor has stand-alone capability. Processors are connected by a data highway, making signals input at one location available for use in control schemes at other plant locations. r wP062392 REP195sIn IV-43 r • r • PLC Based Distributed Control System Architecture. Some distributed control systems use programmable logic controllers (PLCs)as the distributed processors. The PLCs communicate over a data highway with a minicomputer and other PLCs in the system. The minicomputer performs system functions such as report generation,historical archiving, and operator interface. To enhance the reliability of these functions, the minicomputer can be provided in a "hot standby" configuration. The distributed PLC system offers the advantage of the proven reliability of the PLC and a "programming" language that is easily understood by maintenance personnel. PLC programming languages typically follow ladder logic schemes similar to schematics for relay logic. This makes PLC programming of sequential control schemes simple; however, modulating process control may not be as easy to implement as it is with distributed computer control system processors. Since a minicomputer is provided with a PLC system, another programming language is required to configure the operator interface and reporting functions. • Distributed Computer Control System Architecture. Distributed computer control systems perform the motor control logic in one of the system control processors and turn outputs on and off in response to system demands or operator commands. Interface processors (IFP) are provided with operator workstations and printers. Each station and controller has stand-alone capability. The distributed computer control system offers the advantage of a single system supplier for spare parts and maintenance, requires personnel to have knowledge of only one system, and minimizes the effect of a single failure on the plant. The difficulty of programming a distributed computer control system is similar to a distribution PLC system. c. System Programming. A computerized control system must be pro- grammed to provide the desired control. Programming consists of the following: WP062392 REP195sIn IV-44 r r • System Configuration. When a control system is assembled, the software must be given a description of the equipment in the system. The equipment must also be given names (addresses), so that the system can direct its attention to the proper piece of equipment. This activity is called configuring the system. It relates major pieces of equipment to the system in general. System configuration is done once at the beginning of the programming and does not require changing unless new equipment is added. • Database Preparation. The control system must be given information to relate the signals at the field terminal blocks to memory addresses inside the system. This allows the software in the system to use the data. The task is called database preparation and is performed primarily at the beginning of the project. However, as points are added after startup and during the life of the plant, the database must be modified. • Graphic Screen Programming. To provide the necessary operator interface, graphic screens must be programmed. These programs include information on the shapes of objects, the text printed, the colors used, and the data to be displayed on the screen. This programming can be tailored to suit the client's preferences. The graphic screens are one of the most customized parts of plant programming. Graphic presentation of the process will probably be most frequently revised during the life of the plant. • Modulating and Digital Control Programming. The control system must be programmed to perform the required control actions. This programming is closely tied to the process and the operator interface, and most of it will be performed during the system design. Changes would be necessary only if the process is changed or the plant is expanded. • Report Programming. The reports that are produced must be formatted and programmed. This programming will probably be modified as the data requirements change, but not very frequently. r wP062392 REP195sIn IV-45 r r In the past, control systems were often furnished pre-programmed, ready to operate the plant. This method often did not produce the documentation necessary to maintain the program. It is now common for the consultant to provide the programming. This results in a system that is more suited to the client's needs. It also has the advantage that the Owner's personnel can be trained before the system is installed, and will be able to modify the program when required. d. Recommendations. It is recommended that the existing monitoring and control system be replaced with a computer based monitoring and control system. Non-distributed control systems utilize nonintelligent process interface devices. Intelligent process interface devices used in distributed systems further enhance system reliability and are available for approximately the same cost as non-intelligent devices. Therefore, non-distributed systems offer no advantage over distributed systems and are not recommended. The recommended system architectures are the PLC based distributed control system and the distributed computer control system. A distributed PLC system should be provided with a "hot standby" minicomputer. Distributed processors for both kinds of sy stems should be redundant with automatic failover to the standby processor in the event of primary processor failure. It is recommended that the consultant provide the programming services for the monitoring and control system. The filter backwash sequence is a process that can be easily automated, and it is recommended that the City implement this level of automation. Automatic filter backwash sequence control has the advantage of providing consistent backwashing for each operation. The control system will monitor filter loss of head and filter effluent turbidity. When loss of head or turbidity rises to a preset level, the control system will notify the operator,who will initiate the backwash sequence. The control system will operate the filter valves and control the flow of backwash water according to the preset program. Parameters in the program, such as the length of the filter wash and the wash water flow rate, can be adjusted by the operator to optimize the backwash sequence. Manual backup control should be provided for backwash sequence control. Push buttons to operate the filter valves and indicators required to monitor filter status should be provided on the filter consoles to initiate manual backwashing if required. r wP062392 REP195s1n IV-46 r r 10. Sludge Handling and Disposal Sludge handling facilities for the second process train will involve new sludge return and transmission pumps, and utilization of the existing sludge transmission main and disposal lagoons. Specific transmission and disposal improvements are as follows. a. Transmission. A new sludge control building will be required for the recommended second process train. Sludge from the new pretreatment, primary, and secondary basins would be discharged by gravity to a pump pit located in the new sludge control building. From the pit, the sludge should be pumped through the existing 8-inch transmission main to the disposal lagoons. Facilities for returning sludge back to the new pretreatment and secondary rapid mix chambers will be provided in the new sludge control building. Sludge return and transmission facilities would be similar to the existing facilities. r b. Disposal. Sludge from the Riverside WTP is pumped five miles through an 8-inch transmission main to an existing sludge lagoon disposal site. Dewatered sludge from the Airlite WTP is trucked to the same site for disposal. The disposal facility is divided into four fill and dry lagoon cells. Distribution of sludge to each cell is controlled be manual operation of plug valves. Sludge is alternately diverted to each cell and liquid is continuously decanted from the cells through outlet structures and decant piping. Once a cell is filled to a predetermined depth of 12 to 24 inches, flow is diverted to another cell and the sludge in the isolated cell is allowed to dewater through decanting of liquid, natural evaporation, and freezing-thawing cycles. The filling and drying cycles are continuously repeated among the four cells. Decant liquid is collected and discharged into a decant lagoon prior to being discharged to a nearby water course. The interior lagoon berms were initially constructed to a height of 10 feet, allowing an initial sludge storage depth of 8 feet. Based on measurements taken by the City personnel in October 1991, approximately 65 percent of the initial storage volume has been used. Within approximately three years the interior berms and decant structures will need to be raised 8 feet. This will then allow for a total sludge depth of 14 to 16 feet. It is anticipated that this facility has sufficient capacity, based on the originally anticipated 50 percent solids concentration, to allow sludge disposal through the year 2005. However, the facilities will probably reach capacity much wP06239z REP195sIn IV-47 C I earlier because recent testing has indicated the percent solids consitration of the sludge is ranging form 35 to 38 percent. The present permit for the sludge disposal facilities requires the site to be maintained until the last cell has had a minimum of one year drying time. Once the sludge has dried sufficiently,placement of the final two foot minimum thickness earth cover is to begin. Because of some radium concentration in the well water sludge, the permit also does not allow removal of the lime sludge from the site unless State approval is obtained. City personnel have indicated occasional problems with meeting decant pH and turbidity requirements. While a complete evaluation of the sludge disposal facilities is beyond the scope of this report, it is recommended that the raising of the interior lagoon berms be part of the initial WTP improvements. It is also recommended that further study of the disposal facilities be conducted to verify the dewatering efficiency of the system, determine required decant system improvements or modifications, and the expected life and expandability of the disposal facilities. The studies should address future long-term disposal needs including additional disposal sites and/or possible other applications such as land application. It is anticipated that extensive study and sampling may be required before the State would consider land application for this sludge. D. Airlite WTP Improvements A complete review of the Airlite facilities is beyond the scope of this report. However, certain recommended improvements identified during the supply, SDWA, and distribution system evaluations are presented below. These improvements address additional well supply,disinfection modification,and modifications to the high service pumping facilities. 1. Well Supply Consideration should be given to adding a new deep well at the Airlite WTP. A 2 mgd well will increase the total supply capacity to the Airlite WTP to 9.4 mgd. The firm capacity with the largest unit out of service will be approximately 7.2 mgd. Future study should be conducted to determine specific design requirements and the potential for barium contamination before proceeding with design and r wP062392 REP195s1n W-48 r construction of a new deep well. A detailed discussion of the Airlite supply consideration is provided in Chapter III - Supply. 2. Disinfection Disinfection at the Airlite plant is accomplished with chloramines. Ammonia is added at the recarbonation basin influent and chlorine at the basin effluent to form chloramines. This method will likely not meet disinfection requirements of the pending Groundwater Disinfection Rule (GDR). The City should consider conver- sion to disinfection with free chlorine in the near future. Primary disinfection with free chlorine can be accomplished by moving the point of ammonia addition to the filter effluent. Chlorine addition at the recarbonation basin discharge would continue, and a free chlorine residual would be maintained across the filters. A more detailed discussion of the impact of the GDR rule is presented in Chapter II - Safe Drinking Water Act Assessment. 3. High Service Pumping The Airlite WTP high service pumping facilities should be converted to dual-level facilities serving the High Service Level and the West Booster District. The pumping facilities currently serves only the High Service Level. The existing pumping units consist of seven units in two bays. The south bay of pumps consists of three electric driven units and one gasoline engine driven unit. These pumps should be replaced with four electric motor driven units capable of supplying the West Booster District. Initially, only the three electric driven units need to be replaced. The gasoline driven unit, while no longer functional following the conversion, would not have to be replaced with a new unit before year 2010 unless demands warrant. No major modifications to the discharge piping in the plant will be required. A new discharge line to the West Booster District is currently under design. This new discharge line will tie into the existing south bay discharge line in the yard. A new valve inserted into the existing discharge line after the connection will allow the south bay to pump directly to the West Booster District. These improvements are shown on Figure V-4 in Chapter V - Water Distribution Facilities. The capacity, head, and horsepower requirements of the existing and recommended units are shown in Table IV-6. wP062392 REP195s1n IV-49 r c rTABLE W-6 Airlite Pumping Station Recommended Pump Replacement Existing Units Re lacement Units Pump Capacity TDH n Capacity TDH Ham* (gpm) (ft) (gpm) (ft) 2 700 140 40 700 230 75 4 1,400 140 75 1,400 230 150 6 2,100 145 125 2,100 230 200 rGas 1,400 140 — 2,100 230 200 240 625 * Recommended horsepower based on 75 percent pump efficiency and 95 percent motor efficiency. r Recommended operational control of the Airlite WTP pumping station is ri described in Chapter V - Distribution System Facilities. The electrical power requirements of the Airlite WTP will increase significantly with replacement of the south bay of pumps. The existing power supply and power distribution system will require upgrading to meet the new pump motor requirements. The existing starters for pump No. 4 (1,400 gpm) and pump No. 6 (2,100 gpm) are large enough that they could be used for the 700 gpm and the 1,400 gpm replacement pumps respectively. The smaller two replacement pumps should be rwired through existing starters in the electrical control room. The existing thy transformer which supplies the existing motor control center is not large enough to supply the remaining two replacement pump starters. Since the existing 480 volt transformer is not large enough to supply the two new starters, it is recommended that they be rated 2400 volts and fed directly from the Commonwealth-Edison transformer which supplies the plant, similar to the existing well pumps. Due to space considerations, the new starters will have to be located separate from the existing motor control center. The electrical work associated with the conversion of the high service pumping runits will need to coordinate with other improvements planned by the City, including proposed modifications to the plant's power supply. e WP062392 REP195s1n IV-50 r r E. Staffing Requirements Published guidelines for staffing water treatment facilities are extremely limited. Recommendations are presented in a 1974 AWWA sponsored study "Development of Manpower Planning Criteria for Water Supply Systems," prepared by the Oklahoma Foundation for Research and Development Utilization, Inc. The study, based on data from 50 water utilities, developed staffing guidelines using regression analysis. Considering the age of this study and the changes in water treatment technology since its publication, these guidelines are essentially obsolete. Staffing requirements should be analyzed individually for each system. A complete analysis of the staffing requirements for the Elgin water department, which would involve a detailed review and evaluation of the department's t 111 organization, management, staff positions, job descriptions and qualifications, and operating procedures, is beyond the scope of this report. For this report a cursory review of the organization and staffing positions directly related to water treatment was performed to identify additional staffing requirements related to the proposed expansion and improvements. 1. Existing Organization and Staffing Water treatment plant staff operate and maintain the Airlite WTP and the Riverside WTP. Treatment plant maintenance personnel are also responsible for maintaining booster pumping stations, elevated tanks, and distribution system control valves. Public works laborers who maintain and repair water distribution mains are not included in the Water Department staff. The existing staffing consists of 32 full-time positions and two part-time positions. Currently one full-time staff position -- water operations engineer -- is vacant. The City is interviewing candidates in an attempt to fill this position. Water Department staff can be separated into three categories: operations/maintenance, metering, and laboratory. The Director of Operations supervises and coordinates the activities of the plant personnel and is assisted by the water department secretary and water operations engineer. The metering section is supervised by the Water Meter Supervisor and includes three water meter servicers, a water meter installer, and a water meter maintenance laborer. Review of water meter repair and maintenance staff is beyond the scope of this report and is not considered further in the staffing evaluations. The operations and maintenance section is supervised by the Water Plant Superintendent and includes the chief plant operator, operators, wP06?392 REP195s►n IV-51 r r instrumentation service worker,mechanics, and laborers. There are presently 18 full- time and one part-time operations/maintenance positions. Laboratory personnel consist of the chief chemist, chemist, laboratory assistant, and part-time laboratory worker. There are four full-time and one part-time laboratory positions. The job classifications and descriptions are listed in Appendix D of this report. The Riverside plant is operated 24 hours-a-day utilizing three shifts. The shift assignments call for one operator for the first shift (7:30 a.m. to 3:30 p.m.), one operator and one water treatment laborer for the second shift (3:30 p.m. to 11:30 p.m.), and one operator and one water treatment laborer for the third shift (11:30 p.m. to 7:30 a.m.). The Airlite plant is generally operated through one shift unless demands require longer operation. The plant is staffed with one operator for the first shift (7:30 a.m. to 3:30 p.m.) every day. Monday through Friday, one water treatment laborer and one water maintenance mechanic are assigned to the Airlite plant from 7:30 a.m. to 4:00 p.m. The relief operator performs a variety of maintenance tasks, and is responsible for covering shifts when the regular operators are unavailable because of vacations or long-term illness. The normal work period for the relief operator is 7:30 a.m. to 4:00 p.m., Monday through Friday. Several factors have an impact on staffing requirements. As water demands increase over the planning period, the hours of operation of the Airlite plant will have to be extended. While remote operation and monitoring of the plant may make the hiring of additional operators unnecessary, additional water treatment laborers may be required to respond to alarms at Airlite as is the current practice. As the Riverside facilities are expanded and equipped with more sophisticated computer- based control and monitoring systems and new treatment processes such as ozonation not only will additional staffing be required, but the requirements and responsibility of both new and existing staff positions will need to be upgraded. With the increasing testing and monitoring requirements, the addition of new laboratory equipment, and possible expansion of laboratory services, additional laboratory personnel would be needed. A cursory review of the staffing needs, based on current staffing levels, current r treatment processes, in-house laboratory testing, level of automation, age of existing facilities, and present division of maintenance responsibilities between the Water Department and Public Works indicates the following staffing levels for planning wP062392 REP195sIn IV-52 r r purposes. However, a more detailed staffing analysis should be made before implementing changes. a. Supervision/Administration. The current supervisory and administrative staff is adequate for the expanded facilities. Specific written job descriptions should be developed for those positions where none exist. b. Plant Operators. There are currently seven operators. This number is adequate for the three shift operation seven days a week. If new, more sophisticated treatment processes, such as ozonation become a part of the expanded facilities, operator responsibilities and qualifications will need to be reviewed and upgraded. c. Control Technicians. With the facilities expansion, installation of a computer- based control system, and the potential addition of ozonation equipment,the amount of sophisticated control and instrumentation monitoring systems in the plants will increase significantly. To maintain these systems, a control technician should be added to the staff. The control technician would be responsible for the computer control system, remote control and monitoring, and other electronic facilities. It may be necessary to upgrade the capabilities and responsibilities of the present instrumentation service worker position as well. d. Maintenance Personnel. Water treatment laborers are responsible for responding to operational alarms at the Airlite plant during second and third shift remote operation. As the operation of the Airlite plant is extended to meet demands, one to two additional water treatment laborers will be needed for a second or third shift. Improvements within the distribution system including booster pumping stations and elevated tanks, will increase the responsibilities of the maintenance staff. It is anticipated that eventually an additional water maintenance mechanic will be required to care for the additional facilities. These additions to the maintenance staff will satisfy the increased maintenance requirements associated with the plant expansion and increased booster stations, elevated tanks, and control valves within the distribution system. r wP062392 REP195sIn IV-53 r c e. Laboratory Personnel. With the implementation of new regulations and more sophisticated treatment processes, the requirements for monitoring and testing will continue to increase. It is anticipated that an additional full-time chemist will be required. This staffing addition would be based on the City's decision regarding expansion of the laboratory and installing additional equipment to allow more testing to be performed in-house. 2. Recommendation For planning purposes it is assumed that the water department staff should be expanded in addition to filling the Water Operations Engineer vacancy. The expanded staff would include a control technician, a water maintenance mechanic, one to two water treatment laborer, and a laboratory chemist for a full-time water treatment staff of 30 full-time and two part-time positions. The organizational structure summarizing the recommended staffing is shown on Figure W-4. Figure IV-5 indicates the staffing requirements for the various shifts. Consideration should be given to reclassifying the positions of water treatment laborer due to more frequent response to operational tasks and instrumentation service worker due expanded responsibilities. Not all the additional positions will be required initially. The need for the water treatment laborers and a laboratory chemist will be dependent on the increase in water demand and on the City's decision regarding the laboratory service expansion. Office space, work stations, and other employee support facilities at the Riverside plant should be expanded and modified. Any expansion and modifications to the Riverside plant support facilities should be designed to accommodate a water treatment staff of 32 to allow for the future staff expansion. The above recommended staff size is based on a cursory review for planning purposes. A detailed staffing study should be conducted before implementation of staffing changes. F. Recommended Improvements Planning and design of improvements for both the Riverside WTP and the Airlite WTP should begin in 1992. To successfully implement the expansion program and minimize the financial impacts on the City of Elgin, the project has been divided into manageable phased construction contracts. The recommended improvements involve individual contracts for both the Riverside and Airlite WTP's, special studies, and wP062392 REP195sIn IV-54 r r i DIRECTOR OF WATER OPERATIONS Secretary 7 OPERATIONS SYSTEMS METERING I & MAINTENANCE N MANAGIEMENT LABORATORY 1 EP Water Meter Water Plant Water Operations Water Laboratory Supervisor Superintendent Engineer Chief Chemist I I r _ Records Clerk Water Treatment Senior Water Instrumentation — Water Laboratory Chief Plant Operator —Maintenance Mechanic Service Worker Chemist r _ Water Service Water Treatment Water Maint•nan • ? 3 11!0}' z ` Person Operator Mechanic 1 iiiiii::::]:.::i:ii:i:iii::::]:;:iiii1::::::::-::.::R:::]:;:i:.:**]: ,,,,,„„::::„,,,,,,,,,,,,,,„,„„„„„„„„,„„„„,„,:„„„„„„„„„,:„ Water Meter — Water Treatment Water Maintenance Water Laboratory S•rvieer 1 Operator 2 Mechanic 2 Assistant 1 Water Tr• Water stm•nt Meter — — 3A:fAEsrrleass� tiKat.:r:L�....star. . Operator 8•rvi 3 cer 2 P ,„,,,,,,,,,,,,,,,,,,,,,,,,,,,„:,,,,,,,,,,,,,,,,,,,,,,,,,,,,„„„„„„„„„,,,„ Water Meter _, Water Treatment — Water Treatment — Laboratory Worker Servic•r 3 Operator 4 Laborer 1 (Part-Time) — Water Meter _ Water Treatment Water Treatment Installer Operator 5 Laborer 2 Water Meter — Water Treatment Water Treatment — Maintenance — Person Operator 6 Laborer 3 r _ Water Treatment _ Water Treatment Relief Operator Laborer 4 r ,.,„„:„„wa,..„,,,......„„„„, _:.,..........:::::::::..,...„.„.:::::::::::::::::::.:.:.::::::::::::::::::::::: rLEGEND :MW _ O( T •Present(34) r •Future(9) — Laborer 1 Elgin, Illinois Laborer 2 Proposed Organizational l — (Part-Time) Structure BLACK a VEATCH 1992 Figure IV-4 E. r . SHIFT JOB TITLE M T W T F SS r ` RIV E, ' ' Wt T 1st OPERATIONS Plant Superintendent X X X X X r 7:30 Chief Plant Operator X X X X X to Operator X X X X X X X 3:30 Records Clerk X X X X X Secretary X X X X X MAINTENANCE Sr.Water Maintenance Mechanic X X X X X Water Maintenance Mechanic X X X X X Instrumentation Service Worker X X X X X Laborer X X X X X Laborer(Part-Time) X X X �3 Water Maintenance Mechanic(Future) n . . n Control Technician (Future) n n n n Z3 LABORATORY Chief Chemist X X X X X Chemist X X X X X Chemist(Future) �3 �3 Laboratory Assistant X X X X X Laboratory Assistant X X X X X Lab Worker(Part-Time) X X X X �3 2nd OPERATIONS 3:30 Operator X X X X X X X to MAINTENANCE 11:30 Water Treatment Laborer X X X X X X X 3rd OPERATIONS 11:30 Operator X X X X X X X to MAINTENANCE 7:30 Water Treatment Laborer X X X X X X X 1 st OPERATIONS Operator X X X X X X X rMAINTENANCE Water Maintenance Mechanic X X X X X Water Treatment Laborer X X X X X rs 2nd MAINTENANCE Water Treatment Laborer(Future) n ;3 r3rd MAINTENANCE Water Treatment Laborer(Future) g3 n Z:3 n n Elgin, Illinois LEGEND WATER DEPARTMENT X = Present STAFF SCHEDULING g3 = Future BLACK&VEATCN 1992 Flour*IV-5 r permit applications required for the expansion work. While specific State and local permit requirements have not been identified separately, they are included as part of the specific design and/or construction phase of the individual contract involved. The Riverside WTP improvements can be divided into three construction contracts based on logical division of the work and prioritization of improvements. The extent of the improvements may be impacted by the results of the pilot plant study scheduled to be completed in the spring of 1992. The general scope of each contract is as follows: • Water Treatment Plant. The scope of work under this contract includes the construction of facilities to accommodate expansion of the plants treatment capacity to 32 mgd. The major elements involved in the expansion include a pretreatment basin and rapid mix chamber; a primary basin; a secondary basin and rapid mix chamber; sludge control building; chemical and filter building expansions for the addition of four filters, relocated and expanded laboratory, and new chemical storage and feed systems; expansions to existing chemical feed and storage facilities; modifications to administrative area; new computer based control and monitoring system; 2.0 MG ground storage reservoir; associated electrical, and mechanical improvements, and other appurtenants. Construct 2.0 MG ground storage reservoir. • Sludge Disposal Lagoons. The scope of work under this contract involves the raising of the interior berms and outlet structures approximately 8 feet to provide additional storage capacity. • Raw Water Supply. The scope of work under this contract includes the installation of two 8 mgd pumps at the Fox River intake, increasing firm pumping capacity to 32 mgd and the construction of the second 30 inch raw water transmission main from intake to Riverside WTP site. The Airlite WTP improvements can be divided into two construction contracts. The timing for the addition of a new raw water supply well will be dependent on water demands, the ability of the existing wells to meet demands, and the degree of wP062392 REP195e1n IV-55 reliability the City requires for this facility. It is anticipated that implementation of this improvement would be delayed pending expansion of the Riverside WTP. The general scope of each contract is as follows: • Pumping Facilities Modifications. The scope of work under this contract involves the conversion of the existing pumping facilities to a dual level pumping facility. Four of the existing high service pumping units will be replaced with three higher head pumping units that will allow water to be pumped directly to the West Booster District. The existing dual pump discharge header piping will be separated and additional yard piping provided to connect to a new transmission main. In addition to the pump modifications, the point of ammonia feed within the plant will be relocated to the filter effluent to provide greater primary disinfection with free chlorine. • Well Supply. The scope of work under this contract involves the construction of a new 2 mgd deep well to increase the total firm supply capacity to Airlite WTP to approximately 7.2 mgd. Prior to the design of the well, further study is required to verify location and anticipated capacity and determine the potential for barium contamination. A preliminary opinion of probable project costs for the recommended water treatm studies and m a sn - . e project for Airlite ent WTP improvements improve is ents$1,230re ,000.how in The Table total IV pro7ject Th cost total for Riverside cost WTP improvements is $13,550,000. Probable cost for Riverside WTP does not include any cost for possible future ozone facilities. The costs reflect 1992 price levels without escalation for probable future inflation. A contingency allowance of 10 percent and a 15 percent allowance for engineering,legal,and administrative costs are included in the cost figures. r wP06Zi92 REP195sIn IV-56 A I TABLE IV-7 Water Treatment Plant Improvements Summary of Probable Project Costs Opinion of Probable Cost Riverside WTP Raw Water Supply 320,000 Water Treatment Plant 10,200,000 Sludge Disposal Lagoons 1,480,000 Subtotal-Probable Construction Cost 12,000,000 Contingencies, Engineering, Legal, Administrative 3,180,000 Total Probable Project Cost-Riverside WTP Improvements $15,180,000 Airlite WTP 2 mgd Deep Well 750,000 Pumping Station Modifications 225.000 Subtotal-Probable Construction Costs 975,000 Contingencies, Engineering, Legal, Administrative 259 000 Total Probable Project Cost-Airlite WTP Improvements $1,234,000 Figure IV-6 shows a recommended phased Implementation schedule for the Riverside WTP and Airlite WTP improvements. The schedule does not address potential zone facilities since the use of ozone is still under investigation. If ozone would become part of the proposed improvements, additional design, procurement, and construction time would be required. r I I WP062392 REP195sln IV-56 I YEAR I 1992 ( 1993 I 1994 I 1995 1 1996 I 1997 >. s TASK -, >4 7 Well Study ! 4 Design =3 Deep Well Pump Station Modifications ` %;:;:;�; ;:2<:;:;:;: `; ?'?? ' ! t ' 't?' Pilot Plant Study Preliminary Design r'i Design t , _ Raw Water Supply I €> :>'::::: ::>:::;:::; `>; Water Treatment Plant Sludge Disposal Lagoons Bid .7-Procurement\Construction Elgin, Illinois Implementation Schedule a P WT Improvements c Ad vertise� m Award BLACK&VEATCH z 1992 6, E ' CHAPTER V WATER DISTRIBUTION r I I TABLE OF CONTENTS Page V. Water Distribution V-1 A. Introduction V-1 B. Existing Facilities V-1 1. Water Supply and Treatment V-1 2. Service Levels V-2 3. High Service Pumping V-3 a. Low Service Level V-3 r b. High Service Level V-5 4. Booster Pumping V-5 5. System Storage V-6 a. Low Service Level V-6 b. High Service Level V-7 rc. West Booster District V-7 C. Distribution System Analyses V-8 1. Method V-8 a. Hazen-Williams "C" Values V-8 b. Computer Model Demand Allocations V-9 c. Demand Conditions V-10 2. Evaluation of Storage Requirements V-10 3. Base Year Analyses V-11 4. Year 2010 Analyses V-13 r a. Analysis of Current Improvements Plan V-13 b. Revised Improvements Plan Analyses V-16 (1) Low Service Level V-16 (2) East Booster District V-19 (3) High Service Level V-20 1 (4) West Booster District V-23 (5) Impact of Increased Demands to Bartlett V-25 I r TCV-1 I r r TABLE OF CONTENTS (CONTINUED) Page r D. Recommended Improvements V-25 1. Transfer Line From Low Service Level to Airlite WTP V-25 2. Low Service Level V-26 a. High Service Pumping V-26 b. Storage V-26 c. Pressure Reducing System Separation Valves V-27 d. Distribution Mains V-28 r 3. East Booster District V-29 a. Booster Pumping V-29 b. Storage V-29 c Distribution Mains V-30 4. High Service Level V-30 a. High Service Pumping V-30 b. Storage V-32 E c. Distribution Mains V-32 5. West Booster District V-34 a. High Service Pumping and Booster Pumping V-34 b. Storage V-35 c. Distribution Mains V-35 r6. Facilities Summary V-36 E. Recommended Phased Improvements V-37 r r r r r TCV-2 r r r I LIST OF TABLES Table Page V-1 High Service Pumping Units V-4 V-2 Booster Pumping Stations V-6 V-3 Storage Facilities V-7 V-4 "C" Values Used in Computer Model V-9 V-5 Storage Volume Requirements V-11 r V-6 Summary of Recommended Pumping Facilities V-36 V-7 Summary of Recommended Storage Facilities V-37 V-8 Phased Distribution System Improvements - Summary of Probable Costs V-39 r LIST OF FIGURES Following Figure Page, V-1 Skeletonized Network; Low and High Service Levels, December 1990 Planned Improvements V-15 V-2 Skeletonized Network; Low and High Service Levels, with Recommended Improvements Plan V-16 V-3 Skeletonized Networks, East and West Booster Districts, r with Recommended Improvements Plan V-16 V-4 Recommended Improvements V-25 r I I I TCV-3 I r V. Water Distribution A. Introduction The Elgin water distribution facilities were examined to identify the improvements needed to satisfy present and future requirements through the year 2010. This study also includes an evaluation of previously recommended distribution system improvements. This chapter covers the following principal elements of the study: • Evaluate the adequacy of existing supply and distribution facilities. • Perform hydraulic analyses to determine the capability of the distribution system to meet present and future water demands. • Evaluate the previously recommended distribution system improvements and Elgin's current improvements plan. • Develop a master plan for recommended water system improvements, including a phased construction program and opinions of probable costs. B. Existing Facilities 1. Water Supply and Treatment Water treatment and supply facilities are explained briefly in this chapter to establish the basis for existing distribution system supply locations. Two water treatment facilities supply treated water for the Elgin distribution system. The Riverside WTP, placed into operation in 1982, has a design capacity of 16 mgd, based on a filtration rate of 4.0 gpm/sq ft through the four filters. Surface water from the Fox River is the primary supply for the Riverside WTP. Six deep wells located on the opposite side of the Fox River, on the Slade Avenue site, can also deliver raw water to the Riverside WTP. Treated water from the Riverside WTP can be pumped to both the Low Service Level and the High Service Level. The Riverside WTP has two separate electric feeds. The Airlite WTP, completed in 1965, receives raw water from four deep wells located adjacent to the facility. A fifth well has experienced problems with clogging W3JB112091 v-1 r of the pump bowl and impeller as a result of barium salt precipitation. This well has been out of service for about three years. The combined capacity of the four active wells is about 8.3 mgd, and the firm capacity with the largest well out of service is about 5.9 mgd. The design treatment capacity of the Airlite WTP is 8.0 mgd, based on a filtration rate of 1.92 gpm/sq ft through the eight rapid sand filters. Treated water from the Airlite WTP is pumped to the High Service Level. A second electric feed is currently being designed for the Airlite WTP. 2. Service Levels The existing water service area is divided into three service levels designated as the Low Service Level, the High Service Level, and the West Booster District. The Low Service Level includes roughly the eastern two thirds of the City of Elgin. The Low Service Level is supplied by the high service pumps at the Riverside WTP and the Slade Avenue pumping station. Ground elevations in the Low Service Level range from about 710 to 820 feet. The static hydraulic gradient of 909 feet is established by the overflow elevations of the Congdon Avenue and Commonwealth Avenue elevated tanks. The High Service Level includes most of the remaining portion of Elgin not included in the Low Service Level. The High Service Level is supplied by pumps at the Riverside WTP and Airlite WTP. Ground elevations in the High Service Level range from about 745 to 860 feet. The static hydraulic gradient established by the overflow elevation of the Airlite elevated tank is 976 feet. The West Booster District was established in 1990 upon construction of the Lyle Avenue booster pumping station. The West Booster District currently includes a small area in the northwest corner of Elgin, north of the St. Paul and Pacific Railroad and west of Lyle Avenue. The potential service area for the West Booster District includes the entire area west of Randall Road within the Study Area. Ground elevations in West Booster District range from about 840 to 950 feet. The static hydraulic gradient of 1060 feet is established by the overflow elevation of the Alft Lane elevated tank. r W3JB112091 V-2 r r 3. High Service Pumping High service pumping to the distribution system is provided at three locations. A dual-level pumping station at the Riverside WTP pumps to both the Low Service Level and the High Service Level. The Slade Avenue pumping station pumps to the Low Service Level. The Airlite WTP pumps to the High Service Level. The dual-level pumping station at the Riverside WTP contains space for nine pumping units. All units are designed to take suction from a common 36 inch suction theader. Seven pumping units are currently installed. The suction gradient for the Riverside WTP high service pumps is established by a 1.0 MG ground storage reservoir located on the treatment plant site. Information on high service pumping facilities is summarized in Table V-1. The capacities shown for the Slade Avenue pumps are for the units expected to be installed in the new station planned for construction in 1991. a. Low Service Level. Pumping to the Low Service Level is provided at the Riverside WTP and at the Slade Avenue pumping station. E The Riverside WTP is designed for the installation of five pumping units which supply the Low Service Level. Four of these five units are currently installed. The suction gradient for the Slade Avenue pumps is established by ground storage located at the site. A portion of the treated water from the Riverside WTP is conveyed to ground storage reservoirs across the Fox River near the Slade Avenue pumping station. Upon completion of the Riverside WTP in 1982, treatment facilities at the Slade Avenue WTP were retired and the then existing well supply was redirected to the Riverside WTP. However,the pumping station at the Slade Avenue site was retained and is remotely operated from the Riverside WTP. Design of a new pumping station to replace the existing station was completed in 1990. Construction of the new pumping station is expected to begin in the spring of 1991 and completed in the spring of 1992. The new station will initially contain three units rated 3.5 mgd (2,400 gpm). The current design allows for two additional pumps to supplement the r- three pumps planned for installation. Upon completion of the new Slade Avenue pumping station, the Low Service r Level total rated pumping capacity will be about 32.5 mgd. The firm capacity with the largest unit out of service will be about 26.5 mgd. W3JB112091 V - 3 C r rTable V-1 High Service Pumping Units 0 Rated Rated Pump Year Pump Capacity Head Pump Motor rNo. Installed Manufacturer (gpm) (mgd) (ft) (hp) (rpm) Riverside WTP High� Service Level Pumping g t1 1981 Patterson 1,400 2.0 270 200 1,770 2 1981 Patterson 1,400 2.0 270 200 1,770 r3 1991 Patterson 2,800 4.0 270 250 1,780 Riverside WTP Low Service Level Pumping 1 1981 Aurora 2,800 4.0 200 250 1,800 r2 1981 Aurora 4,200 6.0 200 350 1,800 3 1981 Aurora 4,200 6.0 200 350 1,800 4 1981 Aurora 4,200 6.0 200 350 1,800 rSlade Avenue Pumping Station 1 (1) - 2,800 3.5 240 200 1,800 t2 (1) - 2,800 3.5 240 200 1,800 3 (1) - 2,800 3.5 200 200 1,800 Airlite WTP Pumping Station r 1 1965 Fairbanks-Morse 700 1.0 140 40 1,750 2 1965 Fairbanks-Morse 700 1.0 140 40 1,750 r3 1965 Fairbanks-Morse 1,400 2.0 140 75 1,750 4 1965 Fairbanks-Morse 1,400 2.0 140 75 1,750 t- 5 1970 Aurora 2,780 4.0 145 125 1,750 6 1970 Aurora 2,780 4.0 145 125 1,750 7 1965 Fairbanks-Morse 1,400 2.0 140 (2) - (1) Planned for installation in 1992. r (2) Gas engine used for emergency pumping only. W3JB112091 V - 4 r r r b. High Service Level. Pumping to the High Service Level is provided by the Riverside WTP and the Airlite WTP. The Riverside WTP is designed for installation of four pumping units to supply the High Service Level. Three of these four units are currently installed. The pumping station at the Airlite WTP pumps to the High Service Level. The station can accommodate a total of seven pumping units. All seven pumps are currently installed. One of the pumping units is powered by a gasoline engine. The station is arranged with two bays of pumps which take suction from separate 18 inch suction headers. Four of the pumps then discharge to a common 16 inch header. The remaining three pumps discharge to a separate 16 inch header. The two headers are connected outside the pumping station and the water is then conveyed to the High Service Level. The total rated capacity for the High Service Level is 24 mgd. The firm capacity with the largest unit out of service is 20 mgd. 4. Booster Pumping Two small booster pumping stations are used intermittently to boost pressures along the extreme northeast and southeast portions of the Low Service Level. These booster pumping stations are used only during peak demand periods when system pressures in the outlying reaches of the Low Service Level are at a minimum. One of these booster pumping stations,located on Dundee Avenue,contains a single 1,100 gpm (1.6 mgd) pump which serves the area north of Interstate 90 and east of the Fox River. The second booster pumping station is located on Bluff City Boulevard. This booster pump station contains a single 1,500 gpm (2.2 mgd) pump which serves the area south of Bluff City Boulevard along Gifford Road. The Lyle Avenue booster pumping station takes suction from the High Service Level and pumps to the West Booster District. The Lyle Avenue booster pumping station includes two pumps rated 1,475 gpm (2.1 mgd) at 95 feet of head. The total rated capacity of the station is 4.2 mgd. Information on existing booster pumping stations is in shown in Table V-2. r r W338112091 V - 5 }y F r rTable V-2 Booster Pumping Stations Rated Pump Year Pump Rated Capacity Head Pump Motor No. Installed Manufacturer (gpm) (mgd) (ft) (hp) (rpm) Booster Pump Avenue Boo p Station 1 - Fairbanks-Morse 1,100 1.6 160 60 1,750 Bluff City Boulevard Booster Pump Station r1 1966 Layne & Bowler 1,500 2.2 120 55 1,760 Lyle Avenue Booster Pump Station 1 1990 AMW 1,475 2.1 95 50 1,750 2 1990 AMW 1,475 2.1 95 50 1,750 r 5. System Storage The Elgin system currently has 9.5 million gallons of water storage capacity. A total of 7.0 million gallons of this storage is located in ground level or underground storage reservoirs at the Riverside WTP, the Airlite WTP, and the Slade Avenue ri pumping station. The distribution system includes four elevated tanks with a total storage volume of 2.5 million gallons. tSystem storage facilities are summarized in Table V-3. r a. Low Service Level. Storage for the Low Service Level is provided by ground storage reservoirs at the Slade Avenue pumping station, and by the Congdon Avenue and Commonwealth Avenue elevated tanks. Ground storage at the Riverside WTP supplies both the Low Service Level and the High Service Level. A new 2.0 MG elevated tank located along Sheldon Drive, east of Shales Parkway,is currently under design and is expected to be constructed later in 1991. The 2.0 MG ground storage reservoir at the Slade Avenue pumping station was r reported to be in poor condition and was recommended to be replaced. It is assumed for this study that the 2.0 MG Slade Avenue reservoir will be replaced with a reservoir of equal size. City personnel report that the Commonwealth Avenue elevated tank is in very poor condition. It is assumed for this study that the Commonwealth elevated tank will be abandoned upon completion of the Shales Parkway elevated tank. W3JB112091 V - 6 C r Table V-3 Storage Facilities Sidewater Overflow Service Volume Depth Elevation r Name Level Type (MG) (ft) (USGS) Riverside WTP High & Low Ground 1.0 32.0 774.0 Slade Ave No. 1 Low Ground 1.0 20.8 733.5 Slade Ave No. 2 Low Ground 1.0 20.8 733.5 Slade Ave No. 3 Low Ground 2.0 19.25 733.8 Congdon Ave Low Elevated 0.5 30.0 909.0 fCommonwealth Low Elevated 0.5 30.0 909.0 Ave rAirlite WIT No. 1 High Underground 1.0 17.5 852.5 Airlite WTP No. 2 High Underground 1.0 17.5 852.5 Airlite High Elevated 0.5 30.0 976.0 Alft Lane West Elevated 1.0 40.0 1060.0 Total 9.5 Excluding ground storage at the Riverside WTP, the total storage volume for the Low Service Level is 5.0 million gallons. Upon completion of the Shales Parkway elevated tank and the subsequent abandonment of the Commonwealth Avenue elevated tank, the total storage volume for the Low Service Level will be 6.5 million gallons. t b. High Service Level. Storage for the High Service Level is provided by the r underground storage reservoir at the Airlite WTP, and the Airlite elevated tank. As stated above, ground storage at the Riverside WTP supplies both the Low Service Level and the High Service Level. Excluding the ground storage at the Riverside WTP, total storage volume for the High Service Level is 2.5 million gallons. c. West Booster District. Storage for the West Booster District is provided by the 1.0 MG Alft Lane elevated tank. r W3JB112091 V - 7 r r C. Distribution System Analyses 1. Method Hydraulic analysis is a method of predicting the gradient pattern over the distribution network under a given set of conditions. In general, the hydraulic gradient pattern depends upon the magnitude and location of system demands and the characteristics of the pipes in the distribution network. The head loss through each pipe is a function of flow rate and pipe diameter, length, and interior roughness. The available pressure, or head, at any point in the network is the difference between the hydraulic gradient and the ground elevation. As part of this study, Elgin's water distribution system was evaluated using " Black & Veatch's network analysis program (BVNET) which was developed specifically for analyzing municipal water distribution systems. Hydraulic analyses were conducted to identify present deficiencies in the distribution network, to evaluate the City's current capital improvements plan, and to establish an improvement program to reinforce and expand the system to meet projected water demands through the year 2010. Use of the computer model and the BVNET program allows assessment of the effects of various combinations of improvements on the operation of the distribution system. To analyze a distribution network, it is not practical or necessary to model every pipe in the water system. Consequently, Elgin's distribution network was "skeletonized" for computer modeling. The computer model includes all mains 10 inches and larger. A few 8 inch and 6 inch mains were included to complete loops. Mains which are essentially dead-end mains or have no significant impact on the overall performance of the distribution system, based on engineering judgment,were not included in the computer model,but were considered when determining locations for proposed main improvements and ties. To simplify the model, several mains in parallel or in series were represented as "equivalent" mains. a. Hazen-Williams "C" Values. The friction coefficient, an index of hydraulic capacity, is the "C' value in the Hazen-Williams empirical equation for pipe flow. The coefficient varies with pipe material and age, type of pipe lining, amount of tuberculation, and other factors. Higher "C" values represent greater flow carrying capacities. The "C' value for new cement lined ductile iron pipe is about 130, and for 20 year old pipe it is about 100. V13JB112091 V - 8 r r r The "C" values for the existing distribution system were evaluated in detail in the 1989 report on Water System Distribution Analysis by Donohue & Associates, Inc. r Fifteen "loss of head" tests were performed to establish the general condition of existing water mains. The results of these tests were used to determine the"C"values to based on pipe age and diameter. The previously used "C"values were reviewed for this report and were found to be appropriate. A summary of the "C"values used for the computer model of the existing distribution system is shown in Table V-4. Table V-4 "C" Values Used in Computer Model Number of Existing Mains with Selected "C" Value "C" Value 6" 8" 10" 12" 16" 24" 30" Total ' 85 2 1 -- 1 -- -- -- 4 90 4 31 -- 2 -- -- -- 37 95 -- 2 34 102 3 -- -- 141 r100 -- 34 6 -- -- -- -- 40 105 -- -- -- 1 21 -- -- 22 110 -- -- -- 32 1 10 2 45 115 -- -- — 3 11 -- -- 14 120 _ _ = 6 14 3 = 23 Total 6 68 40 147 50 13 2 326 All future mains were assigned a "C' value of 120. b. Computer Model Demand Allocations. Year 2010 demand allocations used in the previously developed computer model were reviewed to determine their r adequacy for this study. It was determined that high demands were allocated to the existing portion of the distribution system while not sufficiently accounting for growth r areas in the West Booster District and the future East Booster District. Therefore, new demands for year 1990 were developed and allocated to the computer model based on historical population distribution and metered sales records. Future demand increases to year 2010 were then allocated separately to growth areas to the west and east of the existing distribution system. r W3J6112091 V - 9 r r F The computer model BVNET allows allocation of water use to junctions by use classification. Each classification may then be individually multiplied to create various loading conditions from a single set of data. Additionally, geographical variations within each classification can be accounted for with "planning code factors". In the distribution system model developed for Elgin,planning codes were used to represent the planning districts shown on Figure I-1. To reflect the water use characteristics of each water use class, the average day demands are allocated to the distribution system computer model by use class, and different demand factors are applied to each class. The demand allocation is based on population distribution, location of large water users, and current zoning and planned land use. Maximum day and maximum hour demands are developed by applying separate demand ratios to each use class. c. Demand Conditions. Three basic distribution system demand conditions were investigated for this study. The first condition tests the system's capability during maximum hour demands, and determines its ability to maintain minimum residual pressures throughout the distribution system. The second demand condition tests the ability of the system to meet the maximum day use without depleting system storage. The third demand condition tests the system's capability to replenish storage during off-peak periods. Computer model demand ratios by water use class for maximum day and maximum hour were previously shown in Table I-17. A demand ratio of 1.0 is used for all water use classes for storage replenishment conditions. These ratios are based on Elgin's water use characteristics and experience with other water systems. 2. Evaluation of Storage Requirements Three existing elevated tanks provide a storage volume of 1.5 million gallons. Eight new elevated tanks with a combined volume of 12.5 million gallons were previously recommended. The existing Commonwealth Avenue elevated tank was recommended to be demolished, resulting in a total elevated storage volume of 13.5 million gallons. It was previously recommended that the 2.0 MG ground storage reservoir at Slade Avenue be replaced with a 3.0 MG reservoir, and that a new 1.0 MG ground storage reservoir be constructed near the Riverside WTP when the plant is expanded. These improvements would increase the ground storage volume for the Elgin system W3JB112091 V - 10 F I to 9.0 million gallons. With the previous recommendations, the total storage volume including elevated tanks, would be 22.5 million gallons. "' For typical midwestern communities such as Elgin, peaking storage should be sufficient to supply the maximum hour demand in excess of the maximum day demand for a four hour design duration. Black & Veatch recommends that the minimum storage volume should be at least twice the volume required for peaking, or operational storage. Storage volumes should be increased if the volume required for fire protection is greater than the volume required for peaking. These criteria should be applied to each service level as well as the entire distribution system. r However, storage volumes for an individual service level may be reduced if facilities exist which allow storage to be transferred from one service level to another under emergency conditions. Storage volumes for fire protection are based on criteria established by the Insurance Services Office (ISO). For insurance rating purposes, 3,500 gpm is the rmaximum fire flow required to be supplied by a municipal water system. Under current ISO criteria, the design duration of a 3,500 gpm fire flow is three hours. The r maximum required volume for fire flows, therefore, is 0.63 million gallons. Based on these criteria and the projected year 2010 demands, storage volume requirements are calculated as shown in Table V-5. It is expected that the East Booster District will serve primarily residential customers. It is likely that the maximum fire flow requirement will be less than 3,500 gpm for three hours. rHowever, for this study the higher flow is used to represent the worst case condition. Table V-5 Storage Volume Requirements (MG) Peaking Fire Flow Total Required Service Level Volume Volume Storage CLow Service Level 1.42 0.63 2.84 High Service Level 0.98 0.63 1.96 re West Booster District 1.12 0.63 2.24 East Booster District 0.25 0.63 0.88 Total System 3.77 0.63 7.54 I W3JB112091 V - 11 I I r Ideally, the storage volume requirements shown in Table V-5 should be met by elevated tanks. The required firm pumping capacity would then be equal to the maximum day demand. Storage facilities adjacent to high service pumping facilities would be considered as equalization storage for the treatment plant(s). If elevated storage is less than the value shown in Table V-5, the required firm high service pumping capacity should be greater than the maximum day demand. The large amount of ground (or underground) storage in the Elgin system lends itself to meeting a portion of the maximum hour demands in excess of maximum day. By utilizing some of the ground storage for peaking, capital costs for expensive elevated tanks may be deferred. An important factor in considering ground storage for peaking is that dual power feeds or auxiliary power supplies are available at the high service pumping facilities. The Riverside WTP has a dual power feed to its facilities and the design of a second power feed for the Airlite WTP is currently in progress. The new Slade Avenue pumping station is also designed with a dual power feed. The availability of a secondary power feed increases the reliability of high service pumping at each of these facilities. 3. Base Year Analyses An initial series of analyses was conducted for the purpose of calibrating the computer model. Essentially, the calibration process consists of simulating a known system condition as recorded in the City's operating records. Based on plant production and changing reservoir levels, the system demand at an instant of time is determined. The demand factors in the computer model are adjusted so that the allocated demands will match the actual demands. The analysis is then performed and the resulting flows, pressures, and tank levels are compared with the actual values recorded on the operating logs. If the values do not agree, the computer model is revised and the analysis repeated. When the computed values closely match the recorded values, the computer model is said to be calibrated. The calibration analyses were conducted using the computer model of the existing distribution system, input with the base year 1990, design average day demands. The design average day demands were then factored as described in Chapter I to produce the base year 1990 maximum hour demand of 32.1 mgd. A global factor was used to make the base year 1990 maximum hour demand represent the actual demand to which the model was calibrated. W3JB112091 V-12 r r The calibration analyses simulated the greatest recorded maximum hour demand of 31.6 mgd,which occurred on June 6, 1988. The initial calibration analyses closely represented the actual conditions for both the Low Service Level and the High Service Level, and verified the adequacy of the computer model. The calibration analysis also indicated several deficiencies in the existing distribution system in the Low Service Level. No deficiencies were noted in the High Service Level. Pressures less than 30 psi were calculated in southeastern portion of the Low Service Level. Low pressures are the result of relatively high water use by the Village of Bartlett, and inadequate distribution system gridding south of Bode Road. This portion of the distribution system is gridded predominately with 12 inch or smaller mains which do not have the capacity to convey the maximum hour demands. Low pressures were also calculated in the southwestern portion of the Low Service Level, along the boundary between the Low and High Service Levels. The service levels are split at roughly elevation 820. The static pressure in the Low Service Level provided by a full elevated tank at elevation 909 is only about 38 psi. High head losses, together with lower water levels in the Commonwealth Avenue elevated tank, result in pressures less than 30 psi south of the tank. Evaluation of the calibration analysis clearly indicated that the Congdon Avenue and Commonwealth Avenue elevated tanks do not operate effectively in the existing distribution system. The analysis showed that the water level in the Congdon Avenue elevated tank is usually higher than the water level in the Commonwealth Avenue elevated tank. This has been verified on circular water level charts as well as by observations made by City personnel. 4. Year 2010 Analyses A series of year 2010 analyses were conducted to review the City's current improvements plan and to determine the future facilities necessary to serve the West and East Booster Districts. a. Analysis of Current Improvements Plan. An initial analysis was conducted to evaluate the water distribution system improvements planned by the City as of the last quarter of 1990. The City's planned improvements at that time were nearly the same as the previously recommended improvement plan prepared by others,with the following notable exceptions: W3JB112091 V-13 r opt • At the suggestion of Black&Veatch, a previously recommended 1.5 MG elevated tank along State Highway 25 and a 1.0 MG elevated tank along Bartlett Road were deleted from the long-term improvements plan. Both of these elevated tanks are in the southeastern portion of the Low Service Level. • In conjunction with the deletion of the two elevated tanks, associated main improvements to support the tanks were also deleted from the improvements plan. Specifically, the previously recommended 16 inch improvement main along the east bank of the Fox River, from State Highway 19 in the central business district south to the elevated tank on State Highway 25, was removed. The previously recommended 12 inch main on State Highway 20 and Bartlett Road connecting the two tanks was also removed. • The City had added a 1.0 MG elevated tank to serve the future East Booster District. • The City had added 16 inch mains on Big Timber Road and McLean Blvd which had not been recommended previously. These mains are both in the High Service Level. The 16 inch main on Big Timber Road supplies the Lyle Avenue booster pumping station,which was constructed in 1990. The 16 inch main on McLean Blvd and Todd Farm Drive is anticipated to serve the future booster pumping station on Fox Lane that was not previously recommended. • A previously recommended 1.5 MG elevated tank north of the Northwest Tollway (Interstate Hwy 90) had been removed from the City's long term improvements plan. This elevated tank was located in the West Booster District. A previously recommended 16 inch main on Randall Road, fr • p y from Royal Blvd to Big Timber Drive, had been downsized by the City to 12 inches. P H3JB112091 V - 14 r • The City had added to its improvements plan a booster pumping station along US Highway 20, west of Randall Road. This station would supply the West Booster District. In association with the booster pumping station, the City had also added a 16 inch main from Brookside Drive to serve the proposed station. • Several mains in addition to those previously recommended are planned by developers in the High Service Level and West Booster District. The initial analyses reflected these deletions and additions to the previous recommendations. Figure V-1 shows the skeletonized network of the existing distribution system and the City's improvement plan as of December 1990. This analysis revealed several deficiencies in the City's current improvements plan. For the current improvements plan analysis it was assumed that the overflow elevations of three planned elevated tanks in the Low Service Level (Shales Parkway, Elgin Sports Complex, and Golf Road) were equal to the overflow elevation of the existing Congdon Avenue elevated tank. This analysis showed that the four elevated tanks would not operate together effectively. Under maximum day conditions, with the entire Low Service Level demand supplied from Riverside WTP, the hydraulic gradient would exceed the overflow elevation of all but the planned Shales Parkway elevated tank. Under maximum hour conditions, the water level in the Shales Parkway tank would drop significantly more than in the other elevated tanks. It would be necessary to limit contributions from the existing Congdon Avenue and the planned Elgin Sports Complex and Golf Road elevated tanks in order to maintain acceptable water levels in the Shales Parkway tank. The previously recommended main improvements for the Low Service Level greatly reduced head losses across the system, even at the higher year 2010 flows. However, the locations and sizes of recommended mains did not allow for effective utilization of the four elevated tanks. The current improvements plan analysis for the High Service Level assumed that water was supplied from both the Airlite WTP and the Riverside WTP. It was also assumed that three booster pumping stations supplied the West Booster District through the West Service Level. This analysis showed that the planned elevated tank along Randall Road would not operate effectively with the existing Airlite elevated tank if they were at the same level. Head losses between the two tanks would cause W3JB112091 V - 15 r r r the water level in the Randall Road tank to be about five feet lower than that in the Airlite tank. k b. Revised Improvements Plan Analyses. A series of analyses were performed to develop a revised plan of improvements to meet the water requirements projected for year 2010. Results of the analyses are described in the following sections. Figure V-2 shows the skeletonized network for the Low and High Service Levels which corresponds to the final recommended improvement plan presented in this report. Figure V-3 shows the skeletonized network corresponding to the recommended improvement plan for the West and East Booster Districts. The final hydraulic analyses for the High and Low Service Levels and the West Booster District have been furnished to the City in a separate supplement to this report. Hydraulic analyses were not conducted for the East Booster District because of its relatively small size and simplicity. L (1) Low Service Level. As discussed in the preceding section, under the current improvements plan the existing and proposed elevated tanks in the Low Service Level cannot be operated effectively together. The Shales Parkway elevated tank is currently under design and will have a significant impact on hydraulic conditions in the Low Service Level. In order to maintain acceptable water levels in that tank, the hydraulic gradient would consistently exceed the overflow elevation of the existing Congdon Avenue tank. For the year 2010 analyses,it was assumed that the Congdon Avenue tank would provide suction storage for the adjacent booster pumping station proposed for the East Booster District. It was further assumed that the Commonwealth Avenue elevated tank would no longer be in service. Therefore, the overflow elevation of the proposed Shales Parkway elevated tank can be established without regard to its impact on the existing elevated tanks in the Low Service Level. Likewise, the overflow elevation of any additional elevated tanks in the Low Service Level would be dependent of the hydraulic conditions established by the Shales Parkway tank. For the year 2010 analyses, it was assumed that the planned 2.0 MG elevated tank along Golf Road would not be constructed. Storage volume calculations in Table V-5 show that the total planned elevated storage volume of 6.0 million gallons in the Low Service Level significantly exceeds the total required volume of 2.8 million r N3J6112091 V - 16 L r gallons. Also, an elevated tank at this location would be very difficult to operate effectively in conjunction with the Shales Parkway elevated tank. Several analyses were conducted to evaluate the performance of a second elevated tank in the Low Service Level. The current improvements plan includes a 2.0 MG reservoir in the southwestern portion of the Low Service Level near the Sports Complex. These analyses showed that if the currently planned 20 inch main along the west bank of the Fox River is removed, water levels in the planned tank will be close to those in the planned Shales Parkway elevated tank under maximum day conditions. However, the Elgin Sports Complex tank will not be able to contribute effectively under maximum hour conditions because of restrictions imposed by the distribution system grid and limited demand in the vicinity. Even if the volume is reduced to 1.0 MG, it would be difficult for the tank to contribute its design maximum hour rate. Water levels in the tank would'not fluctuate adequately unless a smaller tank were constructed; demands south of the tank increased significantly; or additional distribution main improvements, such as a river crossing east of the tank, were constructed. Several analyses were conducted which evaluated system performance in the Low Service Level utilizing only the planned Shales Parkway elevated tank. The design contribution rate of 6.0 mgd from the tank is less than the difference between maximum hour and maximum day demands in the Low Service Level. Analyses show that a larger tank at this location would be ineffective. Therefore, high service pumping to the Low Service Level would have to exceed the maximum day rate. Pumping to the Low Service Level must, at a minimum, meet maximum day demands in the Low Service Level and the future East Booster District. The minimum required firm pumping capacity for the Low Service level for year 2010 is 17.5 mgd. With only 2.0 million gallons of elevated storage in the Low Service Level at year 2010, firm pumping capacity must be at least 20 mgd to met maximum hour demands. The design contribution rate of a 2.0 MG elevated tank is about 6 mgd. The difference between the maximum hour and maximum day demand in the Low Service Level is about 8.5 mgd. Firm high service pumping capacity to the Low Service Level must therefore exceed the maximum day demand by about 2.5 mgd. The design discharge gradient for the Low Service level pumps at the Riverside WTP is elevation 960. Year 2010 hydraulic analyses show that if the elevation of the Shales Parkway elevated tank is set at about elevation 925, the discharge gradient at the Riverside WTP will be around elevation 960 under maximum day conditions. W3JB112091 V _ 17 • r Currently, the pumps typically discharge to about elevation 910 to 920, pumping at less than their rated head. However, even at these lower heads the pumps are operating at higher than 80 percent efficiency. Increasing the discharge gradient will improve pump efficiency only slightly. However, the higher static gradient provided by a higher elevated tank will provide a better level of service to customers in the Low Service Level. Hydraulic analyses showed that several of the previously recommended main improvements are not required to provide adequate service to the Low Service Level under year 2010 maximum day and maximum hour conditions. An analysis was conducted which determined the minimum level of improvements required to meet year 2010 demands. This analysis assumed that the proposed improvement main on Shales Parkway would be sized 20 inches, and that the Shales Parkway elevated tank was the only tank serving the Low Service Level. The only other improvements modeled in this analysis were the installation of a 16 inch main on Linden Avenue from Liberty Street to the intersection of Park and Willard Avenues, replacement of the existing 10 inch main through Judson College with a 12 inch main, and a 12 inch main along U.S. Hwy 20 Bypass north of the Elgin Mental Health Center to provide adequate looping in the area. The analysis showed that these improvements would be sufficient to meet maximum day and maximum hour demands to the Low Service Level. However, the lack of significant transmission capacity along the western side of the Low Service level results in relatively high head losses, making the southwestern portion susceptible to low fire flows and sensitive to unforseen demand increases. Another analysis included the same improvements, but added the currently planned 20 inch main through Judson College property and south along the west side of the Fox River along State Street to Highland Avenue. This analysis showed that the 20 inch main would greatly improve transmission capacity to the southwestern portion of the Low Service Level. It would also provide capacity for the possible transfer of water to ground storage at the Airlite WTP. These analyses showed that the previously recommended 16 inch and 12 inch mains on Liberty Avenue, Jay Street, and Harrison Street are not needed to meet year 2010 demands. However,distribution grid improvements in the southern portion of the Low Service level may be justifiable based on increased fire flow capabilities. Evaluation of specific fire flows is beyond the scope of this study. W3JB112091 V-18 r Hydraulic analyses evaluated a transfer line which would allow water pumped into the Low Service Level to be transferred to ground storage at the Airlite WTP. These analyses show that with the 20-inch main along the west side of the Fox River in place, at least 5 mgd could be transferred to the Airlite WTP with no adverse affects on the Low Service Level. These analyses assumed that the transfer line would originate near the intersection of Lawrence and Hamilton Avenues (Junction No. 82) in the Low Service Level. In order to transfer water to the Airlite WTP under maximum day conditions, the Low Service Level pumping capacity would need to exceed that required for maximum day. As discussed earlier, existing and currently planned pumping capacity is adequate to meet maximum day demands in the Low Service Level plus help meet a portion of the maximum hour demand. This excess pumping capacity is also available for transferring water to the Airlite WTP. Upon completion of the new Slade Avenue pumping station, the firm rated Low Service Level pumping capacity of 26.5 mgd will exceed the capacity required to meet maximum hour demands by about 4.5 mgd. Although hydraulic analyses for the Low Service Level evaluated a maximum day transfer of 5 mgd, hydraulic analyses for the High Service Level show that a transfer of about 1 mgd will be sufficient for maximum day. (2) East Booster District. For reliability, two booster pumping stations were previously recommended to serve the East Booster District. However, this level of reliability may not be justified. Ground elevations in the future East Booster District range from about elevation 790 to 860. The maximum ground elevation of 860 is much lower than the overflow elevation of the Shales Parkway elevated tank. In case of a failure at a single booster pumping station, the East Boosters District could be served by gravity from the Low Service Level. The static pressure provided by the Shales Parkway elevated tank with overflow elevation 925 to customers at elevation 860 is about 28 psi. With the tank half depleted, the static pressure would be about 21 psi. However, the East Booster District is located north of the Shales Parkway elevated tank, closer to high service pumping at the Riverside WTP and the Slade Avenue pumping station. Therefore, the hydraulic gradient would be higher at the possible points of supply to the East Booster District than at the Shales Parkway tank, providing a slightly greater level of protection. Check valves could be installed between the East Booster District W3JB112091 V - 19 p I and the Low Service Level to supply the East Booster District in an emergency. As discussed previously, the Congdon Avenue elevated tank could be used strictly as a suction reservoir for the future booster pumping station serving the East Booster District. If the Shales Parkway elevated tank is constructed with an overflow elevation of 925, the hydraulic gradient in the Low Service Level will consistently be higher than the overflow elevation of 909 at the Congdon Avenue tank. By utilizing the Congdon Avenue tank to supply the East Booster District, the storage volume for the East Booster District can be minimized. As shown in Table V-5, the total required storage for the East Booster District is about 0.9 million gallons. A new 0.5 MG elevated tank would be sufficient to meet maximum hour demands in excess of the maximum day rate. High ground near the intersection of Beverly Road and Shoe Factory Road is a suitable location for a future elevated tank. A new elevated tank with an overflow elevation of 975 will provide a static pressure of about 50 psi to customers on high ground elevation 860. The static pressure to customers at elevation 790 would be about 74 psi. (3) High Service Level. The future configuration of the High Service Level distribution system is highly dependent on the locations and amounts of booster pumping to the West Booster District. The City's current improvements plan includes two booster pumping stations supplying the West Booster District through the High Service Level, in addition to the recently constructed Lyle Avenue booster pumping station. One of the two planned booster pumping stations is located along U.S. Hwy 20 about one mile west of the Airlite WTP. Evaluation of discharge piping at the Airlite WTP reveals that one of the two bays of high service pumps at the plant could readily be converted to supply the West Booster District. The station currently pumps only to the High Service Level. If the high service pumps at the Airlite WTP are converted to supply the West Booster District, the pumping station along U.S. Hwy 20 would not be required. An advantage to pumping from the Airlite WTP is reliability: an auxiliary r• power supply is currently being designed for the WTP. Auxiliary power may not be available at a future booster pumping station. Hydraulic analyses for the High PP Service Level assumed that a portion of the Airlite WTP production would be pumped to the West Booster District. 113JB112091 V - 20 L The second booster pumping station in the current improvements plan is located along the boundary between the High Service Level and the West Booster District on Fox Lane. This station was previously recommended. In response to a booster pumping station at this location, the City has included in its current improvements plan a 16 inch main on McLean Blvd and Todd Farm Drive. This main was not previously recommended. A network of 12 inch mains currently supplies the area where the proposed station is to be located. Initial hydraulic analyses did not include service to the "Huntley" development in the West Booster District. These analyses showed that the West Booster District could be supplied using only the existing Lyle Avenue booster pumping station and the converted dual-level pumping station at the Airlite WTP. Without the Fox Lane booster pumping station, the 16 inch main on McLean Blvd is not required. Additional analyses included the 5 mgd demand to the Huntley development. Evaluation of available and potential supply from the Lyle Avenue booster pumping station and the Airlite WTP, and the location of future demands in the West Booster District, indicate that the Fox Lane booster pumping station should be constructed in order to meet this increased demand. Hydraulic analyses show that if the capacity of the existing Lyle Avenue booster pumping station is increased to about 6 mgd, the PIP capacity of the Fox Lane booster pumping station need be only about 3 mgd. The existing 12 inch mains that would supply the planned station are adequate to support the 3 mgd rate. However, construction of the 16 inch main on McLean Blvd will provide excess carrying capacity which could be reflected in the size of installed pumping units at the Fox Lane station. Increased booster pumping at this location will increase reliability of service to the West Booster District. Final hydraulic analyses for the High Service Level assumed that the West Booster District would be supplied from three locations: the Airlite WTP, and the Lyle Avenue and Fox Lane booster pumping stations. These analyses showed that additional transmission capacity would be required to convey water from the Riverside WTP, and to adequately support the Lyle Avenue booster pumping station. Also, improvement mains will be required to serve future development in the southern portion of the High Service Level. As previously mentioned, the elevated tank planned for the southern portion of the High Service Level along Randall Road will not operate effectively with the existing Airlite elevated tank. Hydraulic analyses show the overflow elevation of the planned tank should be about five feet lower than that of the Airlite tank. M3JB112091 V - 21 LIP p r The Airlite elevated tank is located adjacent to the Airlite WTP. The high service pumps at the plant are automatically activated based on the water level in the Airlite elevated tank. The High Service Level pumps at the Riverside WTP are manually activated also based on the water level in the Airlite tank. Evaluation of discharge piping at the Airlite WTP indicates that the Airlite elevated tank could be readily isolated from the plant. High Service Level pumps at the Airlite WTP could then be controlled by the water level in the planned Randall Road elevated tank. Operation of the High Service Level pumps at the Riverside WTP would continue to be based on the water level in the Airlite elevated tank. Hydraulic analyses show that this method of operation will meet the needs of the High Service Level. The currently planned Randall Road elevated tank volume is currently 2.0 MG. Hydraulic analyses indicate that a 2.0 MG elevated tank is too large for the area which would be served by the tank. Reducing the volume of the tank to 1.0 MG will allow it to operate more effectively. With the volume of the Randall Road elevated tank at 1.0 MG, the total elevated storage volume for the High Service Level would be about 1.5 million gallons. This is less than required total volume of about 2.0 million gallons shown in Table V-5. To utilize available ground storage volumes, firm high service pumping capacity at either the Riverside WTP or the Airlite WTP, or both, would need to be greater than the amount required to meet maximum day demands. As discussed previously, the pumping station at the Airlite WTP can readily be converted to a dual-level facility supplying both the High Service Level and the West Booster District. The amounts of water supplied to the individual pressure zones from the Airlite WTP should be based on the location of future demands and • effective utilization of planned storage facilities. Hydraulic analyses for the High Service Level show that a supply of about 3 mgd from the Airlite WTP will meet projected year 2010 maximum day demands south of Larkin Avenue. At this rate the pumps will operate effectively with the planned Randall Road elevated tank as well as with supply and booster pumping facilities in the northern portion of the High Service Level. Hydraulic analyses show that additional pumping capacity to supply maximum • hour demands in the High Service Level should be provided at the Riverside WTP. Constant maximum day pumping from the Airlite WTP in conjunction with the planned Randall Road elevated tank will adequately serve the southern portion of Po L W3J6112091 V - 22 L the High Service Level. Transmission main improvements which are required for the Riverside WTP to meet maximum day demands can also be utilized to convey additional supply to meet maximum hour demands. The Airlite WTP should provide about 8.0 mgd of the year 2010 combined maximum day demand of 22.5 mgd for the High Service Level and the West Booster District. The remaining maximum day demand of 14.5 mgd must then be provided from the Riverside WTP. Additional pumping capacity should be provided at the Riverside WTP to meet maximum hour demands which exceed the design flow rate of the elevated tanks in the High Service Level. The difference between the maximum hour and maximum day demand in the High Service Level is about 5.9 mgd. The design contribution rate of 1.5 million gallons of elevated storage is 4.5 mgd. Therefore, pumping capacity to the High Service Level from the Riverside WTP should exceed the maximum day requirement by 1.4 mgd. The total required pumping capacity at the Riverside WTP to the High Service Level,therefore,is about 15.9 mgd for year 2010. A 12 inch main on Weston Avenue between Larkin Avenue and Lillian Street was previously recommended in the Donohue report and is included in the City's current improvements plan. Hydraulic analyses for the High Service Level show that this main is not required to meet projected year 2010 demands. Reportedly, a significant reason for constructing this main is to provide reliable distribution capacity to the High Service Level south of US Hwy 20. The only significant main currently serving this area is a 16 inch main on Belmont Street south of the Airlite WTP. (4) West Booster District. Substantial growth is projected for the Study Area west of the existing High Service Level. The projected year 2010 maximum day demand for this area, not including the 5 mgd "Huntley" demand, is about 10 mgd. The base year 1990 maximum day demand for the West Booster District is estimated to be only about 0.7 mgd. Because of the head losses in the water mains west of Coombs Road and the higher ground elevations, it will be difficult to serve the western most portion of the Study Area west of Pinegree Grove and Plato Center unless an additional booster zone is created. City planning personnel report that soil conditions and other environmental factors may limit development in this area to scattered pockets. Also, unless substantial development occurs in the far western portion of the Study Area, it may not be wise to make large capital investments to serve the area. For these W3J8112091 V - 23 OOP r reasons, the skeletonized network for the West Booster District extends only as far west as Pingree Grove and Plato Center. Scattered development west of Pingree Grove and Plato center could be served by prefabricated booster pumping stations. The location of the recently constructed Lyle Avenue booster pumping station and the Alft Lane elevated tank are major factors in developing a distribution system for the West Booster District. Other significant factors include the Irongate development in the southern part of the district, and the availability of supply from the Airlite WTP. Ideally, elevated tanks and supply facilities should be located to serve the largest possible area. The hydraulic analyses for the West Booster District show that the recently constructed Alft Lane elevated tank is too close to the eastern edge of the district to adequately serve the western portion of the district. However, if transmission mains from the Lyle Avenue booster pumping station and the planned Fox Lane booster pumping station are not directly tied into the tank until they have extended into the booster district, the elevated tank will operate as if it were located farther out in the system than it actually is. Hydraulic analyses verify that this arrangement will provide adequate service to a large portion of the service area west of the High Service Level. Also, the Alft Lane elevated tank will operate more effectively with any future elevated tank(s) which should not be located as close to the boundary between the High Service Level and the West Booster District. As discussed previously, additional storage capacity will be required for the West Booster District. Hydraulic analyses show that a 1.0 MG elevated tank located near the intersection of Coombs Road and US Hwy 20, in the southern part of the West Booster District, can operate effectively with the existing Alft Lane elevated tank to meet year 2010 maximum day demands. Hydraulic analyses show that year 2010 demands, excluding the "Huntley" demand, can be adequately supplied by the Lyle Avenue booster pumping station and the Airlite WTP.. If the 5 mgd demand from the Huntley development is realized, the planned booster pumping station on Fox Lane could provide the needed increase in pumping capacity. Firm pumping capacity to the West Booster District must, at a minimum, meet maximum day demands of 14.9 mgd. Additional pumping capacity should be • provided at the Airlite WTP to meet maximum hour demands which exceed the design flow rate of the two 1.0 MG elevated tanks. The difference between maximum hour and maximum day demand in the West Booster District is 6.7 mgd. M3J6112091 v - 24 PP I The design contribution rate of 2.0 million gallons of elevated storage is 6.0 mgd. Therefore, pumping capacity to the West Booster District from the Airlite WTP should exceed that required for maximum day by at least 0.7 mgd. (5) Impact of Increased Demands to Bartlett. Metered sales to the Village of Bartlett have increased dramatically in recent years. If the current growth rate continues, Bartlett will exceed the maximum contractual withdrawal rate available from the City of Elgin by about year 2000. Recommended improvements presented in this report are based on the current maximum contractual withdrawal rate of 3 mgd. Hydraulic analyses show that if maximum day flows greater than 3 mgd are delivered to Bartlett, the hydraulic discharge gradient at the Riverside WTP and the Slade Avenue pumping station may increase to unacceptable levels. The analyses show that the previously planned 16 inch main on Cooper Street and Hill Avenue will reduce head losses across the system and lower the hydraulic gradient at Riverside and Slade Avenue. D. Recommended Improvements Recommended improvements presented in this section are based on the water requirements presented in Chapter I. Recommended distribution system improvements are shown on Figure V-4. PP The improvements recommended in this chapter are based on the Riverside WTP being expanded to 32 mgd. The combined treatment capacity of an expanded Riverside WTP and the existing Airlite WTP is equal to the projected year 2010 maximum day demand of 40 mgd. A detailed description of the recommended improvements is presented below. 1. Transfer Line From Low Service Level to Airlite WTP P. A transfer line should be considered for construction which will allow water treated at the Riverside WTP, and pumped into the Low Service Level, to be delivered to underground storage tanks located at the Airlite WTP. This transfer line will increase system reliability and allow for reduced treatment flows at the Airlite WTP. Pumping to the distribution from the Airlite WTP pumping station will not need to be reduced because of reduced treatment flows at the plant. M3JB112091 V - 25 OM r A motor operated flow control valve should be installed on the transfer line at the Airlite WTP before it enters the reservoirs. The valve should be automatically operated based on the water level in the underground storage reservoirs. A manual override will allow transfer flows to be reduced when treating sufficient quantities at the Airlite WTP. 2. Low Service Level a. High Service Pumping. Firm pumping capacity provided by a combination of the Low Service Level pumps at the Riverside WTP and the Slade Avenue pumping station should, at a minimum, be able to meet maximum day demands for the Low Service Level and the East Booster District. Additional firm pumping capacity is required utilize ground storage volumes to meet maximum hour demands in excess of maximum day which cannot be supplied from elevated storage. The combined year 2010 maximum day demand for the Low Service Level and the East Booster District is about 17.5 mgd. The required firm pumping capacity is about 20 mgd. Upon completion of the new Slade Avenue pumping station, the total installed pumping capacity to the Low Service Level will be 32.5 mgd. The firm capacity with the largest unit out of service will be 26.5 mgd, which is adequate to meet year 2010 demands. b. Storage. The total storage requirement for the Low Service Level for year 2010 is about 2.84 million gallons. The Shales Parkway elevated tank which is currently under design should have a volume of 2.0 MG and an overflow elevation of 925 feet. Upon completion of Shales Parkway elevated tank, the existing Commonwealth Avenue elevated tank can be abandoned. Significant ground storage volumes located at the site of the Slade Avenue pumping station can be used in conjunction with the Shales Parkway elevated tank to meet year 2010 storage requirements in the Low Service Level. The hydraulic gradient in the Low Service Level will consistently exceed the overflow elevation of the existing Congdon Avenue elevated tank once the Shales Parkway elevated tank is constructed. The Congdon Avenue elevated tank will be unable to provide peaking storage in the Low Service Level. However,it can be used as a suction storage reservoir for a future pumping station supplying the planned East Booster District. This item is discussed in greater detail later. W3JB112091 V-26 r Elevated storage in addition to the Shales Parkway elevated tank is not recommended for the Low Service Level at this time. However, if demands increase significantly more than projected in the southwestern portion of the Low Service Level, or if wholesale customers such as the City of South Elgin are added to the system, a second elevated tank in the vicinity of the currently planned Elgin Sports Complex elevated tank should be considered. The volume of this second tank would depend on the magnitude of the demand increase. However, based on current demands in this area and the limited area available for expansion, 1.0 MG should be sufficient. The overflow elevation of this elevated tank should be 925 feet, the same as that of the Shales Parkway elevated tank. Ground storage at the Slade Avenue pumping station and Riverside WTP should be used to help meet maximum hour demands. The current ground storage volume at the Slade Avenue site is 4 million gallons and consists of one 2.0 MG and two 1.0 MG reservoirs. A previous report recommended that the existing 2.0 MG ground storage reservoir at Slade Avenue be replaced with a 3.0 MG reservoir. This would increase the total storage volume at Slade Avenue to 5 million gallons. However, according to the calculations shown in Table V-5, replacement of the 1 ground storage reservoir with one of equal volume will be adequate. The current 1.0 MG storage volume at the Riverside WTP is inadequate to handle the daily fluctuations in plant operation. Discussions regarding additional ground storage at the Riverside WTP are presented in Chapter IV - Water Treatment Plant. c. Pressure Reducing System Separation Valves. There are eight pressure reducing valves separating the High Service Level from the Low Service Level. Reportedly, these valves become inoperable after extended periods of inactivity. The valves do not operate under typical distribution system conditions, and must periodically be exercised manually to keep them operable. When functional, the pressure reducing valves serve to increase the reliability of service to a limited portion of the Low Service Level adjacent to the boundary between the High and Low Service Levels. The existing distribution system is reasonably reliable due to the ability to pump treated water directly into both the High and Low Service Levels. The recommended 20 inch main improvement along State Street will greatly increase the ability of the Low Service Level distribution system to deliver fire flows along the boundary between the High and Low Service Levels. Increased system gradients in the Low W3JB112091 V-27 r r Service Level provided by the Shales Parkway elevated tank will also improve fire flows along the service level boundary. For these reasons, and because of the high cost of maintenance, it is recommended that the pressure reducing valves be retired. No additional pressure reducing valves should be installed. d. Distribution Mains. Several of the previously planned main improvements in the Low Service Level will not be required to meet year 2010 demands. However, some of the planned mains will improve fire flows and may be justified for that reason. Specifically,the mains on Liberty Street,Harrison Street,and Hastings Street fall into this category. A 12-inch main on U.S. Highway 20, Prairie Street to Willard Avenue, is recommended as an alternative to these mains. This main should be constructed as budgets allow, after satisfying other capital improvement needs in the Low Service Level. The sizes of several of the previously planned improvement mains should be reconsidered. The diameter of the 16 inch main on Summit Street from Hunter's Drive to Shales Parkway should be increased to a 24 inches. The 16 inch main on Shales Parkway from Summit Street to US Hwy 20 should be increased to 20 inches. The diameter of the 20 inch main on State Street, from south of Lawrence Avenue to Highland Avenue, should be decreased to 16 inches. The 16 inch main on Linden Avenue should be increased to a 20 inch main. The main on Shales Parkway was to end at US Hwy 20. It is recommended that it be extended as a 16 inch main under the highway to the existing 12 inch main on Bluff City Blvd. This tie will increase transmission capacity to the city of Bartlett and improve fire flow capabilities to the industrial development along Bartlett Road. A 16-inch main should be constructed along U.S. Highway 20 from Shales Parkway to the Bartlett booster pumping station. This main is required as part of the existing contract for the sale of water to Bartlett, and will provide a redundant supply main to the station. In conjunction with construction of the new 20 inch main on Shales Parkway, the existing 12 inch main between State Hwy 19 and US Hwy 20 can be removed from service. According to City personnel, most of this 12 inch main would have to be moved or lowered to accommodate planned improvements to Shales Parkway. Once the 20 inch main is in place, this main will no longer be required. Recommended main improvements for the Low Service Level will significantly increase the ability of the Low Service Level distribution system to meet Insurance Services Office (ISO) fire flow criteria. The recommended main improvement in W3JB112091 V-28 r r Shales Parkway together with the higher overflow elevation of the future tank will significantly increase fire flows in the southeastern portion of the Low Service Level along Gifford Road. These improvements should allow the Bluff City booster pumping station to be retired. Hydrant tests should be conducted to verify that sufficient flows can be delivered when the station is out of service. 3. East Booster District A booster district should be established to serve high ground in the northeastern corner of the Study Area. The East Booster District will be supplied by booster pumping from the Low Service Level. a. Booster Pumping. A single booster pumping station is recommended to serve the East Booster District. For reliability, two stations were planned previously. However, the district can be served directly through the Low Service Level in the case of total failure at the booster pumping station. Hydraulic gradients under this emergency condition would be adequate to maintain minimum system pressures of about 21 psi. Firm pumping capacity to the East Booster District must be at least equal to the year 2010 maximum day demand of 2.0 mgd. The booster pumping station should be located along Congdon Avenue and should take suction from the existing Congdon Avenue elevated tank. It is recommended that the station be equipped with three pumping units. Two of the units should have a rated pumping capacity of about 1 mgd (700 gpm), and the third should be rated 2 mgd (2100 gpm). The total capacity of the station will be about 4 mgd, and the firm capacity with the largest unit out of service will be about 2 mgd. All three units should have a rated head of about 70 feet. The Dundee Avenue booster pumping station should be retired once sufficient facilities are available to supply the area north of Interstate Hwy 90. A check valve should be installed at this location when the pumping station is retired. b. Storage. Elevated storage for the East Booster District should be provided by two elevated tanks. As discussed previously, upon completion of the Shales Parkway ► elevated tank, the existing 0.5 MG Congdon Avenue elevated tank will be ineffective in supplying water to the Low Service Level. However, this tank can remain useful as a suction reservoir for the recommended booster pumping station serving the East W3JB112091 V-29 r r Booster District. A second elevated tank should be constructed on high ground near the intersection of Beverly Road and Shoe Factory Road. This tank is hereafter referred to as the Beverly Road elevated tank. The Beverly Road elevated tank should have a volume of 0.5 MG and an overflow elevation of 975 feet. The combined volume of the Congdon Avenue and Beverly Road elevated tanks of 1.0 million gallons is greater than the year 2010 storage requirement of 0.9 million gallons. These two tanks will meet storage requirements for ultimate conditions in the East Booster District. The inlet piping of the Congdon Avenue elevated tank should be equipped to with a flow control valve which should operate based on the water level in the tank. When the tank is full, the valve should be closed to prevent water from entering the E4 tank. When the water level in the tank drops to a predetermined level, typically about half depleted, the valve should open. The valve should limit the flow rate into the tank to avoid imposing unusually high demands on the Low Service Level. The flow rate should normally be limited to about 2 mgd (1400 gpm). If the water level in the tank continues to drop below the predetermined level, the valve should open further, increasing the rate of flow into the tank. c. Distribution Mains. A distribution grid of 12 inch mains should be constructed for the East Booster District. A 16 inch main is recommended between the Congdon Avenue booster pumping station and the Beverly Road elevated tank. The existing 10 inch and 8 inch mains on Brandt Drive north of the Tollway should be tied into the East Booster District. Check valves should be installed on all 12 inch mains connecting the East Booster District and the Low Service Level. Three tentative locations for check valves are (1) on Bode Street east of Brittany Trail, (2) on Summit Street (Golf Road) east of Shales Parkway, and (3) at the location of the existing Dundee Avenue pumping station. 4. High Service Level a. Firm.High Service Pumping. pumping 9 p g p p g capaclty to the High Service Level must be sufficient to meet maximum day demands in the High Service Level, and to provide for maximum day booster pumping to the West Booster District. Additional firm pumping capacity is required to utilize ground storage volume to help meet W3JB112091 V_30 r r maximum hour demands in the High Service Level. The required firm pumping capacity to meet maximum day demands is about 17.5 mgd. The total required firm pumping capacity to the High Service Level is about 18.9 mgd. The Airlite WTP pumping station should be converted to a dual-level facility serving the High Service Level and the West Booster District. The pumping station currently serves only the High Service Level. The station can readily be converted with only minor modifications to its discharge piping. A new discharge line from the Airlite WTP to the West Booster District is currently under design. Once the Airlite WTP pumping station is converted, only three of the existing seven pumps will continue to pump to the High Service Level. The total capacity of these three pumps is 7 mgd. The total rated capacity of the existing pumps supplying the High Service Level from the Riverside WTP is 8 mgd. The total combined capacity of pumps supplying the High Service Level will be 15 mgd once the Airlite WTP is converted. The firm capacity with the largest unit out of service will be 11 mgd. High Service Level pumping capacity at the Airlite WTP should be based on meeting demands in the High Service Level south of about Highland Avenue. The three existing pumps which will continue to pump to the High Service Level once the Airlite WTP is converted will be adequate to meet this demand. They should provide about 3.0 mgd of the maximum day requirement. The remaining capacity for pumping to the High Service Level should be provided at the Riverside WTP. The total pumping capacity from the Riverside WTP to the High Service Level should be about 16 mgd to meet year 2010 demands in conjection with the Airlite WTP. There is space available for a total of four High Service Level pumping units. The recommended capacity should be provided by four pumping units rated 4 mgd each. The capacity of the pump installated in 1991 is 4 mgd. A second 4 mgd unit should be installed in the currently vacant space when demands warrant. Thereafter, the two existing 2 mgd pumps should be replaced with 4 mgd units as demands continue to increase. The total combined pumping capacity to the High Service Level from the Airlite WTP and the Riverside WTP, based on the above recommended improvements, will be about 23 mgd. The combined firm capacity with the largest unit out of service 19 mgd is adequate to meet year 2010 demands. Upon completion of the Randall Road elevated tank(discussed below), control of High Service Level pumps at the Airlite WTP should be modified. Currently, the W3JB112091 V-31 r Airlite pumps are controlled based on the Airlite elevated tank water level. Controls should be installed to allow the pumps at the Airlite WTP to be operated automatically based on the water level in the future Randall Road elevated tank. In conjuction with these improvements, controls should be installed to allow for automatic operation of the Riverside WTP High Service Level pumps; replacing the current method of manual activation. Control would still be based on the water level in the Airlite elevated tank. In conjunction with discharge main improvements at the Airlite WTP which are currently under design, a remotely operated gate valve should be installed in the 16 inch distribution main on Airlite Street between the Airlite elevated tank and the 16 inch discharge line from the pumping station. Upon completion of the Randall Road elevated tank, this valve should be activated. The valve should open on pump start, and close when the pumps are not operating. With the valve closed, the water level in the Airlite elevated tank will be relatively unaffected by pumping rates at the Airlite WTP. This will allow efficient, automatic control of the Riverside WTP High Service Level pumps based on the water level in the Airlite WTP. b. t.Storage. The total g storage requirement for the High Service Level for year r 2010 is about 1.96 million gallons. The existing Airlite elevated tank provides 0.5 million gallons of stoarge. The currently planned elevated tank in the southern portion of the High Service Level, hereafter referred to as the Randall Road elevated tank,should have a volume of 1.0 MG and an overflow elevation of about 971 feet. These two elevated tanks will provide a combined storage volume of 1.5 M.G. Ground storage volumes at the Riverside WTP exceed the amount needed for plant operation. A portion of this volume can be credited to the High Service Level to satisfy storage requirements. Also, ground storage volumes at the Slade Avenue pumping station can be utilized to help meet maximum hour demands in the High Service Level because of the recommended transfer main discussed previously. In conjunction with the two elevated tanks, these ground storage facilities will provide reliable and adequate storage for the High Service Level. The Randall Road elevated tank should be constructed after the conversion of the Airlite WTP pumping station to a dual-level facility. c. Distribution Mains. Several of the previously planned main improvements in the High Service Level are not required to meet year 2010 demands. The previously W3JB112091 V-32 r planned 12 inch mains on Wing Street and Erie Street are not recommended for construction. These mains were previously planned to provide increased distribution capacity to new pressure reducing valves separating the High and Low Service Levels. As discussed above, the pressure reducing valves are not recommended. Therefore, the 12 inch mains are not required. A previously planned 12 inch main on Weston Avenue between Larkin Avenue and US Hwy 20 which is currently under design is also not recommended. The main purpose of this main was to provide increased distribution system reliability to the High Service Level south of US Hwy 20. Revised distribution system improvements south of the Airlite WTP will provide the desired reliability to this area. Several previously planned main improvements are recommended to be revised. The previously planned 16 inch main on Big Timber Road from McLean Blvd to Lyle Avenue was to provide needed capacity to the Lyle Avenue booster pumping station. According to City personnel, planned development north of Big Timber Road will allow the planned main improvement on Todd Farm Drive to be extended to the Lyle Avenue booster pumping station. Extension of the Todd Farm Drive main should be substituted for the planned main on Big Timber Road. The relocated main is recommended to be 24 inches in diameter. Planned 24 inch main improvements on Todd Farm Drive and McLean Blvd are currently under design. The main on Todd Farm Drive should be increased to 24 inches. The 16 inch main on McLean Blvd which is currently under design should be increased to 24 inches. Previously planned distribution system improvements in the vicinity of the Airlite WTP are recommended to be revised as shown on Figure V-4. A pressure reducing valve in the recommended 16 inch main on Edgewood Street south of the Airlite WTP should be installed to provide needed distribution system redundancy to the area in the High Service Level south of US Hwy 20. Transmission capacity from the Riverside WTP is inadequate to convey year 2010 flows to the High Service Level. A 24 inch main should be constructed from the Riverside WTP to the intersection of McLean Blvd and Davis Road to increase transmission capacity. The 24 inch main should parallel the existing 12 inch main on Davis Blvd. Previously planned mains to serve development south of US Hwy 20 in the High Service Level should be constructed as shown on Figure V-4. W3JB112091 V-33 r r r 5. West Booster District The portion of the Study Area west of Randall Road above ground elevation 840 should be served by the West Booster District. The western edge of the West Booster District should extend to about Pingree Grove and Plato Center. Only sparse development is expected to occur west of this location. These developments should be served by small prefabricated booster pumping stations until significant additional development occurs. Eventually, if future development warrants, the portion of the Study Area west of Pingree Grove and Plato Center could be served as single booster district as shown on Figure V-4. Recommended improvements for the West Booster District are based on providing a maximum flow of 5 mgd to the "Huntley" development located northwest of Interstate Hwy 90 and State Hwy 47. Water should be delivered to a ground storage reservoir near the intersection of Interstate Hwy 90 and State Hwy 47 in the extreme northwestern corner of the Study Area and pumped to the "Huntley" development. a. High Service Pumping and Booster Pumping. Firm pumping capacity to the West Booster District must be sufficient to meet maximum day demands. Additional pumping capacity should be provided at the Airlite WTP to utilize ground storage volumes to help meet maximum hour demands. The required firm capacity to meet maximum day demands is about 14.9 mgd. The total required firm capacity is about 15.6 mgd. Supply to the West Booster District should be provided at three locations. The Airlite WTP pumping station should be converted to a dual-level facility capable of directly supplying the booster district. As a result of this conversion the previously planned booster pumping along US Hwy 20 west of Randall Road will not be required. Booster pumping from the High Service Level should be provided at the existing Lyle Avenue booster pumping station and the planned Fox Lane booster pumping station. When the pumping station at the Airlite WTP is converted to a dual-level facility, the southern bay of pumps must be replaced with new pumps having a higher rated head. The firm capacity to the West Booster District at the Airlite WTP pumping station for year 2010 should be about 6 mgd. Initially, three pumping units with rated capacities of 1 mgd (700 gpm), 2 mgd (1,400 gpm) and 3 mgd (2,100 gpm) should be installed. A fourth unit rated 3 mgd should be added before year 2010. W3J6112091 V-34 r r r All the pumps should have a rated head of about 230 feet. Operation of the pumps at the Airlite WTP should be based on the water level in the recommended Coombs Road elevated tank (discussed below). The year 2010 recommended capacity of the existing Lyle Avenue booster pumping station is 6 mgd. As demands increase in the northern portion of the West Booster District, one of the existing 2 mgd pumps at Lyle Avenue should be replaced with a pump rated 4 mgd. Increasing the capacity of the Lyle Avenue booster pumping station will allow construction of the recommended Fox Lane booster pumping station to be deferred. The recommended Fox Lane booster pumping station need be constructed only after the Lyle Avenue booster pumping station has been expanded and the Airlite WTP pumping station has been converted to a dual-level facility. The station should be equipped with two pumping units rated 2 mgd (1400 gpm) at a rated head of about 95 feet. The combined total pumping capacity to the West Booster District from the Airlite WTP, and the Lyle Avenue and Fox Lane booster pumping stations will be about 20 mgd for year 2010. The firm capacity with the largest unit out of service will be about 16 mgd. b. Storage. The total required storage volume for the West Booster District for year 2010 is about 2.24 million gallons. In addition to the existing Alft Lane elevated tank, a second tank, hereafter referred to as the Coombs Road elevated tank, should be constructed near the intersection of US Hwy 20 and Coombs Road. The tank should have a volume of 1.0 MG and an overflow elevation of 1,060 feet. The two elevated tanks will provide a combined storage volume of 2.0 million gallons. Underground storage capacity at the Airlite WTP exceeds the amount required for plant operations and can be used in conjuction with the elevated tanks to meet year 2010 storage requirements in the West Booster District. Water from this storage can be pumped by the Airlite WTP pumping station directly into the West Booster District. c. Distribution Mains. Recommended mains to serve the West Booster District are shown on Figure V-4. First phase improvements will allow the Irongate development located in the southern portion of the district to be served, and provide for conversion of the Airlite WTP pumping station to a dual-level facility capable of supplying both the West Booster District and the High Service Level. W3JB112091 V-35 r r 6. Facilities Summary A summary of year 2010 recommended pumping facilities is provided in Table V-6. The year 2010 recommended storage facilities are summarized in rTable V-7. Table V-6 Summary of Recommended Pumping Facilities Existing Year 2010 Total Firm Total Firm r Low Service Level Riverside WTP 22.0 16.0 22.0 16.0 r Slade Avenue BPS 10.5* 7.0* 10.5* 7.0* Total to Low Service Level 32.5 26.5 32S 26.S East Service Level Congdon Avenue BPS -- -- 4.0 2.0 High Service Level Riverside WTP 8.0 4.0 16.0 12.0 Airlite WTP 7.0 3.0 7.0 3.0 rTotal to High Service Level 15.0 11.0' 23.0 19.0* West Booster District rAirlite WTP -- -- 9.0 6.0 Lyle Avenue BPS 4.0 2.0 6.0 2.0 Fox Lane BPS -- -- 4.0 2.0 Total to West Booster District 4.0 2.0* 20.0 16.0* * The ultimate design capacity of the Slade Avenue BPS is 17.5 mgd (14.0 mgd firm capacity) with the addition of two additional pumping units. .. The combined firm capacity with only the largest unit out of service is greater than the firm capacity with the largest unit at each pumping facility out of service. r r W3J8112091 V-36 C r Table V-7 Summary of Recommended Storage Facilities Existing Year 2010 Volume Volume Low Service Level r Commonwealth Avenue ET 0S Congdon Avenue ET 0.5 — Shales Parkway ET -- 2.0 Year 2010 Required 2.84 Available from Slade Avenue 0.84 East Booster District Congdon Avenue ET -- 0.5 Beverly Road ET -- 0.5 Year 2010 Required 0.88 High Service Level CAirlite ET 0.5 0.5 Randall Road ET 1.0 1.0 Year 2010 Required 1.96 rAvailable from Riverside WTP — 0.46 West Booster District Alft Lane ET 1.0 1.0 Coombs Road ET -- 1.0 Year 2010 Required 2.24 Available from Airlite WTP 024 E. Recommended Phased Improvements Recommended improvements and opinions of probable construction cost for a phased improvements program are summarized in this section to provide the City of Elgin with budget costs for planning. All costs represent 1992 price levels without escalation for inflation. A contingency allowance of 10 percent and a 15 percent allowance for engineering, legal, and administrative costs are included in the cost figures. No allowances are included for land, rights-of-way, or rock excavation. Recommended phased improvements are shown in Table V-8. First phase r improvements are recommended for construction between 1991 and 1995. Second phase improvements cover the period from 1996 to year 2000. Third phase W3JB112091 V-37 L r improvements are recommended between year 2001 and year 2010. Deferred rimprovements include distribution mains and facilities which may be required beyond year 2010, or if the service area undergoes unexpected development or gains new rs wholesale customers. Deferred improvements also include several distribution mains in the Low Service Level which will increase fire flow capabilities in the southern portion of the service level. Costs for improvements related to increasing the rpumping capacity at the Riverside WTP and the Airlite WTP are presented in Chapter IV - Water Treatment Plant. r Table V-8 Phased Distribution System Improvements Summary of Probable Project Costs Opinion of Probable Cost No. Description First Second Third Phase Phase Phase r Low Service Level 1 Shales Parkway elevated tank 2,500,000 -- -- 2 Elgin Sports Complex elevated tank` -- -- __ 3 24" on Summit Street 190,000 -- 4 20" on Shales Parkway 1,200,000 6 20" through Judson College -- 400,000 __ r 7 20" on State Street -- 860,000 -- 8 20" on Linden Avenue 220,000 9 16" on Center Street -- 110,000 -- r 10 16" on State Street -- 240,000 =_ -- 11 16" Across US Hwy 20 110,000 12 16" on US Hwy 20 300,000 -- __ 13 12" on US Hwy 20 -- 230,000 Subtotal Low Service Level 4,520,000 1,610,000 230,000 I. East Booster District 14 Congdon Avenue BPS and valve vault 590,000 -- -- 15 Beverly Road elevated tank 700,000 -- __ 16 16" on Shoe Factory Road 630,000 -- -- 17 12" distribution mains 1,000,000 1,600,000 Subtotal East Booster District 2,920,000 1,600,000 __ c 7 r p W3JB112091 i V-38 s r r Table V-8 Phased Distribution System Improvements Summary of Probable Project Costs Opinion of Probable Cost No. Description ' First Second Third Phase Phase Phase High Service Level r18 Randall Road elevated tank -- 1,400,000 -- 19 24" on Todd Farm Drive to Lyle Avenue BPS 440,000 -- -- 20 24" on Davis Road -- -- 1,400,000 r21 24" on McLean Blvd 640,000 -- -- 22 24" on Todd Farm Drive 320,000 -- -- 23 16" on Randall Road and Bowes Road 910,000 -- -- 24 12" mains south of US Hwy 20 -- 700,000 -- 25 16" transfer line -- 1,200,000 Subtotal High Service Level 2,310,000 3,300,000 1,400,000 West Booster District 26 Replace existing 2 mgd pump at Lyle Ave BPS with 4 mgd pump -- 20,000 -- 27 Fox Lane BPS -- -- 550,000 28 Coombs Road elevated tank -- -- 1,400,000 r 29 24" on Big Timber Road 630,000 =_ --30 24" from Airlite WTP to Nestler Rd 2,000,000 31 20" from Big Timber Rd to Alft Ln ET 150,000 -- -- 32 20" on Big Timber Rd to "Huntley" -- 2,900,000 33 20" from Highland Ave to US Hwy 20 770,000-- 16" on Randall Rd and Fletcher Dr 530,000 -- -- 35 16" from Highland Ave to Big Timber Rd 440,000 -- -- 36 Other distribution mains 3,200,000 5,500,000 Subtotal West Booster District 4,520,000 6,120,000 7,450,000 Total Distribution System 14,270,000 12,630,000 9,080,000 Deferred Improvement r r r r W3JB112091 V-39 NPP°4 Do( e ' Appendix A Tracer Test Data r Elgin, Illinois B&V Project 17390.103 SDWA Impact Study March 13, 1991 Tracer Test Data Summary SUMMARY OF TRACER TESTING PROCEDURES: 1: Testing Location Riverside treatment plant Unit Process Evaluated Secondary softening basin Unit Volume 1 9 million gallons (approx. ) 1: Design Flow Rate 16 mgd Flow Rates Evaluated 9 mgd, 11 mgd, 13 mgd, 16 mgd Test Method "Slug dose" tracer addition I! Tracer Used Fluoride Tracer Form Hydrofluosilicic acid (24.5% active, 10.18 lb/gallon, 1.97 lb fluoride/gallon. r. Tracer Addition Point Secondary basin influent rapid mix chamber Sampling Point Settled water discharge flume imo SUMMARY OF TEST RESULTS: tm, Parameter 9 mgd 11 mgd 13 mgd 16 mgd 1: Theoretical Detention Time, hours 5.07 4.15 3.51 2.85 T10 Detention Time, hours 1.25 0.85 0.67 0.53 T10/T Ratio, percent 24.7 20.5 19.1 18.6 Tracer Recovery, percent 88.4 97.6 96.2 100 I: r r r Cm Pi r r r Elgin, Illinois B&V Project 17390.103 [. SDWA Impact Study February 12, 1991 Tracer Test Data (P, Test Date: 2/5/91 Flow rate: 9 mgd ilik Tracer Added: 16 gallons 24.5% hydrofluosilicic acid [P. Background Conc: 0.4 mg/L Fluoride Time Fluoride Tracer Incremental Cumulative Time Increment Measured Conc. Fluoride Incr. Fluoride minutes mg/L mg/L mg-min/L mg-min/L 0900 0 0.40 0 0 0 0930 30 0.71 0.31 4.65 4.65 C: 1000 30 1.72 1.32 24.45 29.10 1010 10 2.09 1.69 15.05 44.15 1020 10 2.21 1.81 17.50 61.65 1030 10 2.30 1.90 18.55 80.20 IP 1040 10 2.34 1.94 19.20 99.40 1050 10 1.88 1.48 17.10 116.50 1100 10 2.14 1.74 16.10 132.60 ro 1110 10 1.87 1.47 16.05 148.65 1120 10 1.99 1.59 15.30 163.95 1130 10 1.92 1.52 15.55 179.50 :: 1140 10 1.89 1.49 15.05 194.55 1150 10 1.82 1.42 14.55 209.10 1200 10 1.78 1.38 14.00 223.10 1210 10 1.75 1.35 13.65 236.75 1220 10 1.68 1.28 13.15 249.90 1230 10 1.60 1.20 12.40 262.30 1240 10 1.61 1.21 12.05 274.35 1: 1250 10 1.54 1.14 11.75 286.10 1300 10 1.50 1.10 11.20 297.30 1310 10 1.46 1.06 10.80 308.10 1320 10 1.41 1.01 10.35 318.45 IP 1330 10 1.39 0.99 10.00 328.45 1340 10 1.37 0.97 9.80 338.25 1350 10 1.34 0.94 9.55 347.80 IP 1400 10 1.21 0.81 8.75 356.55 1410 10 1.24 0.84 8.25 364.80 1420 10 1.22 0.82 8.30 373.10 1430 10 1.14 0.74 7.80 380.90 1440 10 1.18 0.78 7.60 388.50 1450 10 1.09 0.69 7.35 395.85 1500 10 1.09 0.69 6.90 402.75 r 1515 15 1.02 0.62 9.83 412.58 1530 15 1.00 0.60 9.15 421.73 1545 15 0.95 0.55 8.63 430.36 1: 1600 15 0.90 0.50 7.88 438.24 1615 15 0.89 0.49 7.43 445.67 1: r Elgin, Illinois B&V Project 17390.103 SDWA Impact Study February 12, 1991 Tracer Test Data (II Test Date: 2/5/91 Flow rate: 9 mgd 1: Tracer Added: 06.4 gaons 24.5% hdrofluosilicic acid r Background Conc: mg/L Fluoride Time Fluoride Tracer Incremental Cumulative Time Increment Measured Conc. Fluoride Incr. Fluoride minutes mg/L mg/L mg-min/L mg-min/L 1! 1630 15 0.85 0.45 7.05 452.72 r 1645 15 0.83 0.43 6.60 459.32 1700 15 0.80 0.40 6.23 465.55 1730 30 0.74 0.34 11.10 476.65 1800 30 0.71 0.31 9.75 486.40 II: 1830 30 0.67 0.27 8.70 495.10 1900 30 0.66 0.26 7.95 503.05 1930 30 0.62 0.22 7.20 510.25 [I: 2000 30 0.58 0.18 6.00 516.25 2030 30 0.58 0.18 5.40 521.65 2100 30 0.55 0.15 4.95 526.60 1: 2130 30 0.52 0.12 4.05 530.65 2200 30 0.50 0.10 3.30 533.95 (Test terminated at 2200) 1: T10 time is 1015 (1.25 hours) I: At 9 mgd, theoretical detention time = 5.07 hours T10/T ratio = (1.25/5.07)(100) = 24.7% I! Tracer recovered = (533.95 mg-min/L)(23,656.3 L/min) 1. (1000 mg/gr)(453.59 gr/lb) = 27.85 lb fluoride rTracer added = (16 gallons)(1.97 lb F/gallon) = 31.5 lb fluoride (w. Percent tracer recovered = (27.85/31.5)(100) = 88.4% I: P L r FLUORIDE, m*/L 0 — r � PO �� � � w" b ~ ,� =- ` v- ~..'..- -,. / | '''' '''. '''' ^''' '''' -'' ''- .-' '.r ,— '-. -- ''.' 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Fluoride minutes mg/L mg/L mg-min/L mg-min/L I: 0830 0 0.18 0 0 0 0840 10 0.19 0.01 0.05 0.05 r 0850 10 0.34 0.16 0.85 0.90 0900 10 1.60 1.42 7.90 8.80 0910 10 2.01 1.83 16.25 25.05 0920 10 2.31 2.13 19.80 44.85 : 0930 10 2.56 2.38 22.55 67.40 0940 10 2.40 2.22 23.00 90.40 0950 10 2.36 2.18 22.00 112.40 1000 10 2.23 2.05 21.15 133.55 1010 10 2.15 1.97 20.10 153.65 1020 10 2.05 1.87 19.20 172.85 1030 10 1.80 1.62 17.45 190.30 1040 10 1.64 1.46 15.40 205.70 1050 10 1.58 1.40 14.30 220.00 1100 10 1.52 1.34 13.70 233.70 1: 1110 10 1.32 1.14 12.40 246.10 1120 10 1.27 1.09 11.15 257.25 1130 10 1.32 1.14 11.15 268.40 1: 1140 10 1.15 0.97 10.55 278.95 1150 10 1.24 1.06 10.15 289.10 1200 10 1.10 0.92 9.90 299.00 1210 10 1.06 0.88 9.00 308.00 1220 10 1.04 0.86 8.70 316.70 1230 10 1.01 0.83 8.45 325.15 1245 15 0.95 0.77 12.00 337.15 1300 15 0.90 0.72 11.18 348.33 1315 15 0.84 0.66 10.35 358.68 1330 15 0.79 0.61 9.53 368.21 1345 15 0.73 0.55 8.70 376.91 1400 15 0.69 0.51 7.95 384.86 1415 15 0.65 0.47 7.35 392.21 1430 15 0.64 0.46 6.98 399.19 r 1445 15 0.61 0.43 6.68 405.87 1500 15 0.56 0.38 6.08 411.95 1515 15 0.55 0.37 5.63 417.58 i: 1530 15 0.51 0.33 5.75 422.83 1600 30 0.47 0.29 9.30 432.13 I: ii. r Elgin, Illinois B&V Project 17390.103 s SDWA Impact Study February 28, 1991 Tracer Test Data Test Date: 2/26/91 Flow rate: 11 mgd 1: Tracer Added: 161 pounds 24.59 hydrofluosilicic acid r Background Conc: 0.18 mg/L Fluoride Time Fluoride Tracer Incremental Cumulative Time Increment Measured Conc. Fluoride Incr. Fluoride minutes mg/L mg/L mg-min/L mg-min/L 1: 1630 30 0.42 0.24 7.95 440.08 1700 30 0.39 0.21 6.75 446.83 1: 1730 30 0.36 0.18 5.85 452.68 1800 30 0.33 0.15 4.95 457.63 1830 30 0.31 0.13 4.20 461.83 1: 1900 30 0.29 0.11 3.60 465.43 1930 30 0.27 0.09 3.00 468.43 2000 30 0.24 0.06 2.25 470.68 2030 30 0.24 0.06 1.80 472.48 1: 2100 30 0.22 0.04 1.50 473.98 2130 30 0.22 0.04 1.20 475.18 2200 30 0.21 0.03 1.05 476.23 1: 2230 30 0.20 0.02 0.75 476.98 2300 30 0.19 0.01 0.45 477.43 2330 30 0.19 0.01 0.30 477.73 (Test terminated at 2330) 1: 1: T10 time is 0921 (0.85 hours) At 11 mgd, theoretical detention time = 4.15 hours T10/T ratio = (0.85/4.15)(100) = 20.59 I. Tracer recovered = (477.73 mg-min/L)(28,913.2 L/min) (1000 mg/gr)(453.59 gr/lb) I: = 30.45 lb fluoride Tracer added = (161 pounds acid)(0.245)(0.791) = 31.20 lb fluoride Percent tracer recovered = (30.45/31.20)(100) = 97.6% 1: I: C _. 3.0■■■■■ ■ ■■ ■ ■ ■■ ■■ ■■' ■'■■ ■■■■■ ■■■■■■■■■■ C:::: 'i::uuui:Buu!:Qipii::_ s� 9p-QB Iii u;u■uQ 1.11 'Q■C.M ■MM■Q:.■■iiIIII■■■S■■■■: 1■■■■ :■0■ ■O.■■ MISS ■■■■Q i■ I■UIQQ ■O■ ■ ■■■ isSMOO11111111111116 UU•: ::• 00MOMOMRIUU:::U::Q MOSSO I::QI 19::Q:'19P: I::IUUUIIU: QI':I��UUU1IUUIIIUI1::: IIUUU tU::::IQIIUUIPU:::::Q:::I:::::I IOSS■u■ MOOS ■ ■� M■ ■■ . ■ . . ■ ■SS■ ■ ■UM■ . ■■ ■■M■■ ■0000■ ■■■■U■0U■MU■OM■ IMM■■ .■■■■■■■■■■ 0000001100510 Q■ ■■ ■■ ■■S■ ■S■ 0000■ . ■■■S■M■MUMSUSU■■ ■■■■■■S■MI■MM■OI 2.S:lUll&..U.I.UI.UU.U.•R.::" :UUU::::UIU:::::::::::■:':::UUUUUUIIIIUISUUUUIUIIU•U■iii [P. Elgin, Illinois B&V Project 17390.103 [IP, SDWA Impact Study March 6, 1991 Tracer Test Data [Po Test Date: 3/1/91 Flow rate: 13 mgd Tracer Added: 161 pounds 24.5% hydrofluosilicic acid Background Conc: Variable as indicated 1: Time Fluoride Tracer Incremental Cumulative Time Increment Measured Conc. Fluoride Incr. Fluoride minutes mg/L mg/L mg-min/L mg-min/L I: (background F = 0.21 mg/L) 0800 0 0.21 0 0 0 1: 0810 10 0.21 0 0 0 0820 10 1.26 1.05 5.25 5.25 0830 10 1.94 1.73 13.90 19.15 0840 10 2.44 2.23 19.80 38.95 I: 0850 10 2.22 2.01 21.20 60.15 0900 10 2.07 1.86 19.35 79.50 0910 10 2.01 1.80 18.30 97.80 I: 0920 10 1.94 1.73 17.65 115.45 0930 10 1.86 1.65 16.90 132.35 0940 10 1.78 1.57 16.10 148.45 0950 10 1.74 1.53 15.50 163.95 1: 1000 10 1.65 1.44 14.85 178.80 (background F = 0.20 mg/L) 1010 10 1.47 1.27 13.55 192.35 I: 1020 10 1.46 1.26 12.65 205.00 1030 10 1.37 1.17 12.15 217.15 1040 10 1.25 1.05 11.10 228.25 I: 1050 10 1.19 0.99 10.20 238.45 1100 10 1.16 0.96 9.75 248.20 1110 10 1.11 0.91 9.35 257.55 1120 10 1.07 0.87 8.90 266.45 1: 1130 10 0.99 0.79 8.30 274.75 1145 15 0.92 0.72 11.33 286.08 (background F = 0.19 mg/L) I: 1200 15 0.86 0.67 10.43 296.51 1215 15 0.79 0.60 9.53 306.04 1230 15 0.74 0.55 8.63 314.67 I: 1245 15 0.70 0.51 7.95 322.62 1300 15 0.66 0.47 7.35 329.97 1315 15 0.62 0.43 6.75 336.72 1330 15 0.57 0.38 6.08 342.80 l: 1345 15 0.53 0.34 5.40 348.20 1400 15 0.51 0.32 4.95 353.15 1415 15 0.49 0.30 4.65 357.80 1430 15 0.45 0.26 4.20 362.00 (background F = 0.16 mg/L) 1500 30 0.39 0.23 7.35 369.35 1530 30 0.36 0.20 6.45 375.80 1600 30 0.32 0.16 5.40 381.20 F I Elgin, Illinois B&V Project 17390.103 1: SDWA Impact Study March 6, 1991 Tracer Test Data 1: Test Date: 3/1/91 Flow rate: 13 mgd 1: Tracer Added: 161 pounds 24.5% hydrofluosilicic acid Background Conc: Variable as indicated I: Time Fluoride Tracer Incremental Cumulative Time Increment Measured Conc. Fluoride Incr. Fluoride minutes mg/L mg/L mg-min/L mg-min/L I: 1630 30 0.29 0.13 4.35 385.55 1700 30 0.27 0.11 3.60 389.15 1: 1730 30 0.24 0.08 2.85 392.00 1800 30 0.22 0.06 2.10 394.10 1830 30 0.21 0.05 1.65 395.75 1900 30 0.19 0.03 1.20 396.95 I: 1930 30 0.18 0.02 0.75 397.70 2000 30 0.17 0.01 0.45 398.15 2030 30 0.17 0.01 0.30 398.45 I: 2100 30 0.16 0.00 0.00 398.45 (Test terminated at 2100) 1! T 10 time is 0840 (0.67 hours) 1: At 13 mgd, theoretical detention time = 3.51 hours T10/T ratio = (0.67/3.51)(100) = 19.1% 1: Tracer recovered = (398.45 mg-min/L)(34,170.1 L/mi ( n) (1000 mg/gr)(453.59 gr/lb) = 30.02 lb fluoride I: Tracer added = (161 pounds acid)(0.245)(0.791) = 31.20 lb fluoride IL Percent tracer recovered = (30.02/31.20)(100) = 96.2% I: P 1: 1: 3 FLUORIDE, mg/L 3 o us I I . 1: Iv....4 t 4 y. et + , ••.. .... . :1.• •. • •.. !!_'_ .:. .... .... ....!ljj .:,:. .. ..„..., .. . .... .... .... 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': {. .�. 1. •.•IIIII et alW 21, nl e. p m ,� 11 IZ �' 1 11111 • i.„.._...1.1 , 3 X 23 E I 1 ... 1 sr,. milk ...,.... f4_... ... «6-4. •••-• ..- ••••-. ••..- t illi .' . = II „, tt 3 z o III HI`t”-4-41 IF, aD 1! 1n 11 1oo 11 H `i 11i"`'. ,. -I •. N 1111111 INH1t1 . tt11H1/YYt1 IHH ; ,:t. • , 111111111111 •'.I rn 11111!!11111 11111. 11111 . • 1111112111 ' • --!.4.1-"4"T; 111111 , • • 11p11111 11 �. t - ter, � ,, , F. ,,t w . r Elgin, Illinois B&V Project 17390.103 SDWA Impact Study March 13, 1991 Tracer Test Data tb Test Date: 3/11/91 Flow rate: 16 mgd 1! Tracer Added: 161 pounds 24.5% hydrofluosilicic acid Background Conc: 0.16 mg/L Time Fluoride Tracer Incremental Cumulative Time Increment Measured Conc. Fluoride Incr. Fluoride minutes mg/L mg/L mg-min/L mg-min/L 1: 0800 0 0.16 0 0 0 0805 5 0.16 0 0 0 0810 5 0.19 0.03 0.08 0.08 0815 5 0.79 0.63 1.65 1.73 0820 5 2.03 1.87 6.25 7.98 0825 5 2.22 2.06 9.83 17.81 I: 0830 5 2.54 2.38 11.10 28.91 0835 5 2.39 2.23 11.53 40.44 0840 5 2.41 2.25 11.20 51.64 1: 0845 5 2.29 2.13 10.95 62.59 0850 5 2.10 1.94 10.18 72.77 0855 5 2.17 2.01 9.88 82.65 (111 0900 5 2.16 2.00 10.03 92.68 0910 10 1.91 1.75 18.75 111.43 0920 10 1.77 1.61 16.80 128.23 0930 10 1.64 1.48 15.45 143.68 I' 0940 10 1.58 1.42 14.50 158.18 0950 10 1.40 1.24 13.30 171.48 1000 10 1.29 1.13 11.85 183.33 1! 1010 10 1.26 1.10 11.15 194.48 1020 10 1.12 0.96 10.30 204.78 1030 10 1.12 0.96 9.60 214.38 1045 15 1.05 0.89 13.88 228.26 I: 1100 15 0.86 0.70 11.93 240.19 1115 15 0.87 0.71 10.58 250.77 1130 15 0.80 0.64 10.13 260.90 1145 15 0.70 0.54 8.85 269.75 1200 15 0.68 0.52 7.95 277.70 1215 15 0.59 0.43 7.13 284.83 (I 1230 15 0.53 0.37 6.00 290.83 1245 15 0.52 0.36 5.48 296.31 1300 15 0.49 0.33 5.18 301.49 1315 15 0.45 0.29 4.65 306.14 I: 1330 15 0.41 0.25 4.05 310.19 1400 30 0.36 0.20 6.75 316.94 1430 30 0.34 0.18 5.70 322.64 1500 30 0.29 0.13 4.35 326.99 1530 30 0.26 0.10 3.45 330.44 1600 30 0.25 0.09 2.85 333.29 r r Elgin, Illinois B&V Project 17390.103 SDWA Impact Study March 13, 1991 Tracer Test Data rm Test Date: 3/11/91 Flow rate: 16 mgd r Tracer Added: 161 pounds 24.5% hydrofluosilicic acid Background Conc: 0.16 mg/L t: Time Fluoride Tracer Incremental Cumulative Time Increment Measured Conc. Fluoride Incr. Fluoride minutes mg/L mg/L mg-min/L mg-min/L I! 1630 30 0.23 0.07 2.40 335.69 1700 30 0.21 0.05 1.80 337.49 :: (Background F at 0.21 mg/L (assumed)) 1730 30 0.21 0.00 0.00 337.49 1800 30 0.21 0.00 0.00 337.49 1! (Test terminated at 1800) '' T10 time is 0832 (0.53 hours) lik At 16 mgd, theoretical detention time = 2.85 hours T10/T ratio = (0.53/2.85)(100) = 18.6% 1: Tracer recovered = (337.49 mg-min/L)(42,055.6 L/min) (1000 mg/gr)(453.59 gr/lb) 1! = 31.29 lb fluoride Tracer added = (161 pounds acid)(0.245)(0.791) = 31.20 lb fluoride Percent tracer recovered = (31.29/31.20)(100) = 100.3% r P r r I: [11. " 3.0fi:: :::::i:u.iu.uuumii::ii:" :"' .u. ' ...a.0 ii u. mina■ ■/i'!l.l.. ■/u!■!!.■■■ ■■..........■■■■.lii...■rim _ ■ ii €iC. p . pin f i f !/.i...! 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I 1 11 se1111�� ::iC:■:ll 1111 111: I IC1i■■.■:111■■1 f.�:�� �; 1i11mm11111l1f■■!■111■f.mf M II IIi lll11111111 . ■■.■.■:■mm■.'.■■■u■u■■■■■■■■ui.uuu1 :: t i: ::11::111:1:a11u:r.=l 4i1Q1 ° : .� : . thit.� Mil11111111111 ts.�:!!!as::::1111:::::::::::::::::::::: :•r'-.'u::::::::::mm::.::110:::::: :: :p::Qin : : •'ii"""'m' ::::::::::::::::::'=:::1:::::::::::1:::::::::::::: 11 11111 ::::1::1::Illlill 1111 it 1111 1111::1::::::::::::::::::::::: 0 ■■........................l...........t......i...■ .. ...■.��mmum ........... .... ........................u..........■ 0 I 2 3 4 5 6 7 8 9 10 ELAPSED TIME, HOURS ELGIN, ILLINOIS TRACER PROFILE: 16 MAD FLOW RATE SLACK 6 VEATCH Appendix B ' Pilot Plant Study Interim Results 1 1 t I BLACK & VEATCH r MEMORANDUM City of Elgin B&V Project 17390.113 Ozone Pilot Study B&V File A Interim Results of Pilot Study November 25, 1991 To: Bob Renfrow 1: From: John Murphy This memorandum summarizes the results from the ozone pilot study conducted at the Elgin Water Treatment Plant during May 1991. The study results include experiments conducted using softened water, after pH adjustment, spiked with methylisoborneol (MIB) at a known concentration. The pilot study was conducted during the month of May when MIB concen- trations in the Fox River are typically high. Unfortunately, this year the MIB concentrations failed to rise. The cause of the increase in MIB is not well understood. It is believed that the unseasonably wet weather in Elgin during the past spring caused a dilution of the MIB concentrations in the river. The study was discontinued after comple- tion of the scheduled runs using spiked water. Experimental runs using ti river water with naturally high concentrations of MIB are recommended before an optimum location for ozone application is established. SCOPE The Elgin Water Treatment Plant treats water from the Fox River. The river is subject to seasonal episodes of elevated concentrations of two taste- and odor-causing compounds, methylisoborneol (MIB) and geosmin. 1: The episodes are predictable, typically occurring in the spring (May) and fall (October) and coinciding with large changes in river water temperature. For the past seven years, MIB concentrations in the river water increased during the month of May. In 1990 the MIB concentra- tions were especially high; measured concentrations approached 2,000 ng/L. This caused numerous consumer complaints since MIB in water can be detected by the human nose at concentrations as low as 30 ng/L. The Elgin Water Treatment Plant uses presedimentation and two-stage softening processes. Water from the Fox River is pumped to the presedimentation basin. Potassium permanganate can be added to the water at the raw water intake. Powdered activated carbon is added to the raw water pipe ahead of the presedimentation basin. Alum is added at the presedimentation basin mixing zone. Effluent from this basin flows to one of the two primary lime softening basins, and from these basins to a common secondary basin. The pH of the primary basin effluent is lowered using carbon dioxide, and chlorine is added ahead ri of the secondary basin. Secondary basin effluent flows to four dual media filters, each which consists of approximately 18 inches of granular activated carbon (GAC) overlying a layer of sand. t: r I BLACK & VEATCH [6,r MEMORANDUM Page 2 City of Elgin B&V Project 17390.113 Ozone Pilot Study November 25, 1991 Interim Results of Pilot Study 1: Taste- and odor-causing compounds are removed to some extent by both the powdered activated carbon in the presedimentation basin and the GAC layer in the filters. Limited removal also occurs in the plant's two- stage softening basins. Geosmin is easily removed during the presedimentation step; however, MIB is more difficult to remove and thus, the cause of most of the taste and odor complaints. 0" A finished water MIB concentration less than 30 ng/L is targeted because as long as MIB concentrations are below this level , few if any consumer complaints are reported. For instance, during 1990 there were 1: two periods of elevated MIB concentrations in the river--May 2 through 10 and July 3 through August 6. Consumer complaints were most frequent from July 3 through July 14 (exceeding 20 per week) when finished water O. concentrations of MIB ranged from 33 to 144 ng/L. During the remainder of the year, MIB concentrations were less than 30 ng/L and consumer complaints were rare. The recurring nature of this problem, combined with the severe taste and odor problems experienced last year, prompted the City to investigate alternative methods of treating taste and odor episodes. One of the more promising of these is ozonation. Ozone has been shown to be effective in oxidizing taste- and odor-causing compounds. In addition, it can be a viable replacement for chlorine as the plant's 1! primary disinfectant because in many waters it reduces problems associated with trihalomethane formation rates. Before retrofitting any water treatment plant with ozonation equipment [. pilot scale studies must be conducted on the plant's source water. Ozone is a site-specific chemical , so its effects vary depending on the water characteristics. Dosage requirements, ancillary benefits, and potential byproducts are determined from pilot studies. Therefore, the City engaged Black & Veatch to conduct a pilot study at the treatment plant to determine ozone's effectiveness in reducing taste- and odor- causing compounds in its water. iw METHODS The study was conducted in the Black & Veatch mobile pilot plant which rm has a capacity of approximately 5 gpm. The pilot plant is equipped with two rapid mixers, three flocculators, one plate settler, three filters, two pre-ozone contactors, and three post-ozone contactors. In addition, the plant has an air compressor and 1 ppd capacity ozone generator, five in-line turbidimeters, four flowmeters, and ozone monitoring equipment. Thus, the plant is equipped to conduct conventional water treatment on a pilot scale, with or without ozone. r r r BLACK & VEATCH r MEMORANDUM Page 3 City of Elgin B&V Project 17390.113 Ozone Pilot Study November 25, 1991 Interim Results of Pilot Study 1: A schematic diagram of the pilot plant used during this study is shown on Figure 1. The experimental runs were made using softened water from the plant's primary basin. Primary basin effluent, after pH adjustment, but before chlorine addition, was pumped to the pilot plant's constant head tank. (Chlorine interferes with the oxidation reactions of ozone. ) From the t: constant head tank the water was pumped to the flocculation chambers. A stock solution of MIB was metered into the second flocculation chamber in order to achieve a softened water MIB concentration of 1: approximately 125 ng/L. This value was chosen since this is the concentration expected in the softening basin effluent when MIB concentrations in the river are high. The MIB stock solution was thoroughly mixed in the softened water as it passed through the flocculator and the plate settler. Water samples were collected at the effluent end of the plate settler, before ozonation. These samples simulate the plant's secondary basin effluent. Plate settler effluent flowed to the ozone contactors. Flow in the first two contactors is countercurrent to the ozonated gas flow. Water from the second contactor enters the dissipation cell . The contactors and dissipation cell have approximately 5 minutes of detention time at the raw water flow rate used in this study. Effluent from the dissi- pation cell flows to a splitter box, where it is directed to the three filters. Ozonated water samples were collected at the splitter box. Ozone dose is based on gas flow rate, water flow rate through the contactors, the weight percent of ozone in the feed gas, and gauge pressure. It is calculated using the following equation: Ozone dose (mg/L) = 3.18(WT)(AF)/(LF)(0.823/CF) where WT = weight percent of ozone in the feed gas r. AF = feed gas flow in slpm LF = water flow rate through the contactor in gpm CF = pressure correction factor The parameters listed above were recorded hourly during each pilot run. The ozone dose was calculated for each hour, and the average of these values is considered the applied ozone dose. The large ozone dosages used in the preliminary runs were based on the values reported in the literature. Once the process effectiveness was established, smaller dosages were used. In addition, advanced oxidation processes--where r r", softened water ozonated water sample tap sample tap I ' 1 1 1 1 I I STANT I I 1 HE D TANK n 1 �7 H •)4 S S ,vi 4 ` v FLASH PLATE 1 water from o III' I 04 MIXERS SETTLERS I I OVERFLOW primary 04. 0; 11• Ir• r_ 1• I 11 p fILTERt softening basin — i j 1 ~N w w .4. WM�� -N- M M I V?4°1 \ IG IG 4 ►G i / a ' ( `:M 10 WASTE /♦ ►G 1+ ►0 M "' [1 a Ili OUTFLOW TO WASTE RAW I�t �� 1 - i Iw �1 1 1 - I. - WATER ( CHEMICAL T 1 © r © , '- ,© FEED GACGWASN SAMPLE TAPS I SLUDGE - p - WATER (TYPICAL) I 1• FLOCCULATORS IV g • INFLUENT I PRE-OZONE • r I. I. � ` PUMPING I CONTACTOR! POST-OZONE /J a Tj� MR WASH SUrrLr� TANK I CONTACTORS 0 I• - 1" I ��01%r EFFLUENT t ® l GENERATOR MEPARATION LEGENQ •-0-• FLOW METER 4 TURBIDIMETER QpH METER 0yLpi .94 VALVE CLO5ED♦* - -o- PUMP T OZONE DIFFUSER 1 ROTOME TER (mil MOBILE WATER RESEARCH UNIT FLOW SCHEMATIC Pipure 1 r BLACK & VEATCH r MEMORANDUM Page 4 17 City of Elgin B&V Project 17390.113 Ozone Pilot Study November 25, 1991 Interim Results of Pilot Study t: dosages were used. In addition, advanced oxidation processes--where both hydrogen peroxide and ozone are added--were tested in two of the test runs. It can be difficult to maintain the ozone residual in the high pH waters common in softening plants. Ozone residuals throughout the contactors and dissipation cell were measure during all runs. Samples re were taken from sample taps on the contactors. The samples were immediately analyzed for dissolved ozone residual using the Indigo blue method on a Hach DR 2000 spectrometer. The optimum ozone dose is the lowest dose which will reduce concentra- tions of MIB below the target level and produce an ozone residual sufficient to satisfy the Surface Water Treatment Rule (SWTR) require- ,' ments. Once the optimum ozone dose was determined, a trihalomethane formation curve was generated on a sample of ozonated water at the optimum. A sample of ozonated water was separated into 500 mL aliquots. Each aliquot was spiked with an identical amount of excess chlorine, capped, and left undisturbed for a predetermined length of time. The excess chlorine in each aliquot was quenched with sodium thiosulfate and analyzed for total trihalomethanes by gas chromatography (GC). Experience has shown that the ozone demand of a water may be correlated to the water's absorbance of ultraviolet (UV) light at 254 nanometers (nm). Therefore, the absorbance at 254 nm of the water before and after ozonation was measured during each run. In addition, a selected number of samples were measured for total organic halide. Formaldehyde and acetaldehyde (two byproducts of ozonation) were also measured. RESULTS AND DISCUSSION Applied ozone dosages tested in this study ranged from 1.5 mg/L to 12.5 milligrams per liter (mg/L). 17 During all runs MIB was added to the softened water to achieve a concentration of approximately 125 ng/L by metering a stock solution into the second flocculator. The measured concentrations in the ozone ris contactor influent after passing through the flocculator and plate settler ranged from 86 to 216 ng/L. The two highest readings were due to a malfunctioning influent flowmeter. The lower readings may be due r. to volatilization during mixing. Geosmin concentrations were measured during the MIB analysis, even though geosmin was not spiked into the pilot plant influent. Even 1: 1: BLACK & VEATCH r MEMORANDUM Page 5 rCity of Elgin B&V Project 17390.113 Ozone Pilot Study November 25, 1991 I: Interim Results of Pilot Study I: though the plant experienced the highest raw water concentrations of geosmin ever recorded, geosmin was never detected in the pilot plant influent. Geosmin is easily removed in the presedimentation basin and does not present a treatment problem for the Elgin Water Treatment Plant. Removal of MIB Removals of MIB are shown on Table 1. Generally, removals increased with increasing ozone dose. However, some of the results in Table 1 show lower effluent MIB concentrations when a lower ozone dose is applied. For instance, MIB concentrations were reduced by nearly 79 percent at an ozone dose of 3.11 mg/L, but the decrease was approximately 64 percent at the higher ozone dose of 3.49 mg/L. This contradicts the overall trends in the data; however, these I. discrepancies can be explained by changes in the river water quality. r Table 1: Removal of Methylisoborneol MIB Concentration Applied Hydrogen (ng/L) r Ozone Dose Peroxide Dose % Removal (mg/L) (mg/L) Softened Ozonated 1: 1.46 0 86 71 20.2 3.11 0 89 19 78.7 I: 3.49 0 104 37 64.4 3.99 0 112 26 76.8 I: 4.02 0 89 20 77.5 6.55 0 211 16 92.4 1. 12.52 0 218 BDL1 >93.1 2.33 1.0 89 37 58.4 I: 3.89 1.6 89 31 65.2 1 BDL = below detection limit (=15 ng/L) r 1: r r BLACK & VEATCH r MEMORANDUM Page 6 City of Elgin B&V Project 17390.113 Ozone Pilot Study November 25, 1991 Interim Results of Pilot Study Ozone doses below 3.0 mg/L were ineffective in reducing the C: concentration of MIB, even when hydrogen peroxide was also added. However, when ozone was added at dosages greater than 3 mg/L, the removal was significant. When the ozone dose was 3.0 to 4.0 mg/L, removals of MIB averaged 73.3 percent. When the ozone dose exceeded 6.0 mg/L, MIB removals averaged nearly 93 percent. This indicates ozone will reduce MIB concentrations in Elgin's softened water. Ozone reacts with many constituents in water; the sum of these reac- tions constitutes a water's ozone demand. The composition of surface waters can change daily. Therefore, the ozone demand of natural waters can also change daily. In order to account for these changes, the results should be normalized so that they may be easily compared. One method commonly used to normalize different ozone dosages is measuring absorbance at 254 nm. Ultraviolet light at a wavelength of 254 nm is passed through a sample and the percentage of light which passes through the sample is measured. The higher the amount of dissolved 1! organic substance in the water, the more light is absorbed and, usually, the higher the ozone demand. As ozone is added, absorbance will decrease due to the reaction between ozone and the carbon double bonds found in many organic substances. The reduction in absorbance is compared to the reduction in MIB concentration in Table 2. Wrk- The UV absorbance decreases as the ozone dose increases. However, a i! thorough evaluation of the data in Table 2 shows that this relationship is weak. While the correlation between applied ozone dose and the percent removal of MIB is significant at the 95 percent probability level (r = 0.69) , the correlation between applied ozone dose and reduction in absorbance is not (r = 0.31). There is also a poor correlation between the reduction in absorbance and removal of MIB (r = 0.43). However, these comparisons are somewhat simplistic because the three parameters are to an extent interdependent. r r r r BLACK & VEATCH r MEMORANDUM Page 7 City of Elgin B&V Project 17390.113 Ozone Pilot Study November 25, 1991 rInterim Results of Pilot Study Table 2: Reduction in Absorbance at 254 nm Compared to Reduction in MIB Concentration 1m. Softened Ozonated Water Water % Reduction Applied Absorbance Absorbance in Absorbance % Removal Ozone Dose at 254 nm at 254 nm at 254 nm of MIB (mg/L) 1.46 0.066 0.058 12.1 20.2 3.11 0.066 0.040 33.3 78.7 3.49 0.073 0.069 5.5 64.4 1. 3.99 0.057 0.020 64.9 76.8 4.02 0.066 0.035 47.0 77.5 I: 6.55 0.037 0.032 13.5 92.4 12.52 0.044 0.023 47.7 >93.1 2.331 0.071 0.050 30.0 58.4 3.892 0.071 0.051 28.2 65.2 1! 1 added 1.0 mg/L H207; 2 added 1.6 mg/L H2O, I: Ozone dosages were divided by the UV absorbance of the raw water to "normalize" the ozone dose required. MIB concentration in the ozonated effluent was plotted versus this "normalized" ozone value, and the r results are shown on Figure 2. A regression analysis of the data revealed a strong correlation (r = 0.92) , indicating the ozone dose, UV absorbance of the softened water (before ozonation), and MIB concentra- 17 tion in the effluent are related. This method of normalizing the ozone dose is a significant improvement for assessing MIB removal compared to using only the ozone dose. The correlation between ozone dose and MIB removal is significant (r = 0.69) , but the relationship between r "normalized" ozone dose and MIB removal is even stronger (r = 0.92). Furthermore, the equation computed from the regression analysis could be used by plant staff to determine the ozone dose required to achieve :: a given MIB concentration in the effluent. I: 1: toryil ._ r r " " OZONE DOSAGE REQUIREMENTS SOFTENED WATER 80 70 • y = 1104x + 5.03 J 60 r = 0.92 c 50 a) W 40 a) ■ c 0 O • m 20 — • • • 10 - 0 ► I 0 .005 .010 .015 0.02 .025 .030 .035 0.04 .045 .050 .055 0.06 UV Adsorbance of Raw/Transferred Ozone Dose IR/ (% • Vmg) BLACK & VEATCH Figure 2: MIB Concentration in Ozonated Effluent PROGRESS BY DESIGN versus 1 / Normalized Ozone Dose r f t BLACK & VEATCH r MEMORANDUM Page 8 City of Elgin B&V Project 17390.113 Ozone Pilot Study November 25, 1991 rInterim Results of Pilot Study It must be emphasized that the equation shown on Figure 2 must be verified under a variety of raw water conditions. Presumably, the equation as shown would serve as a starting point to be refined with additional operating data. It should be verified by conducting similar experiments on the softened effluent during episodes of high MIB concentrations in the river at a variety of water temperatures. Dissolved Ozone Residuals In order to use ozone as the primary disinfectant, an ozone residual must be maintained in the contactors for a minimum amount of time so I: that the required CT, as outlined in the SWTR, is satisfied. This dosage can differ from the optimum necessary to reduce MIB concentra- tions, particularly in softened waters. Ozone residuals tend to dissipate quickly at a high pH, so an applied dosage higher than the r optimum to reduce MIB concentrations may be necessary to achieve any sustained residual. • Ozone residuals measured throughout the contactors are shown on Figures 3 and 4. A residual must be maintained throughout the second contactor in order to satisfy the CT requirements of the SWTR. The CT values rachieved during these runs are summarized in Table 3. The data in Table 3 demonstrates the effect raw water quality will have on the ozone demand. The required CT values are exceeded at the lower I: dose for both Giardia and viruses; on a different day, only the CT values for Giardia are met, although the required CT for viruses is nearly satisfied. Ozone residual is reduced as a result of higher 17 ozone demand. Based on these results and data from the other runs, the optimum ozone dose for disinfection ranges from approximately 3.5 to 4.0 mg/L. f7Table 3: Values of CT at Selected Ozone Dosages Applied 1st 2nd 3rd _Requir f" ed CT Ozone Dose Contactor Contactor Contactor Overall CT (mg/L) Giardia Virus 3.11 0.30 1.44 0.19 1.93 0.32 0.60 r 3.50 0.00 _ 0.37 0.13 0.50 0.32 0.60 Required CT values based on water temperature mperature = 10 C which was river water temperature during the study. r r r i 1 Elgin Pilot Study Ozone Residual 1.00 0.90 - 0.80 - Legend • 03 Dose = 1.46 mg/L _ -0 0.70 - ' 03 Dose =3.11 mg/L ft-- o 03 Dose = 3.49 mg/L E 0.60 - 0 03 Dose = 4.02 mg/L �. 32 0.50 - / / \ •\ c /. m \ •\ m 0.40 - / / \ F c N 0.30 - �/ \ \'\ 0 /' \ \ 0.20 - / / \- �•\ /.. f Z 0.10 - � 0.00 /% --■- - - - - - - - - " 0 5 10 15 20 25 30 _ Length through Contactors (ft) Figure 3: Ozone residual throughout contactors during low ozone dose runs. >.,.. roil a r-11 r"11 Elgin Pilot Study Ozone Residual 1.00 0.90 - 0.80 - LEGEND o 03 Dose = 3.99 mg/L 0.70 - • 03 Dose= 6.55 mg/L J + 03 Dose= 12.5 mg/L a. E 0.60 - o I ,. + i \ I u • 0.50 - i" \ ; `‘ cc a 0.40 --o ;\ c ' '\ ‘I o 0.30 - �' . \ ‘ ‘ 0.20 - 0.10 - ,S-. <*" ,a N . 1 0.00 �"IF' - , -*' , 0 5 10 15 20 25 30 Length through Contactors(ft) Figure 4: Ozone residual throughout contactors during high ozone dose runs. t BLACK & VEATCH r Po MEMORANDUM Page 9 City of Elgin B&V Project 17390.113 Ozone Pilot Study November 25, 1991 Interim Results of Pilot Study r. A pilot run was conducted at the optimum ozone dose to determine the reduction in trihalomethane formation and to measure ozonation byproducts. Trihalomethane Reduction A bench-scale trihalomethane formation test was performed using the methods described above on a sample of ozonated water from the run (1 using the optimum ozone dose. The formation curve generated from the ozonated samples is shown on Figure 5. The total trihalomethane concentration in the plant discharge and in the nonozonated, softened water after 60 minutes of contact time are shown for comparison. Ozone reduces the trihalomethane formation rate in Elgin's softened water by more than 65 percent compared to nonozonated water. The ozone rm presumably oxidizes the precursors which form trihalomethanes, so chlorine cannot react with them. Trihalomethane concentration did not increase significantly at contact times greater than 60 minutes. If ozone is incorporated into the Elgin plant's treatment scheme, significant reduction in trihalomethane concentrations is expected. Additional formation rate experiments are recommended to verify this Pi finding. Ozonation Byproducts Formaldehyde and acetaldehyde were not detected in a sample of ozonated water taken during the optimized run. This was surprising, since other ozonation studies have noted significant quantities of these two compounds in ozonated water (more than 15 ug/L). It must be emphasized that this finding is based on one sample, so it should be verified by additional tests. Recommended Ozone Dose An ozone dose of 3.5 mg/L in the softened water should reduce concentrations of MIB and maintain an ozone residual required by the SWTR. If ozone is incorporated into Elgin's treatment scheme on r. softened water, it should be applied to the water after softening and before filtration. This would eliminate the need to chlorinate the water in the secondary softening basin. It must be emphasized that this recommendation is based on spiked water samples. Additional tests should be conducted on softened water when river water concentrations of MIB are high in order to verify the dosages and MIB concentrations in the softened effluent. PP 1! , ' " " 1 't Elgin Ozone Pilot Study Trihalomethane Formation in Ozonated Water 70 60 Plant Discharge with > 90 minutes contact time C) Cl) 50 — a) C t 40 a) - E O 30 -NohozonatedWater-With-60-minutattdontact-time zsa ca - L '.= 20 — I-- O 10 O 0 I I I I { 0 30 60 90 120 150 180 Time (minutes) Figure 5: Rate of trihalomethane formation in ozonated water r BLACK & VEATCH U MEMORANDUM Page 10 City of Elgin B&V Project 17390.113 Ozone Pilot Study November 25, 1991 Interim Results of Pilot Study r SUMMARY The effectiveness of ozone in reducing concentrations of MIB in softened water at the Elgin Water Treatment Plant was investigated. Study results indicate that ozone at dosages of 3.0 to 3.5 mg/L will reduce concentrations of MIB in secondary basin effluent by 65 to 75 percent. These doses will also supply sufficient ozone to maintain a residual in the contactors sufficient to satisfy the CT requirements of the SWTR. Based on these findings, a design dose of 4.0 mg/L is recommended. A pilot run using the recommended design dose was conducted to assess the impacts of ozonation on the formation of trihalomethanes and byproducts. These tests indicate ozone will significantly reduce the formation of trihalomethanes, with minimal formation of byproducts. rm The tests conducted during this study were limited to softened water spiked with MIB. Additional tests on water with naturally-occurring t! high concentrations of MIB is strongly recommended. This will verify the findings of this phase of tests and will assist in determining the most appropriate point in the treatment scheme for adding ozone. Furthermore, using water with naturally-occurring MIB concentrations may introduce other constituents which affect ozone demand and thus alter the recommended ozone dose. r r r r r r C I I 1 Appendix C 1 Certification and Operation of Environmental Laboratories 1 1 1 1 1 1 1 I 1 1 State of Illinois r 1�f Rules and Regulations r TITLE 35: ENVIRONMENTAL PROTECTION SUBTITLE A: GENERAL PROVISIONS CHAPTER II: ENVIRONMENTAL PROTECTION AGENCY P PART 183 JOINT RULES OF THE ILLINOIS ENVIRONMENTAL PROTECTION AGENCY AND THE ILLINOIS n DEPARTMENT OF PUBLIC HEALTH: CERTIFICATION AND OPERATION OF ENVIRONMENTAL LABORATORIES r This printing includes.aondesosts through Dsoeaber 1. 1983. L Printed on Recycled Paper r TITLE 35:ENVIRONMENTAL PROTECTION 183.416 Physical Facilities • 183.420 Laboratory Equipment SUBTITLE A:GENERAL PROVISIONS . 183.455 General Laboratory Practices CHAPTER P: 183.430 Methodology and Required Equipment ENVIRONMENTAL PROTECTION AGENCY 183.435 Sample Collecting.Handling and Preservation 185440 Quality Control PART 183 183446 Record Maintenance 183.450 Action Response to Laboratory Results r• JOINT RULES OF THE ILLINOIS ENVIRONMENTAL Appendix A Methodology and Required Equipment for PROTECTION AGENCY AND THE ILLINOIS Chemical Analyses of Public Water Supply DEPARTMENT OF PUBLIC HEALTH: Samples CERTIFICATION AND OPERATION OF AUTHORITY: Implementing the Safe Drinking Water Act (42 ENVIRONMENTAL LABORATORIES U.S.0 300E et seq. , Subpart C the National Interim Primary Drinking Water Regulations 140 CFR 141.21 through 141.30 (1982)),the Environmental Protection Act (Ill Rev.Stat. 1981.ch. SUBPART A:GENERAL PROVISIONS 111 U2 pars. 1001 et seq.) and the Civil Administrative Code of Section Illinois(ILL Rev.Stat. 1981.ch. 127,pars. 1 et seq. and authorized by Sections 4(oi and 4(p)of the Environmental Protection Art (111. 183.106 Authority Rev.Stat. 1981.ch. 111 1/2,pars. 1004(o)and 10041ptt and See. 185410 Scope and Applicability tons 55.10 through 5.5.12 of the Civil Administrable Code o/ 183.116 Definitions Illinois (111. Rev.Stat. 1981.eh. 127.pars. 55.10 through 55.12 185.110 Division of Authority 153.135 53.1100 Conditions Cetific ti Governing SOURCE: Adopted at . Ill. Reg. 34. p. 103. ellietire August 19. 183.136 8 the Use Certificates 1979;codified at 6111. kegs. 14657:amended at 7111. keg. 13523. Subcontracting by Certified Laboratories effective September 28. 1963. 183.140 Performanee Evaluation Samples 183.146 Authority of Certification°Mears SUBPART A:GENERAL PROVISIONS 183.160 Henries,Decision and Appeal 183.166 Liability 183.100 Reciprocity Agreement Section 183.105 Authority 183.106 Reporting'repealed) 183.170 Public inspection otReceeds Pursuant to the authority contained in Ill. Rev. Stat. 1981.ch. 127,pars.55.10-.12 which authorizes the Illinois Department of SUBPART B:CHEMICAL ANALYSES OF Public Health to establish and enforce minimum standards,and PUBLIC WATER SUPPLY SAMPLES establish certification procedures for laboratories making examinations in connection with the diagnosis of disease or tests Seethes for the evaluation of health hazards.and also to enter into con 185.208 Sc epe and Applicability tracts with other public agencies for the exchange of health err• 183810 Personnel vices which may benefit the health of the people:and pursuant 183.315 Physial FaeiWies to the authority contained in Section 4 to and pt of the Eamon- 183.2110 Laboratory Equipment mental Protection Act,adopted 1970.as amended(Ill.Rev.Stat. 185.236 General Laboratory Practices 1981. cb. 111 1/2. par. 1004 to and p1). which authorizes the • 185.2188 Methodology and Required Equipment Illinois Environmental Protection Agency to "establish and 181256 Sample Collecting.Headline and Pronorvation enforce minimum standards for the operation of laboratories 183.140 Quality Control relating to analyses and laboratory tests for air pollution.water 103845 Record Maintenance pollution,noise emissions.contaminant discharges onto land and r I83.!80 Free Marine Residual and Turbidity sanitary,chemical.and mineral quality of water distributed by a 185.836 Action Response to Laboratory Result. public water supply".and to"issue certificates of competency to persons and laboratories meeting the minimum standards estab SUBPART C:MICROBIOLOGICAL ANALYSES OF lished by the Agency . . .and to promulgate and enforce regula- PUBLIC WATER SUPPLY SAMPLES tions relevant to the issuance and use of such certificates",and Section to "enter into formal working agreements with other depart• 1W.i06 manta or agencies of state government under which all or par 183.106 Personnel Appl osbility tans of this authority may be delegated to the cooperating 183.318 department or agency".the Illinois Department of Public Health Physical Facilities and the Illinois Environmental Protection Agency jointly adopt 183.330 Laboratory Equipment the following rules and regulations. 183.358 Laboratory Glassware,Plastic Ware and • Metal Utensils Section 183.110. Scope and Applicability 183.330 General Laboratory Practices 183.336 Methodology a) This Subpart A establishes general provisions applicable 183.340 Semple Cellesting,Handling aad Preservation tothecertificationprogramforenvironmentallaborato- 108846 Standards for laboratory Pure Water ries administered under this Part 183. 181.360 General Quality Control Procedures r 185.166 Quality Control for Media.Equipment and b) Nothing in this Part 183 shall prevent uncertified 183.880 Supplies laboratories from performing any quality control or 183886 1aanee •other tests when the state has not required such tests to 185870 Action Reepoees to Laboratory Ronda be performed by a certified laboratory. c) Unless the contrary is clearly indicated,all references to SUBPART D:RADIOCHEMICAL ANALYSES OF "Sections"in this Part 183 are to Ill.Adm.Code,Title 35: PUBLIC WATER SUPPLY SAMPLES Environmental Protection. For example. "Section Section 183.230"is 35 III.Adm.Code 183.230. L 183'406 Scope and Applicability (Source: Amended at 7 Ill Reg. 13523, effective September 28, 183.410 Personnel 1983.) r Section 183.115 Definitions Section 183.120 Division of Authority For purposes of this Part 183: a) The Illinois Environmental Protection Agency shall administer theme rules and regulations with respect to r "Agency"means either the Illinois Department of Public Health the analysis of organic and inorganic chemical or the Illinois Environmental Protection Agency. whichever is parameters. applicable based on the division of authority specified in Section 183.120. b) The Illinois Department of Public Health shall administer these rules and regulations with respect to "Analyst"means any person who performs analyses for certain the analysis of microbiological and radiochemical or all parameters on samples submitted to the environmental parameters. laboratory and who meets the qualifications set forth in the applicable subpart of this Part 183. iSourer: Amended at 7 IlL Reg. 13523, oyjtetuY September 28. 1883.1 "Certification" means a status of approval granted to an environmental laboratory which meets the criteria established by this Part 183.Certification is not a guarantee of the validity of the data generated. Section 183.125 Certification Procedure "Certification Officer" means any person who is designated by a) An environmental laboratory which meets or exceeds the the Agency to inspect and evaluate environmental laboratories minimum criteria for certification may receive certifies- for compliance in meeting the criteria set forth in this Part 183. lion from the Agency for any mieeobiolo ical.radiologi- rCertifiation officers shall meet the educational and experience cal. and organic or_inorganic_ehemical parameters for qualifications for laboratory directors as set forth in the applies- which methodologies have been specified in this Part Me subpart of this Part 183. 183. "Consultant"means a person who is retained by a written agree- b1 The operational aspects of an environmental laboratory ment to provide professional consultation services. that will be evaluated in considering certification are: "Environmental Laboratory"means any facility which performs 1) physical facilities. analyses on environmental samples in order to determine the quality of food. milk. public water supplies, surface water. 20 personnel. ground water.recreational waters.wastewater.air.or land. "Laboratory Director" means the 3) methodology and instrumentation. person who is responsible for the operation of an environmental laboratory and who meets the 4) data handling.and qualifications set forth in the applicable subpart of this Part 183. b) quality control. p "Laboratory Pure Water" means water meeting the standards c) In seeking certification. the petitioning environmental L. set forth in Section 183.345. laboratory must: "Laboratory Supervisor"means a person who supervises the per- 1) Submit a formal request for certification from the formanoe of the analytical procedures within an environmental r laboratory and who meets the qualifications set forth in the applicable subpart of this Part 183. 21 File the applicable administrative questionnaires fur- nished by the Agency giving complete information on "Major remodeling"means remodeling of the laborator:facility the five categories listed in Section 183.125(b): which requires the acquisition of•a oval building permit. 3) Analyse performance evaluation samples to be-pro- "Maximum Allowable Concentration" means a maximum per- vided by the Agency and report the results of the minable concentration of a contaminant in finished water as analyses to the Agency:and established by 35 Ill. Adm. Code 604.101 - 804.303 tprior to codification Rule 304 of the Illinois Pollution Control Board 4) Permit an un-site visit by Agency authorised err Rules and Regulations.Chapter 6: Public Water Supply'. 41 officers.Cgriificauonoffjcuuthall provide the environmental laboratory with official identifica- "Provisional Certification"means a certification status granted lion and credentials.The initial visit will be arranged to an environmental laboratory in order to allow time for the cor- at the mutual convenience of both parties.The Agen- t' rection of deviations. Failure to correct deviations during the cy reserves the right to make subsequent visits with- provisional certification period allows the Agency to revoke car- out prior notice during regular working hours. tifuatiom as specified in Section 183.130tg)111.While on provi- sional certification, an environmental laboratory remains d) An environmental laboratory seeking certification from approved for the analyses covered by its certification. the Illinois Environmental Protection Agency and the "Public Water Supply" means all mains. pipes Illinois Department of Public Health only needs to file a pp p pes and structures single request for certification and a. single net of • through which water is obtained and distributed to the public, administrative questionnaires;thaither agency. including wells and well structures,intakes and cribs.pumping stations,treatment plants.reservoirs.storage tanks and appur- e) Approval or denial of certification will be made after the tenances,collectively or severally.actually used or intended for procedure deathbed in Section 183.1251.1 has been corn- eae for the purpose of furnishing water for drinking or general plated.Denial of certification shall be in the form of a domestic use and which serve at least 15 service connections or narrative,giving complete information as to how devia- which regularly serve at least 25 persons at least 60 days per tions may be corrected. along with• completed survey year. form on which all items in deviation are clearly marked. Plc (Source: Amended at 7 IlL Reg. 13523. effective September 28. (Scam.: Amended at 7 lll. keg. 13523. effective September 28. 1983.1 1983.1 r 2 Section 183.130 Conditions Governing the Use of 1) Failure to pass any inspection.provided the laborato- Certifeates ry has not corrected the deviations after being placed on provisional certification in accordance with the a) Certification shall be effective for•two year period from provisions of Section 183.130(b); date of imue.unless modified or revoked by the Agency. Application for timely renewal of certification shall be 2) Unsatisfactory analyses of performance evaluation made to the Agency no later than 90 days prior to the samples as specified in Section 183.140; expiration date.Approval of a renewal application shall be contingent upon the environmental laboratory meet- 3) Failure to notify the Agency within 15 days after any- ing all of the factors considered in granting the original of the changes listed in Section l83.130tdr have approval. including acceptable results on performance occurred;or evaluation samples. When an environmental laboratory has made timely and sufficient application for renewal 4) Violation of the requirements regarding advertising r, of certification or certification for additional as specified in Section 183.130(k). parameters. the existing certification shall continue in full force and effect until the final decision of the Agency • h) Certification shall be limited to those analytical pro- on the application has been made unless a later date is cedures for which an environmental laboratory has been fixed by order of a reviewing court. approved and which are listed on the certificate of approval. b) Whenever deviations from the applicable requirements are found,a certified environmental laboratory may be i) The certificate of approval shall be posted or displayed in placed on provisional certification.Provisional certifica• a prominent place in the laboratory facility. tion may be granted for the following periods: j) Information related to the certification of an environ- 1) From seven to 30 days if the deviation could come mental laboratory shall be clearly defined in any adver- promise the quality of analytical data generated by tieing and shall prominently include the statement that. the environmental laboratory;or "Certification is not a guarantee of the validity of the data generated."Such information shat:also include the 2) From 90 days to one year in the case of any other type analyses for which the environmental laboratory has of deviation. been certified. The advertising shall not include any representation that the environmental laboratory is cer- c) The Illinois Environmental Protection Agency may tilled to perform a type of analysis for which it lacks I. grant written preliminary certification to an environ- proper certification. mental laboratory which has demonstrated satisfactory capability after completion of the procedures specified in kl The following factors shall be taken into account by the Section 183.125(011-3). Preliminary certification would Agency in determining what action should be token be available in instances where it would be impractical against a certified environmental laboratory when r for the Illinois Environmental Protection Agency to deviations from these rules and regulations are found: schedule an on•site visit within six months from the date r of a laboratory's submission of satisfactory analysis 1) The length of time during which the deviation has results for performance evaluation samples.Preliminary existed; certification shall remain in effect until certification has been approved or denied in accordance with Section 2) The laboratory's prior record of deviations and 183.125. response in correcting deviations noted by the Agen- • cy; d) Certification shall not be transferrable. In the event of 3) Whether the laboratory knowingly caused or allowed change of ownership, director. supervisor, analysts, or ton' relocation or major remodeling of the phsical plant of the deviations;and an environmental laboratory, the Age:icy shall be notified in writing within 15 days. 4) The potential effect of the deviation on the quality of analytical data generated by the laboratory. e) After receiving notification of any of the changes listed in Section 183.130(d), unless otherwise stated for a �M: Amended at 7 lll. Reg. 13523. effective September 28. r • specific parameter.the Agency will request a resume(as 18983.1 to any new owners,directors, supervisors. or analysts), send•quality control sample for analysis r• any new Section 183.135 Subcontracting by Certified Laboratories analyst,and make an on-site visit.However.the Agency may waive any of these actions if it appears unwar- al The name of the laboratory actually performing the ranted in a specific cue.Examples of when such waivers analyses shall be specified on all reports of analytical r would be appropriate include the following circum• results. . stances: b) For those tests that are required to be performed under 1) Waiver of submittal of a summary of education and certification, any laboratory with which a certified experience when personnel transferring from one cer- environmental laboratory subcontracts shall also be a tified laboratory to another are responsible for deal-- certified environmental laboratory. PP nag with the same analytical methods and equivalent equipment;and (Source: Amended at 7 111. Reg. 13523. effective September 28. 2) Waiver of an on-site visit if the pertinent test pro- cedures involve simple techniques and equipment. ` r f) An environmental laboratory may cancel its certifies- Section 183.140 Performance Evaluation Samples tion voluntarily by notifying the Agency and returning the certificate. An environmental laboratory is required to participate in perfor- . mans evaluation sample analysis relevant to the analytical r g) The Agency may revoke certification for cause as to all parameters for which it seeks or wishes to maintain certification or any part of an environmental laboratory's certifica• in accordance with the certification procedures of Section tion. Any of the following shall be cause for partial or 183.123(c), the certification renewal procedures of Section total revocation of certification: 183.130(a). and the quality control requirements contained in 3 the applicable subpart of this Part 183. Within 30 days of dl Final decisions adopted by the Director of the !sine:- receipt. the environmental laboratory shall analyze such sam- Department of Public Health are appealable to tree()- pies and report the test results to the Agency.There shall be no cult Courts under the Illinois Administrative Review Ac: fee charged to the Agency for such analyses. Failure to provide MI.Rev.Stat.1981.ch.110.pars.264 et seq.i.Final deci results proving satisfactory precision and accuracy in two suc- lions adopted by the Director of the Illinois Environmen• cessive samples shall be cause for revocation of certification for tel Protection Agency may be contested before the Polls• the parameters not within satisfactory limits.Acceptance limits tion Control Board under the Illinois Environmental Pre• for trihalomethanes shall be plus or minus 20 percent of the tection Act fill.Rev.Stat.1981.ch.111 112.pars.1001 et mean value.Acceptance limits for all other performance evalua seq.) with subsequent bsequent appeal to the Appellate (oust- tion samples shall be plus or minus two standard deviations from available. the mean value. (Source: Amended at 7 111. Reg. 13523. effective Sep(eniner 21+. (Source: Amended at 7 111. Reg 13523, of ectire September 28. 1983.: 1983.1 Section 183.145 Authority of Certification Officers Section 183.155 Liability Certification officers shall have all of the following authority with regard to environmental laboratories: Representatives of the Agency shall not waive the right t',seek recovery for injuries incurred while inspecting an environment : at To inspect such laboratories in on-site visits: laboratory facilit:• bl To require information relevant to the technical opera- Section 183.160 Reciprocity Agreements lion of such laboratories. The Director of the Agency may elect to enter into sgreernen:- ct To inspect quality assurance records and any other perti- with the governments of other states or with federal governmer. nent records. tel units for recognition of their environmental laborator:. inspections and certifications if such certification program use. dl To be permitted to observe and question analysts at work equivalent controls over sample collection. data handling on parameters for which certification is soucnt:and quality control analytical methods.and personnel as requtred environmental laboratories within Illinois. Environment:i'• rs To submit oral and written reports for granting or deny• laboratories in jurisdictions not having reciprocal agreement- nog certification based upon the completion of the with Illinois which ask that their results be accepted by Illino: evaluation process. shall request certification from the Agency and agree to pad al of the expenses incurred by the Agency. including travel Section 183.150 Hearing.Decision and Appeal expenses.in evaluating the laboratory. The following procedures are established for Agency certifica- Section 183.165 Reporting trepealedl lion actions which are required by law to be preceded by notice and opportunity for hearing: (Source: Repealed at 7 UL Reg. 13523. enechcr September 2f. 1983. al Prior to revocation or partial revocation, the Agency 183.170 Public Ida of Records shall give written notice to the laboratory director or Inspection owner.This notice shall include the facts or conduct upon r which the Agency will rely to support its proposed action All files.records.and data of the Illinois Department of Public and the procedures for requesting a hearing. Health and the Illinois Environmental Protection Agency in relation to the administration of these rules aria regulation- to Notice given under Section 183.150ta. any tiny hearing: shall oe open to public inspection and may be copied upon pa'.• requested following issuance of such notice shall be in ment of the actual cost of reproducing the original except tar accordance with the"Rules of Practice and Procedure sr. Administrative Hearing as adopted by the hunt, ii Information which constitutes a trade secret. Department of Public Health.A single joint hearing may be conducted when a hearing is requestea concerning e• Information privdlegeo against introduction in ivaicial r actions of both the Illinois Impartment of Public Health proceedin,.' and the Illinois Environmental Protection Agency.Witt. respect to the llltnois Environmental Protection Agenc . c internal communications of the Agency. the"Rules of Practice and Procedure in Administrative Hearings"t77 III.Adm.Code 100. are applicable only to d• Information concerning secret manufacturing processes r hearings under this Section 183.150 and the included or confidential data submitted by any person under these definitions of"department-and"director"are modified rules and regulation:. as follows: r 1► "Department"shall mean the Illinois Environmental Protection Agency. 21 "Director- shall mean the Director of the Illinois r. • Environmental Protection Agency. co If.however,the Agency finds that an emergency situ.•(• SUBPART B:CHEMICAL ANALYSES OF tion warrants immediate action.summary suspension as provided for by Section 16'ci of the Illinois Administra• PUBLIC WATER SUPPLY SAMPLES tive Procedure Act till. Rev. Stat. 1981. ch. 127. par. 101610 i may be ordered pending revocation proceedings. Section 183.205 Scope and Applicability- An emergency situation warrants immediate action if there is substantial risk to public health. safety. or This Subpart B establishes standards applicable to environmen welfare resulting from laboratory deficiencies that are gal laboratories involved in chemical analyses ut sample- iv. compromising the analytical results obtained. water from public water supplies and their source- r.. r Section 183.210 Perbnnel g) All plumbing shall meet local and state plumbing codes. The certification officer may require verification from a) The laboratory director shall be • person holding a an official inspector or other qualified person that the minimum of a bachelor's degree in natural or physical laboratory meets such codes. sciences with at least 24 semester hours in chemistry or microbiology or both,and shall have had a minimum of h) The laboratory shall include a vacuum source if the three years experience in an environmental laboratory. analyses performed so require. The laboratory director shall be either a full-time employee or a consultant. it The laboratory shall have a readily available source of distilled water or deionized water or both. b) A laboratory supervisor shall be a person holding a minimum of a bachelor's degree in natural or physical j) The laboratory shall include at least one fume hood for sciences with at least 16 semester hours of course work in analyses of organic chemicals and trace metals. the analytical area of responsibility and shall have had a minimum of two years experience in the area of analyti- cal responsibility.A laboratory supervisor shall be a full- Section 183.220 Laboratory Equipment time employee. c) An analyst is a person who holds a high school diploma or Only those instruments that are needed to ann lyze for the its equivalent and has completed a basic chemistry parameters for which the laboratory is being certified are course.In addition.an analyst shall have had at least one required. but those instruments shall meet !he following year of experience in an analytical laboratory and shall minimum specifications. A laboratory doing all the analyses demonstrate ability to properly perform representative in Section 183.230 shall have.or have access to.all of test procedures with which he or she is involved while the equipment listed in this Section with the minimum specif ica- under observation by the certification officer. lions cited. d) A person who,as of July 1.1979,is serving in an environs a) An analytical balance shall provide a seractivity of at mental laboratory in any capacity as defined in Section least 0.1 mg. 183210(a-c)and does not meet the educational require- ments or experience requirements or both for said post- b► A spectrophotometer shall have a useable wavelength Lion may be recommended to continue to serve in said range of 400 to 700 nm.a maximum spectral band width position by the certification officer. In recommending of no more than 20 nm.and a wavelength accuracy of 0 that an existing laboratory director, laboratory super- f 2.5 nm. The photometer shall be capable of using visor,or analyst continue totserve in that position, the several sizes and shapes of absorption cells providing a certification officer shall take into account the following sample path length varying from approximately l to 5 r factors: cm. 1) Length of experience as an offset for not meeting cl A filter photometer 'abridged spectrophotometer' shall educational requirements; be capable of measuring radiant energy in range of 400 r to 700 ram.Relatively broad bands 110 to 75 amt of this 2) Extent of education as an offset for not meeting radiant energy are isolated by use of filters at or near the experience requirements:and maximum absorption of the colorimetric methods. The photometer shall be capable of using several sizes and r 3) For analysts,demonstration of ability to properly per- shapes of absorption cells. form representative test procedures with which he or she is involved while under observation by the cer- dl A magnetic stirrer shall be of variable speed and use a tification officer. Teflon-coated stirring bar. e► A pH meter shall have an accuracy of at least ±0.5 units and a scale readability of at least 4 0.1 units.The pH meter may be either line/bench or battery•:port.eble• Section 183.215 PhysicalFacilities operated and also should be capable of functioning with specific ion electrodes. The laboratory's physical facilities shall meet she following specifications: f) A specific ion meter shall have an accuracy and scale readability of at least±1 mV.and shall have expanded a) A minimum of, Q.aquare feet of floor space shall be pro- scale millivolt capability.The specific ion meter may he vided for each analyst. either line/bench or battery/portable operated. b) A minimum of 15 linear feet of useable bench space shall gi An atomic absorption spectrophometer shall be a single- be provided for each analyst. or multichannel. single- or double-beam instrument having a grating monochroaator,photomultiplier deter- s) The laboratory shall include a sink with hot and cold tor. adjustable slits, a wavelength range of 190 to 800 running water. All water supply outlets shall be pro- ram.Provision for interfacing with a strip chart recorder tested by approved vacuum breakers. or other device for generating•permanent record shall be provided. d) An adequate electrical supply for operation of instru-' moats and mechanical needs shall be provided.The cer• h► A readout system for atomic absorption shall have a Ciliation officer may require verification from an response time capable of measuring the atomic absorp- official inspector or other qualified person that the lion signal generated and shall include the capability to laboratory meets local and national electrical codes detect positive interference on the signal from intense non-specific absorption.In furnace analysts,a strip chart a) All electrical outlets shall be properly grounded. recorder shall be used for verification of adequate back- ground correction if a CRT video readout or hard copy f) Instruments shall be properly grounded with an internal plotter is not available. The strip chart recorder shall or external regulated power supply available to each have a recorder width of at least 25 cm. a full scale instrument. response time of 0.5 seconds or leas, a 10- or 100• m\' r . 5 input to match the instrument.and variable chart speeds I) A conductivity meter and cell combination. suitable tor r of at least.5 to 6 cm/min or equivalent. checking distilled water quality. shall be readable In ohms or mhos,and have•range of up to'2.5 megohm cm i) A gas chromatograph shall be a commercial or custom resistivity(conductivity down to 0.4 micromhos/cm -. I designed gas chromatograph with a column oven capable percent. The conductivity meter may be either line of isothermal temperature control to at least 210° + • bench or battery/portable operated. 0.2°C. Additional accessories and specifications are listed below by methodology. m) A drying oven shall be a gravity or mechanical convec- tion unit with a selectable temperature control from 7 It For chlorinated hydrocarbons.the gas chromatograph room temperature to 180°C or higher shall be equipped with a glass lined injection port suitable for chlorinated hydrocarbon pesticides with a n) A desiccator shall be a glass or plastic model.depending minimum of decomposition.and equipped with either upon the particular application. an electron capture. microcoulometric titration. or 7 electrolytic conductivity detector. o) A hot plate may be a large or small unit and shall have a selectable temperature control for safe heatine of 2) For chlorophenoxys. the gas chromatograph shall be laboratory reagents. equipped with a glass lined injection port and either an electron capture. microcoulometric titration, or A refrigerator used for storage of organics and (lemma• electolytic conductivity detector. ble materials shell be an "explosion proof' type For storage of organics and flammable materials when 3) For trihalomethanes by purge and trap, the gas refrigeration is not required.an explosion proof cabinet chromate raph shall be temperature programmable dull be provided.A refrigerator for the general storage from 45 to 220°C. at rates specified in the of aqueous regents and samples may be a standard methodology and equipped with either kitchen type domestic refrigerator. microcoulometric titration or electrolytic conduc- tivity detector. q) Glassware which is used for purposes that may sub)ect:: 7 to damage from heat or chemicals shall be of borostlica to 4► For trihalomethanes by liquid liquid extraction, the glass.All volumetric glassware shall be Class A.deno■• gas chromatograph shall be equipped with a ing that it meets Federal Specifications and need no: it linearized tfrequency modulated) electron capture calibrated before use. .detector. r) A stirred water bath shall provide from ambient tem- 5) For trihalomethanes by gas chromatography/mass perature up to 100°C(with gable lid). spectrometry. the gas chromatograph shall be tam- perature programmable from 45 to 220°C at rates (Sourer: Amended at 7 1(L Reg. 13523, effective September 28. specified in the methodology and interfaced to the 1983.) mass spectrometer with an all glass enrichment device and an all glass transfer line. Section 185.225 General Laboratory Practices 7 i j) A recorder far gas chromatography shall be•a strip chart a)' All prepackaged kit methods,other than the DPD Col- zec der with a recorder width of at Iwt 2b em,a full orimetric Test Kit,are considered alternative analytical scale response time of 1 second or less,a 1-mV (-0.05 to techniques and may be substituted only if approved in ' 1.05)signal to match the instrument.and variable chart accordance with 40 CFR 14127 (1982). E speeds with a range of at least.6 to 5 cm/min or equiva- lent.Computer generated chromatograms are acceptable bl A laboratory utilizing visual comparison devices shall where a record of the data is required. calibrate the standards incorporated into such devices at least every six months.These calibrations shall be docu- k) A mass spectrometer for trihalomethanes by gas mented. Preparation of temporary and permanent type chromatography/mass spectrometry shall include an visual standards shall be in accordance with the Color- interfaced data system to acquire.store.reduce and out- Visual Comparison Method, "Standard Methods for the put mass spectral data.The data system shall be equip- Ezamination of Water and Wastewater,• 14th Edition. ped with software to acquire and manipulate data for (Washington.D.C., only a few ions that were selected as characteristic of 1976), pp. 64-66 and the Turbon,(W isual Methods, trihtale American Public Health Association,metbariessnd the internal standard for surrogate "Standard Methods for the Examination of Water and compound). Mass spectral data shall be obtained with Wastewater," 14th Edition, American Public Health electron-impact ionization at a nominal electron energy Association. (Washington, D.C., 1976), pp. 135-137. By • of 70 eV. The mass spectrometer shall meet all of the comparing standards and plotting such a comparison on following criteria when 50 ng or less of p•pro graph paper, a correction factor shall be derived and mofluorobensene is introduced into the gas applied to all future results obtained on the now cub• chromatograph: heated re ted apparatus until it is calibrated. p-BROMOFLUOROBENZENE KEY IONS c) Prior to tae, all glassware shall be washed in a warm AND ION ABUNDANCE CRITERIA detergent solution and thoroughly rinsed, first in tap water and then in distilled or deionised water. This MASS ION ABUNDANCE CRITERIA cleaning procedure is sufficient for most analytical needs, but the procedures specified for individual 6. parameters shall be referred to for more elaborate pre- 50 15 to 40%of mass 95 cautions to be taken against contamination of glassware. 75 30 to 60%of mass 95 A separate set of glassware shall be maintained for the Pe 95 base peak.100%relative abundance nitrate,mercury,and lead procedures due to the poten- 96 5 to 9%of mass 95 tiality for contamination from the laboratory environ- 173 less than 2%of mass 174 went. All glassware used in organic chemical analyses 174 greater than 50%of mass 95 shall have a final rinse with nanograde acetone or Its 7 176 5 to 9%of mass 174 equivalent and shall be air dried in an area free of 176 96 to 100% mass 174 organic contamination. 177 5 to 9%of mass 176 d) Distilled or deionised water shall have resistivity values of at least 0.5 megohm cm (conductivity less than 2.0 6 micromho&em' at 25°C. Laboratories are advised to informal buffs, potential safety problems observed dur- ing request a list of quality specifi...tiora for any water ing on-site visits. purchased.The quality of the distilled or demised water shall be maintained by protecting it from the (Source: Amended at 7 111. Reg. 13523, efeetine September 28. r atmosphere.Quality checks of the distilled or deionised water shall be made at least once each shift and docu- mented. Section 183.230 Methodology and Required Equipment e) Reagents used for chemical analyses shall be of a quality Minimum equipment requirements.methodology.and references at least equal to the grade recommended in the applica for individual parameters shall be as provided in Appendix A of ble analytical procedure reference. this Part 183. Section 183.235 Sample Collecting,Handling and r fl Other than the specific requirements set forth in these preservation rules and regulations.laboratory safety practices arc not considered an aspect of laboratory certification. The following standards for container types. preservatives,and However, certification officers may point out, on an holding time shall be met for each individual parameter": Paeainstera Preeervativeb Containers Maximum Holding Timed Arsenic Cone HNO3 to pH leas than 2f P or G t+months r Barium Cone HNO3 to pH less than 2 P or G o months• Cadmium Cone HNO3 to pH less than 2 P or G a m.•nths Chromium Cone HNO3 to pH less than 2 P or G 6 months Lead Cone HNO3 to pH less than 2 P or G 6 months Mercury Add 20 ml per liter of sample of G 3$days a solution of 2.5%potassium P 14 dal s dichromate in 1:1 HNO3 Nitrate Cone H2SO4 to pH less than 2 P or G 14 days rSelenium Cone HNO3 to pH less than 2 P or G 6 months Silver Conc HNO3 to pH less than 2 P or C 6 months r , Fluoride None P or G 1 month Chlorinated Refrigerate at 4°C as soon as G with foil or 14 da.=' hydrocarbons possible afu r collection Teflon lined cap Chloropheno:ys Refrigerate at 4°C as soon G with foil or 7 days' as possible alter collection Teflon-lined cap Cyanide Add NaOH to pH greater than 12 P or G 24 hours refrigerate& keep in dark Trihalomethanes 0.008% NA2S4O3 Refrigerate at G with foil or 14 days r 4°C as soon as possible after collection Teflon lined cap A11<alinity Refigrate at 4''C as soon as P or G 14 days possible after collection Calcium Cone HNO3 to pH less than 2 P or C 6 months Copper Cone HNO3 to pH less than 2 P or C 6 months r Hydrogen ion 1pH) None P or G 2 hours iron Cone HNO3 to pH less than 2 P or C 6 months r Manganese Cone HNO3 to pH lea a than.2 P or G 6 months Sodium Cone HNO3 to pH less than 2 P or G 6 months Total dissolved Refrigerate at 4°C as soon P or C 14 days (filterable)residue possible after collection Zinc Cone HNO3 to pH less than 2 P or G 6 months_._ r NOTES: a. If a laboratory has no Control over these factors the laboratory director must reject any samples not meeting these criteria and so notify the authority requesting the analyses. r b. The following procedure shall be utilized if the concentrated acid specified for preservation cannot be used because of shipping restrictions:11)the sample shall be initially preserved by icing and immediately shipped to the laboratory: t21 upon receipt in the laboratory.the sample shall be acidified with the concentrated acid specified for preservation to pH less than 2:and 13.at the time of analysis the sample container shall be thoroughly rinsed with a 1:1 solution of the same type of acid atio water r .. with the washings being added to the sample. c. P = Plastic,hard or soft;G = Glass.hard or soft. d. In all cases.samples should be analyzed as soon after collection as possible. e. Well-stoppered and refrigerated extracts can be held up to 30 days. f. Nitric acid is a negative interference if arsenic is determined by the spectrophotometrtc method. (Source:Amended of 7 111. Reg. 13523, ef/ecttee September 28. 1983.) F Section 183.240 Quality Control 1) After a standard reagent curve composed of a minimum of a reagent blank and three standards hay been prepared. subsequent standard curves shall he a1 A written description of the current laboratory quality verified by use of at least a reagent blank and one control program shall be maintained and made available standard at or near the maximum allowabie con to analysts in an area of the laboratory where analytical centration.Daily checks must be within.10 percent work takes place. A record of analytical quality control of original curve;and tests and quality control checks on materials and equip- ment shall be prepared and retained for 5 years. i 2) If 20 or more samples per day are analyzed.working standard curve shall be verified by running an add. bt A laboratory manual containing complete written tional standard at or near the maximum allowable instructions for each parameter for which the laboratory concentration every 20 samples.Daily checks must he is certified shall be maintained and made available to within 4. 10 percent of original curve. r_ analysts in an area of the laboratory where analytical work takes place. k) The following quality control procedures shall be utilized by the laboratory for organic parameters. c) A laboratory shall analyze unknown performance evaluation samples provided by the Agency so that 1) For each day on which pesticide or phenoxyacid results proving satisfactory precision and accuracy. as analyses are initiated. or trihalomethane reagent specified in Section 183.140.are submitted to the Agency water is prepared,a laboratory method blank shall be once per year for the parameters for which the laborato• analyzed with the same procedures used to analyze ry is certified. When performance evaluation sample samples; results indicate technical error,the Agency will provide appropriate technical assistance.and followup perform- 2) A minimum of three calibration standards shall be ance evaluation samples shall be analyzed by the analyzed each day, except that a minimum of one lab��y, calibration standard per day is sufficient if the laboratory can demonstrate that the instrument dl A current service contract shall be in effect on all response is linear through the origin and the response analytical balances. of the standard is within ,. 15 percent of previous calibrations; el Standardized Class"S"weights shall be available at the laboratory to make periodic checks on balances. 3) A field blank for trihalomethanes shall be analyzed with each sample set and resampling shall be done if f) At least one thermometer certified by the National reportable levels of trihalomethanes are found to E Bureau of Standards tor one of equivalent accuracy) have contaminated the field blank. shall be available to check thermometers in ovens,etc. 4) Analysis of 10 percent of all samples fo, g) Color standards or their equivalent shall be available to trihalomethanes shall be done in duplicate. with a verify wavelength settings on spectrophotometers. continuing record of results and subsequent actions maintained; h) Chemicals shall be dated upon receipt of shipment and replaced as needed or,if earlier,before shelf life has been 5) A known trihalomethane laboratory control standard exceeded. shall be analyzed each day.so that if errors exceed 20 • percent of the true value all trihalomethane result:. it A laboratory should conduct analyses on known since the previous successful test are to Is•coustdete, reference samples once per quarter for the parameters suspect; measured. 61 Each time the trihalomethane analytical system j) The following quality control procedures shall be utilized undergoes a major modification or prolonged period of by the laboratory for inorganic parameters: inactivity, the precision of the system shall he s rdemonstrated by the analysis of replicate laboratory f) Date of sample analysis; control standards; g) Name of the persona and designation of the laboratory 7) Laboratories that analyze for trihalomethanes by responsible for performing the anaysis: liquid/liquid extraction shall demonstrate that raw source oaten do not contain interferenta under the h) Designation of the analytical techniques or method used. chromatographic conditions selected;and and r 8) If a mass spectrometer detector is used for i) Results of the analysis. trihalomethane analysis, the mass spectrometer performance tests described in Section 183.220(k) using p-bromofluorobenzene shall be conducted once r during each 8-hour work shift, with records of satisfactory performance and corrective action main- Section 183.250 Free Chlorine Residua and Turbidity tai a) Free and total chlorine residual messuremrnts do not need to be done in certified laboratories.but may be per I► The following quality control procedures shall be utilized formed by any persons if such persons adhere to t Inc• by the laboratory for both inorganic and organic following standards in their analyses: parameters: 1) Samples shall not be preserved for later analysts.Ali 1) At least one duplicate sample shall be run every 10 analyses shall be made as soon as practicable.but no samples,or with each set of samples,to verify preci- later than one hour after sample collection: sin of the method; 2) Plastic or glass containers shall be used for sample 2) Standard deviation shall be calculated and docn- collection; mented, as described in "Handbook for Analytical Quality Control in Water and Wastewater Laborato- 3) A DPD Calorimetric Teat Kit.or a sp. •trophotometer. ries"(EPA 600/4-79-019),1979,U.S.Environmental or a photometer shall be available: and Protection Agency,Office of Research and Develop- . meat,Cincinnati,Ohio 45268,for all measurements 4) The DPD Colorimetric Method specified in"Standard conducted;and Methods for the Examination cif Water and Wastewater." 13th Edition.American Public Health 3) Quality control charts or a tabulation of mean and Association. (New York. New York. 19711, pp. 129 standard deviation shall be used to docu• .ent accept- ability of data. as described in "H iedbook for Analytical Quality Control in Water and Wastewater b) Turbidity measurements do not need to he done to cer• Laboratories," (EPA 600/4.79.0191. 1979, U.S. tilted laboratories.but may be performed by any persons Environmental Protection Agency.Office of Research approved by the Agency in accordance with Technical and Development,Cincinnati.Ohio 45268.on a daily Policy Statement 309(B)(2)of the Illinois Envtronnten basis. tel Protection Agency. Division of Public Water Sup- .Moer: Amended at 7 IlL Reg. 19523, effective September 28, plies their a alc6 Pis adhere to the following standards in Mower: 196.3.1 Section 183.345 Record Maintenance 1) Samples shall not be preserved for later analysts.All analyses shall be made as soon as practicable.but no later than one hour after sample collection: E Records of chemical analyses shall be kept by the laboratory for not less than one year.Since public water supplies are required 2) Plastic or glass containers shall be used for sample by 35 III.Adm.Code 607.106(prior to codification Rule 310(C)of collection; - the Illinois Pollution.Control Board Rules and Regulations. Chapter 6:Public Water Supply)to maintain records of chemical 3) A nephelometer shall be available: analyses for not less than 10 years.laboratories which maintain records for less than 10 years may wish to give records of 4) The Nephelometric Method specified in "Standard analyses performed to the appropriate public water supplies Methods for the Examination of Water and instead of destroying such records. The disposal of all records Wastewater". 13th Edition.American Public Health subject to the Local Records Act (Ill.Rev.Stat. 1981. ch. 116. Association. (New York. New York. 1971). pp 35n pars.43.101 et seq.m must be in accordance with the provisions of 353 or in"Methods for Chemical Analysis of Water that Act. Enforcement data. which includes all raw dew. and Wastes." United States Environmental ('rotor calculations,quality,control data and reports. shall be kept for Lion Agency. Office of Technology Transfer. r three years. Actual laboratory reports may be kept. However, Washington.D.C.20460.(1974),pp.'295.2!)x.shall Ito data, with the exception of compliance check samples. as utilized:and detailed in 40 CFR 141.33(b/,may be transferred to tabular sum manes which shall include the following informatie.. a) Date,place.and time of sampling; b) Name of person who collected the sample; Section 183.255 Action Response to Laboratory Results r c) Identification of the sample origin,such as routine dis- tribution When laboratory results indicate that a maximum allowable system sample• check sample. raw or process concentration of any parameter has been exceeded by a public water sample,or other special purpose sample; water supply,the requesting facility shall be notified as soon as possible,but in any event within 48 hours,of the unsatisfactory d. Date of receipt of sample: sample result. e' Records necessary to establish chain-of-custody of the (Scam: Amended at 7 ILL Reg. 13523. effective September 2/i. sample; 19831 r SUBPART C: MICROBIOLOGICAL ANALYSES OF Section 183.315 Physical Facilities PUBLIC WATER SUPPLY SAMPLES The laboratory's physical facilities shall meet the follnwir: Section 183.905 Scope and Applicability specifications: r This Subpart C establishes standards applicable to environmen- tal a► A minimum of 150 square feet of floor spoor shall ne 1.,! laboratories involved in microbiological analyses of samples vided for each analyst. of water from public water supplies and their sources. b) Floors shall be covered with asphalt tile.vinyl.concrett Section 183.310 Personnel or other impervious, washable surface: which can r, easily maintained. a) The laboratory director shall be a person holding a minimum of a bachelor's degree in natural or physical c) Ample floor space shall be available for stationary equip. sciences with at least 24 semester hours in chemistry or merit such as autoclaves. incubators. and hot-ail microbiology or both,and shall have had a minimum of sterilization ovens.Storage space that IS tree of d::::.. three years experience in an environmental laboratory. insects shall be provided for the protection of c+a..6w3--. The laboratory director shall be either a full-time media,and portable equipment. employee or a consultant. d) Laboratories analyzing potable waters. non•potai,. � b► The laboratory supervisor shall be a person holding n source and recreation waters, and sew•a2e minimum of a bachelor's degree in microbiology.biology, microbiological methods shall have at least two separate chemistry, or a closely related field. In addition, the rooms la room for potable water,non-potable source and laboratory supervisor shall have had a minimum of one recreation wagers;and a room for sewage:. year of bench experience in an environmental laboratory in the area of analytical responsibility and shall c) A separate area for preparation and sterilization of demonstrate ability to properly perform representative media, glassware, and equipment shall be provided test procedures under his or her supervision while under Laboratories of water or sewage treatment plants that by the certification officer. However, only serve a population of 30000 or less may carry out these the requirements specified in Section 183.310tcl shall be activities in the same room(s) as used for microhiolocr. required for a laboratory supervisor employed by water provided all activities of this nature are carried on in or sewage treatment plants that serve communities with special area of the roomis). a population of 30.000 or less. A laboratory supervisor shall be a full-time employee. ft Walls and ceilings shall be covered with waterproof paint, enamel. ceramic tile, or other surface material c) An analyst is a person who performs microbiological ' that provides a smooth finish which is easily cleaned and analyses on waters,has a minimum of a high school di- ploma in academic or laboratory oriented vocational courses and has had a minimum of three months g) A minimum of 6 linear feet of useable bench space.free experience in a microbiological analytical laboratory.In of equipment,shall be provided for each analyst. addition,an analyst shall demonstrate ability to proper- ly perform representative test procedures with which he or she is involved while under observation by the sere b) Bench tops shall be stainless steel,epoxy plastic,or other smooth impervious material which is inert, corrosion tification officer,and shall have satisfactory results in resistant,has a minimum number of seams.and is level. the split water sample program.Analysts shall be under the direct supervision of the laboratory supervisor. i) Laboratory lighting shall be even and provide a minimum of 100 footcandle light intensity at all working d► Support personnel are persons who have had a minimum surfaces. of 30 days on-the-job training in areas of responsibility. Support personnel shall be under the supervision of the 1) The laboratory shall include a sink with hot and cold laboratory supervisor and shall demonstrate ability to, running wafer. All water supply outlets shall he pis• properly perform representative test procedures with tected by approved vacuum breakers. which he or she is involved while under observation by the certification officer.if requested to do so. k) Laboratories shall be well ventilated and free of dusts. drafts. and extreme temperature changes. Central air. el A person who.as of July 1.1979.is serving in an environ- conditioning is recommended to reduce contamination. mental laboratory in any capacity as defined in Section permit more stable operation of incubators,and decrease 183.310(a-c)and does not meet the educational require- moisture problems with media and analytical balances. meats or experience requirements or both for said poisi• The temperature within the laboratory shall be maiis- Lion may be recommended to continue to serve in said tained at between 60°and 80°F. position by the certification officer. In recommending that an existing laboratory director, laboratory super- I) An adequate electrical supply for operation of instru- visor,or analyst continue to serve in that position, the meats and mechanical needs shall be provided.'f he cc: certification officer shall take into account the following tification officer may require verification from an factors: official inspector or other qualified person that the laboratory meets local and national electrical codes. 1) Length of experience as an offset for not meeting educational requirements; m) All electrical outlets shall he properly grounded. 2) Extent of education as an offset for not meeting n) Instruments shall be properly grounded with an internal ex7erience requirements:and or external regulated power supply available t•. each instrument. :l• For analysts,demonstration of ability to properly per- form representative test procedures with which he or of All plumbing shall meet local and state.otumii.n1 a eo.i.- she is involved while under observation by the sere The certification officer may require v:•rtfication trim, tification officer. an official inspector or other qualified person that Of laboratory meets such codes. rI ct p) The laboratory shall include a vacuum source if the following type: air or water jacketed incubator, rncuha analyses performed so require. for room. waterbath. or aluminum block incubator incubation units of the aluminum block type shall have q) The laboratory shall be located in an area sufficiently culture dishes and tubes that are snug fitting in the free from noise and vibrations to prevent interference block. with its functions. h) An ultraviolet sterilizer shall be free from radiation r) The laboratory shall have a readily available source of leaks and shall be UV efficiency tested quarterly n� laboratory pure water. described in "Microbiological Methods for Monitoring . the Environment:*U.S.Environmental Protect Agen cy. Environmental Monitoring and Support l.alw►rator . Environmental Research Center.Cincinnati.Ohio 452i es Section 183.320 Laboratory Equipment (EPA 600/8.78-017).December 1978.Proper eve prole, lion shall be available for users of the ultraviolet Only throe instruments that arc needs•: to analyse for the steriliser.The ultraviolet sterilizer shall not be used us:t parameters for which the laboratory is being certified are substitute for an autoclave. required. but those instruments shall meet the following minimum specifications. A labratory doing all the analyses it A hot plate may be a large or small unit and shall have a described in Section 183.335 shad have,or have access to,all of selectable temperature control for safe heating of the equipment listed in this Section with the minimum specifics- laboratory media and reagents. tans cited. jt A refrigerator shall maintain a temperature of between a) A top loading or trip pan balance shall be clean,not core 1°and 4.4°C and shall be equipped with a thermometer roded, and provided with appropriate weights of good located on the top shelf.The thermometer shall be grade- quality. ated in at least 1°C increments and the thermometer bulb shall be immersed in liquid. E 1) A torsion or trip pan balance used for weighing materials of 2 grams or more shall detect 100 mg of k) An agar-tempering water bath shall be of appropriate weight accurately at a 150 gram load. size for holding melted medium and shall be titer mostatically controlled at 450 + l°C r 2) An analytical balance used for weighing quantities of less than 2 grams shall be sensitive to 0.1 mg at a 10 11 The following standards shall apply to temperature gram monitoring devices: b) A magnetic stirrer shall be of variable speed. 120 volts. 1) Glass or metal thermometers shall be graduated in tie. and use be a equipped stirring bar.The magnetic stir- rer may be equipped with a heating element. 2) Glass or metal thermometers shall be graduated in no c) A pH meter shall have an accuracy of at least j 0.05 greater than 0.1° or 0.2°C units for use in 44.5°C units and a scale readability of at least±0.1 units.The waterbaths or aluminum block type incubators. pH meter may be either line/bench or battery/portable operated. 3) Continuous temperature recording devices shall he sensitive to at least 0.5°C when used on 35°C incuha d) A conductivity meter and cell combination,suitable for tors and shall be sensitive to at least 0.2°C when used checking distilled water quality, shall be readable in for 44.5°C waterbaths or aluminum block to p• ohms or mhos,and have a range of up to 2.5 megohm cm incubators. resistivity(conductivity down to 0.4 micromhos/cm)± 1 percent. The conductivity meter may be either line/ 41 An NBS certified thermometer.or one of equivalent bench or battery/portable operated. accuracy, shall be available for calibration use and shall be accompanied with its certifica papers and e) An autoclave shall be horizontal chambered and shall procedures for use. Unless otherwise specified in this meet all of the following specifications. Subpart B.all thermometers and tempentur•recur,) ing devices shall be calibrated against such certified 1) When observed during the operational cycle or when thermometer to within • 1.0°C I • 1.8°F. time-temperature charts are read,the autoclave shall be in good operating condition; 51 Each laboratory shall have a maximum registering thermometer in the range of 200° to 401)"F tats" to 2) An operating safety valve shall be included: 200°Ci graduated in increments no greater than "F (1oct. 31 Separate temperature and pressure gauges shall be E ioeated on the e:aaust side. 61 Each laboratory shall use separate thermometers Go determining the temperatures of waterbaths. oven._ 41 The autoclave shall reach and maintain a tem- autoclaves.samples.refrigerators.storage areas.etc perature of 121°C during the sterilization cycle,and no more than 45 minutes shall be required for a corn- 7) The liquid column of glass thermometers shall have r plate cycle of carbohydrate media:and no separations. 5u Depressurization shall not produce gas bubbles in fer• m) Optical counting equipment shall include a low power mentation media. magnification device of the dissecting or stereo microscope type'with a magnification power of In to 15 f A hot-air sterilization oven shall operate at a minimum diameters, and an external fluorescent light source tor of 175°C.shall be equipped with a thermometer inserted sheen discernment. through the top porthole or be equipped with a tem- perature recording device.and shall be equipped with a nu A mechanical hand tally shall be available for counting thermostatic control that will not allow the temperature colonies on membrane filters or agar pour plates. to deviate by more than _5°C from the temperature setting. ca Where metal loops are used. innoculation equipment shall have loops of 22 to 24 gauge Nichrome,chr►mel,or v An incubation unit shall maintain internal temperature platinum-iridium wire: with loop diamters M'at least :t of 35" _ 0.5°C or 44:r" = 0.26C and shall he of the mm. el Membrane filter equipment shall he non-leaking,uncor- g) Dilution bottles shall be of borosilicate glass or other cor- roded,and made of stainless steel.glass,or autoclavable rosion resistant glass, and shall be free of chips and plastic. Metal plating on membrane filter equipment cracks at the lip. A graduation level shall be distinctly shall not he worn so as to expose base metal. marked on the side of dilution bottles at 99 ml.Dilution bottle closures shall be plastic screw caps with leakproof qi Membrane filters shall be white, grid marked. 47 mm liners and shall not produce toxic substances during the diameter. with 0.45 micron pore size, and made from sterilization process. cellulose ester materials. Another pore size may be used if the manufacturer gives performance data equal to or hl Sample bottles shall be sterile. of plastic or hard glass. better than the(1.45 micron membrane filter. Membrane wide mouthed. and of at least 120 ml capacity. 5ampl.• filters shall be autoclavable or presterilized. bottle closures shall be glass stoppers or screw cap- (metal or plastic), capable of withstanding repeatec r' Absorbent pads shall be of uniform thickness to permit sterilization,with leakproof liners.and shail not procure 1.8 to 2.2 ml media absorption and shall be autoclavable toxic substances during the sterilization process. Meta or presterilized. Filter paper shall be free from growth caps with exposed bare metal on the inside shall not be inhibitory substances. used. s) Forceps used to handle membrane filters and absorbent Section 183.330 General Laboratory Practices pads shall have a round tip without corrugations. a) The following standards shall apply to sterilization pro. (Source.: Amended of 7 11L Reg. 13523. effective September 28, cedures: 1983.) 1) Autoclaving of the following items shall be carried Section 183.325 Laboratory Glassware.Plastic Ware,and out at 121' ± 1°C for the durations specified below• Metal Utensils The following standards shall apply to glassware, plastic ware, and metal utensils used in the laboratory Minimum duration Item of autoclaving :ii Except for disposable plastu-ware.items shall be resist- ant to effects of corrosion. high temperature. and Membrane filters and pads I0 minutes vigorous cleaning operations. Metal utensils made of stainless steel are preferred. Plastic items shall be of clear,inert,non-toxic material and shall retain accurate Carbohydrate-containing media 12-15 minutes graduations or calibration marks after repeated auto- (lauryl tryptose.brilliant green r chairing.Glassware which is used for purposes that may lactose bile broth,etc.) subject it to damage from heat or chemicals shall be of borailicate glass. All glassware shall be free of chips. Contaminated materials and 30 minutes cracks. or excessive etching. All volumetric glassware discarded tests 1 shall be Class A. denoting that it meets Federal Specifications and need not be calibrated before use. Membrane filter assemblies 30 minutes b► Media preparation utensils shall be of borosilicate glass lapped),sample collection or stainless steel, and shall be clean and free from bottles(empty),and individual foreign residues or dried medium. glassware items c► Pipets shall meet the specifications set forth in "Stan- Rinse water volumes of 500 ml 45 minutes dard Methods for the Examination of Water and to 1000 nil Wastewater." 14th Edition. American Public Health Association.(Washington.P.C.. 197th .p.882.Containers Rinse water volumes Time adjusted for for glass pipets shall be of either stainless steel or in excess of 1000 ml volume:check for sterility aluminum. Pipets used for measuring 10 ml samples or -y less shall be sterile and of glass or plastic. Opened packages of sterile disposable pipets shall be securely Dilution water blanks 30 minutes resealed between uses. d) Sterile graduated cylinders with legible graduation 2) The maximum elapsed time for exposure of ear- marks shall be used for measurement of samples larger bohydrate-containing media to any heat (from the than 10 ml.except that membrane filter funnels marked tune of closing the loaded autoclave to unloading 1 to within an accuracy of± 2.5%, may be used in lieu shall be 45 minutes. thereof. r 3) Membrane filter assemblies shall be sterilized be. e) Culture dishes shall be sterile and shall be of the tight or tween each sample filtration series.A filtration series lose-lid plastic. or loose-lid glass type. In addition, ends when 30 minutes or more have elapsed between culture dishes shall be of 100 mm x 15 mm or 80 mm x sample filtrations. A UV sterilizer or boiling water r 15 mm size:and shall be clear,flat bottomed,and free may be used on membrane filter assemblies for at from bubbles or scratches or both.Containers for culture least 2 minutes to prevent bacterial carry-over he dishes shall be of aluminum or stainless steel:or culture tween sample filtrations, but shall not be used as a dishes shall be wrapped in heavy aluminum foil or char substitute for autoclaving between sample filtration !NI resistant paper.Open packages of sterile disposal culture series. dishes shall be securely resealed between uses. _. 4) Dried glassware to be sterilized in a hot-air sterilizing f) Culture tubes shall be of borosilicate glass or other corro- oven shall be kept at 175°±5°C for at least 2 hours. sion resistant glass,and shall be of sufficient size to con- Pi tain culture medium, as well as the sample portions bl Laboratory pure water, which may be distilled. iii employed, without being more than three-fourths full. deionized,or other processed water.shall meet the stan- Culture tube closures shall be snug fitting stainless steel dards set forth in Section 183.345. Only water deter- or plastic caps,or loose fitting aluminum caps.or plastic mined to be laboratory pure water shall be used for per- t screw caps with non-toxic liners. forming bacteriological analyses._. . 12 r 10)Ampuled media such as M-Endo broad and MFL'in c► Rinse and dilution water shall be prepared in the follow- broth may be used in emergences ing manner: laboratories analyzing fewer than 30 microbiological from public water supplies per month. pre 1) Prepare a phosphate buffer solution of potassium samples prepared in a dihydrogen phosphate (KH22PO4) with laboratory video the ampuled media has been preps pure water as specified in"daiandsrd Methods for the microbiological water laboratory certified by the regulatory agency having responsibility for Whereto. Examination of Water and Wastewater." 14th Edi- certification in the States where ampuled media is lion, American Public Health Association, t�' (Washington.D.C., 1976),p.892. manufactured. • (Sour+ce: Amended at 7 III. Reg. 13523. effective September 2'.. r 21 The phosphate buffer solution shall be autoclaved or filter sterilised. labeled, dated, and stored at 1° to 1983.) 4.4°C. Section 181.635 Methodology r31 The stored phosphate buffer solution shall be free of as ified in the listed turbidity. a) The following methodology. P� references•shall be followed for individual parameters. r 4) Rinse and dilution water shall be prepared by adding rences MAW 1.25 ml of stock phosphate buffer solution per liter of Ty pe of Parameter Methodology Refe Refs ao.► laboratory pure water, and shall have a final pH of water 7.2±02. t Standard total 916.919 5) When preparing rinse and dilution water. laborato- Potable Total coliforms coliform MPN ries analysing non-potable waters may use (nag- testab nesium sulfate as specified in"Standard Methods for the Examination of Water and Wastewater." 14th Standard .t+ q r Edition. American Public Health Association. Potable Total andard total 9-.35 (Washington, D.C., 1976). p. 892. or magnesium eolifoett+s coliform mem- chloride as specified in"Micriobiological Methods for brane filter - Monitoring the Environment". U. S. Environmental procedure Protection Agency. (EPA 600114-78-0171. December 1978,in addition to the stock phosphate buffer seta Ntm Fecal Fecal coliformo 922 lion. potable coliforms MPN procedure PP dl The following minimum standards shall be net for Non- Fecal Multiple-tube 943-944 tito storing and preparing media: potable strepto• technic cones) 1) Laboratories shall use commercial dehydrated media for routine bacteriological procedures as quality con Non- Fecal Fecal coliform 937.939 trot measures. potable conforms membrane filter 2) All media shall be prepared according to the media procedure specifications of"Standard Methods for the Examina- tion of Water and Wastewater." 14th Edition. Non- Fecal Membrane filter 944.946 American Public Health Association (Washington. potable etrepto- technic D.C., 1976).p.892.902. coccal 3) Dehydrated media containers shall 1: kept tightly Potable o Bacterial Standard platy 9uK-91 a and bare total count S cant closed and stored in a coot.dry location.Uncolored or caked dehydrated media shall not be used. potable 4) All water used shall be laboratory pure water. NOTE$: —'--5) Dissolution of the media shall be completed before dispensing to culture tubes or bottles. a. "Standard Methods for the Leaminatudn of Water and Wastewater." 14th Edition.American Public Ilea lth Aeueet•t.e 6) Membrane filter broths and agar media shall be tion. (Washington.D.C.. 19761. heated in a boiling water bath until completely dis- solved b. Excluding the gram-stain technic. r 7) Membrane filter broths shall be stored and refriger• b) The membrane filter procedure is preferred for the free longer than hours in a refrigerator,and to use.Membrane analysis of potable waters,because it permits analysis of filter agar media shall ll be stored d in d large sample volumes in reduced analysis time. The used within two weeks after preparation. membranes should show good colony development diver 8) Most probable number(MPN) media,when prepared the entire surface.The golden green metallic sheen col in tubes with loose-fitting caps.shall be used within onies should be counted and recorded as the coliform den one week after preparation. If MPN media are pity per 100 ml of water sample. r refrigerated after sterilisation. they shall be incu- bated overnight at 35°C to confirm usability.Tubes of c) The following requirements for reporting any problems MPN media showing growth or gas bubbles shall be with membrane filter results shall be observed: discarded. 11 Confluent growth.with or without discrete sheen col L 9) MPN media in screw cap containers may be held up to onies covering the entire filtration area of the three months, provided the media are stored in the membrane shall be reported as"confluent growth per dark and evaporation does not exceed 0.5 ml per 10 ml 100 ml.with for without/coliforms.'and a new sam total volume. • ple requested. • 2) If the total number of bacterial colonies cannot be g) The following information shall be added to the sample accurately counted because the colonies on the report form when the sample is delivered to the labor:tti, membrane are too numerous (usually greater than n•: 200 total colonies),not sufficiently distinct•or both; results shall be reported as"TNTC(too numerous to 1) Date and time of sample arrival: anc tr count)per 100 ml.with(or without)coliforms."and a new sample requested. 2) Name or initials of the person nt:en�tnw Inc arm r,- for the laboratory. 3) If the membrane exhibits confluent growth and the number of bacterial colonies cannot be accurately h► Records necessary to establish chain-of-custody of the counted (TNTC). a new sample shall be requested. samples shall be maintained. When the new sample is analyzed, the sample volumes filtered shall be adjusted to apply the i► Samples delivered by collectors to the laboratory shall be membrane filter procedure:otherwise. the hIPN pro- analyzed on the day of arrival and no later than 48 hour, cedure shall be used. after collection (preferably within 30 hours after collet tion'. 4) If the laboratory has elected to use the MPN test on water supplies that have a continued history of con- j► Where it is necessary to send water samples by mail.bu> fluent growth and bacterial colonies that cannot be United Parcel Service.courier service.or private shipper accurately counted.all presumptive tubes with heavy elapsed time between sampling and analyse:shou:a n' 7 growth without gas production shall be submitted to exceed 30 hours. Without exception. sample- arriv:r.. the confirmed MPN test to check for the suppression more than 48 hours after collection shall tic reiu-ec a-c= of coliforms. A count shall be adjusted based upon new sample requested. confirmation and a new sample requested.This pro- _ cedure shall be carried out on one sample from each k) Samples of potable water for standard plate count problem water supply once every three months. analysis shall be refrigerated and delivered to tr.t laboratory within 6 hours after collection Section 163.340 Sample Collecting.Handling and Preservation Section 183.345 Standards for Laboratory Pure Water When the laboratory has been delegated responsibility for sam- ' pie collecting• handling. and preservation. there shall be strict The following standards shall apply to all laboratory pure water. adherence to correct sampling procedures. complete identifica- tion of the sample. and prompt transfer of the sample to the at Laboratory pure water shall have these characteristics: laboratory as specified in"Standard Methods for the Examine. tion of Water and Wastewater." 14th Edition.American Public Property 'value Health Association. (Washington. D.C.. 1976). pp. 904.907. In addition,the following standards for sample collecting.handling. and preservation of potable water samples shall be met: pH 5.5.7.5 a) In order for the sample to be representative of the pota Conductivity Less than 5.0 mieromhos/cm ble water system, the sampling Program shall include (resistivity greater than 0.2 examination of the finished water at selected sites that meohm cm) ± 1 percent at systematically cover the distribution network. 25°C rt b) Minimum sampling frequency shall be as specified in 35 Trace metals: Ill.Adm.Code 605.102 tenor to codificatirn Table Ill of the Illinois Pollution Control Board Rule: and Reguls• Individual metals Less than or equal to 0.05 mg I tions.Chapter 6: Public Water Supple I. Total metals Less than or equal to 1 mg I c) Water shall be sampled from cold water taps that are free of aerators.strainers. hose attachments.and water Test for bactericidal Ratio of 0.8 to 3A) purification devices.Prior to sampling.a steady flow of distilled water El water shall be maintained from the tap for 2 t o 3 minutes to clear the service line. Free chlorine residual None d) The sample bottle shall be filled allowing at least one Standard late count Less than 1.00OimI quarter inch of air space from the top to provide space for P mixing. A minimum sample volume of lOG ml shall be collected. e► The sample report form shall be completed immediately after collecting the sample and shall contain complete information as specified in the "Sample Collector's b) Laboratory pure water shall be analyzed annually by the Handbook." Illinois Environmental Protection Agency. test for bacteriological quality of distilled water as (October 1978),pp.IA-6 through IA-11. specified in"Standard Methods for the Examination of Water and Wastewater."14th Edition.American Public 11 Sample bottles shall be of at least 120 ml capacity,of Health Association. (Washington. D.C.. 1976/. pp. 888• Motile plastic or hard glass, wide mouthed with glass 891.Only satisfactorily tested water shall be used in pre- stopper or screw cap (metal or plastic).and capable of paring media.reagents.rinse.and dilution water. If the withstanding repeated sterilization. Metal caps with water tested does not meet the requirements.correctly. exposed bare metal on the inside shall not be used.When action shall be taken and the water retested samples are to be collected from chlorinated water sup- plies. sodium thiosulfate shall be added to the sample c/ Laboratory pure water shall be analyzed monthly for • bottles in an amount sufficient to provide an approxi- conductance. pH. chlorine residual. and standard plat). � mate concentration of 100 mg per liter of sample prior to count. Standard plate counts shall be performed :t, 4,- sterilization of the sample bottles.As an example.0.1 nil specified in "Standard Methods for the Examination of of a 10 percent sodium thiosulfate solution is required for Water and Wastewater." 14th Edition.American Public a 120 ml sample bottle. Health Association. 'Washington. D.C.. 1976'. pp. 90" Pi 913. If the water tested exceeds requirements for these of one or more positive confirmed tubes by MPN.t If properties,corrective action shall be taken and the water no positive tubes result from the potable water sam- retested. ple,the completed test except for gram staining shall be performed quarterly on at least one positive source d) Laboratory pure water shall not be in contact with heavy water. metals, and shall be analyzed initially and annually thereafter for trace metals(especially Pb.Cd.Cr.Cu.Ni. 4) When quality control samples are available, each and Zn). If the water tested exceeds requirements for approved analyst shall analyze at least one per year r . trace metals, corrective action shall be taken and the for the parameters measured. water retested. 51 When unknown performance evaluation samples are el The following quality control tests for standard plate available. each approved analyst shall analyze at count shall be utilised: least one per year for the parameters measured.When performance evaluation sample results indicate tech 1) Sterility controls shall be poured for each bottle of . nical error.the Agency will provide appropriate tech sterile.melted.tempered medium used. nical assistance, and followup performance evalu:t tion samples shall be analyzed by the laboratory. 2) Sterility of pipets and petri dishes shall be deter. mined. 61 Each approved analyst shall monthly verify fecal co Worm analyses by picking at least 10 isolated col- 3) Microbial density of the air during plating procedures owes from membranes containing typical blue ce'l- shall be determined for each series of samples plated. ones and transferring to laurel sulfate broth. The When 15 or more colonies appear on an exposed plate tubes shall be incubated at 35°�0.5°C for 24 and 4$ after • 15 minute exposure period and $8 hours of hours.and read for gas production.Growth from polo incubation at 35°C.corrective action shall be taken. tive tubes shall be transferred to EC broth and incu• bated at 44.5°±0.2°C for 24 hours.(has production on (Source: Amended at 7 11L Reg. 13523. effective September 28. EC broth verifies fecal coliform organisms. 1983.1 1 Each approved analyst shall monthly verify analyses Section 183.350 General Quality Control Procedures for fecal streptococci by picking at least 10 isolated pink to red colonies and transferring to brain heart a) A written description of the current laboratory quality infusion tBHI'agar and broth.The catalase test shall control program shall be maintained and made available be performed on 24 hour cultures that have been incu- to analysts in an area of the laboratory where analytical bated at 35° - 0.5°C.with catalase negative cultures work takes place.A record of analytical quality control 'possible fecal streptococci' transferred to 40 percent testa and quality control checks on media,materials.and bile BHI broth and incubated at 35°±0.5°C. Also. equipment shall be prepared and retained for a years. catalsse negative cultures shall be transferred to BM broth and incubated at 45°j,0.5°C.Growth at both bl A laboratory manual containing complete written temperatures verifies fecal streptococci. instructions for each parameter for which the laboratory is certified shall be maintained and made available to 8) If there is more than one analyst in the laboratory.at analysts in an area of the laboratory where analytical least once per month each analyst shall perform . work takes place. parallel analyses on at least one positive sample in order to compare performance between analysts c) The following minimum requirements shall apply to analytical quality control tests for general laboratory 9' The standards for laboratory pure water specified in practices and methodology: Section 183.345 shall be met. 1) At least 10 sheen or borderline sheen colonies shall be 'Sourer: Amended of ; Ill. Reg. 13523. c,i''tii ' Septe.:th•-• verified from each membrane containing 10 or more 1983• such colonies. (A positive sample for total coliform consists of one or more verified positive colonies by Section 183.353 Quality Control for Media.Equipment and All sheen or borderline sheen and Supplies colonies up to 10 on each membrane shall be verified. • Counts shall be adjusted based on verification. The The following minimum requirements shall apply to quality con verification procedure shall be conducted by trans• trol checks of laboratory media.equipment.and supplie s (erring growth from calmer into feting tr ptose broth(LTB'tubes and then trarsfemng growth from a' The pH meterts' shall be clean and calibrated each use gas-positive LTB cultures to brilliant green lactose period with pH 4 and pH 7.or pH i and pH 10 standard bile broth tBGLB' cubes. Colonies shall not be buffers. Each buffer aliquot shall be used only once transferred exclusively to BGLB because of the lower Commercial buffer solutions shall be dated on initial use recovery of stressed coliforms in this more selective medium. However. colonies may be transferred to b' Balances shall be calibrated at least annually aeon: LTB and BGLB simultaneously. If negative. LTB standardized Class"S"or"S•l"weighs and rechecked as tubes shall be reincubated • second day and con- required.firmed if gas is produced. c' Glass thermometers or continuous temperature record 2) A start and finish membrane filtration control test of ing devices for incubators shall be checked at least rinse water.medium.and supplies shall be conducted annually for accuracy and metal thermometers shall 1r• for EACH FILTRATION SERIES. If sterile controls checked at least quarterly for accuracy against an Nils indicate contamination.all data on samples affected certified thermometer.or one of equivalent accuracy shall be rejected and• request made for immediate re sampling of those waters involved in the laboratory d' Temperature in incubation equipment shall he recorded •trot• continuously by a temperature recording device or recorded twice daily tat times separated by at least -1 3) The MPN test shall be carried to completion.except hours' from in-place thermometers immersed in liquid for gram staining.on 10 percent of positive confirmed and placed on shelves.Temperature readings front walk samples.(A positive sample for total coliform consists in incubators with a continuous temperature reading device shall be supplemented by readings from in-place o) Lot numbers of membrane filters and date of reeespt thermometers placed on various shelves other than shall be recorded. where the recorder probe is located. p) Heat sensitive tapes, spore strips. or ampules shall 1N• e) Date, time, duration. and temperature of autoclaving used weekly along with a maximum registering ther shall be recorded continuously or recorded for each mometer to verify sterilization temperatures within sterilization cycle.A list of materials sterilized in each autoclaves and hot-air sterilizing ovens. A complete cycle shall also be maintained and shall be initialed by record of the results of heat sensitive tapes.spore strip- the personls) involved. or ampules, and maximum registering thermometers shall be maintained: and shall include the date. 1) Hot air oven(s) shall be equipped with a thermometer materials sterilized,and name of the persontst involved registering up to at least 180u .or with a temperature recording device.Date. time,duration,and temperature q) When media dispensing apparatus is used,the media pre shall be recorded for each sterilization cycle. A list of parer shall check the accuracy of dispensing with a grad materials sterilized in each cycle shall also be main- uated cylinder at the start of each volume change and tamed and shall be initialed by the person(s) involved. periodically throughout extended runt. g► Only membrane filters recommended for water analysis r) The refrigerator temperature shall be determined dad:. by the manufacturer shall be utilized. Manufacturer and the unit cleaned at least monthly Outdated data sheets containing information-as to lot number,ink materials in the refrigerator and freezer compartment- toxicity,recovery.retention.and absence of growth pro- shall be discarded. mating substances for membrane filters shall be entered into the laboratory's record system. a) Ultraviolet sterilization lamps shall be tested quarters.. by exposing agar spread plates containing 20o to 25- h) Washing processes shall provide clean glassware with no microorganimsms to the light for two minutes. If suer. stains or spotting. With initial use of a detergent or irradiation does not reduce the count of control plates o.. washing product and annually thereafter, the rinsing 99 percent. the lamps shall be replaced. Cleaning c•:* process with distilled or deionized water shall be ultraviolet sterilization lamps shall be done at lea demonstrated to provide glassware free of toxic material monthly by disconnecting the unit and cleaning the based on the Inhibitory Residue Test as specified in lamps with a soft cloth moistened with ethanol. "Standard Methods for the Examination of Water and • Wastewater." 14th Edition. American Public Health t) Water baths shall be cleaned at least monthly.The use of Association. (Washington.D.C.. 1976).p.885. distilled or deionized water for water baths is recom- mended. i) Each batch of clean,dried glassware or plastic ware shall be tested for residual alkaline or acid residue using u) It is recommended that microscopes be covered when not bromthymol blue indicator.If the results of the indicator in use,and that lens paper be used to clean optics and test are not within the desired color range of dark green stage after every use. to light blue. corrective action shall be taken by re- rinsing,then air drying and retesting. v) Media shall be used on a first in.first out basis.Records t shall be kept of the kind,amount,date received.and date j) At least one bottle per batch of sterilized sample bottles opened for bottles of media. Bottles of media shall be shall be checked for sterility by adding approximately 25 used within 6 months after opening.except that media ml of sterile non-selective broth media to each bottle. stored in•desiccator may be used up to one year after The bottle shall be capped and rotated so that the broth opening. It is recommended that media be ordered in comes in contact with all surfaces and shall be incubated quantities to last no longer than one year. and that at 35°..±_0.5°C for 24 hours prior to checking for growth. media be ordered in quarter pound multiples rather than Prepared sample bottles from each batch shall not be one pound bottles in order to keep the suppiy 'caeca arts used unless satisfactory results are obtained from the protected as long as possible. P tested bottle. (Sourer: Amended at 7 Ill Reg. 13523, effective September 28. k) At least one bottle per batch of sterilized sample bottles 1983.1 prepared with sodium thiosulfate shall be checked for sufficient amount of the dechlorinating reagent by prop- erly collecting a potable sample at the laboratory tap. then checking for residual chlorine. Corrective action Section 183,960 Data Handling shall be taken if there is any residual chlorine,and bot- tles from the batch checked shall not be used until cor- a) All records shall be initialed or signed by the person or rective action has been completed. persons responsible for recording all or any part of the I1 Current service contracts or in-house protocols shall be eta'or performing the various tests. maintained on balances.autoclaves.hot-air sterilization b) Either each unit shall be responsible for maintaining its ovens.water stills,deionizers,reverse osmosis apparatus, own records, or all records shall be maintained in a water baths, incubators, etc. Service records on such general laboratory log book. equipment shall include the date,name of the servicing person,and a description of the service provided. c) The laboratory shall record arrival time and date . received in the laboratory, time and date of analysis. m) Records shall be available for inspection on all batches of direct count, membrane filtration verified count. MPN sterilized media showing lot numbers,date,sterilization completed count,analyst's name,and other special infor time and temperatures,final pH.and name of the per- mation on each sample report form. sons)responsible for all or any part of the recorded data. sit A careful check shall be made to verify that each result n1 Positive and negative cultures, or a natural water of is entered accurately from the bench sheet onto the sem- known pollution,shall be used on each new lot of medium ple report form.The sample report form shall he initialed to determine performance compared to a previous or signed by the person who verified the entry of inter• racceptable lot of medium. mation from the bench sheet. r16 rSection 153.185 Record Maintenance b) A senior analyst is a full-time employee holding a al A copy of the wimple report minimum of a bachelor's degree in chemistry and having pY P port form shall be maintained by • had at least one year of experience in low level radiat the laboratory for at least five years. If results are measurements and in the radiochemical procedures pc entered into a computer storage system,a printout of the formed by the laboratory. Senior a:.:.:•.: ra.lt' data shall be returned to the laboratory for verification responsible for all radiochemical procedures pe:7.i e. with bench sheets. in the laboratory. b► Records of bacteriological analyses shall be kept for at. c) An analyst is a person holding a high school diploma or least five years. Actual laboratory reports may be kept. its equivalent and having had a minimum of six month- However,data may be transferred to tabular summaries of training or experience or both in routine radiochenii.- which shall include the following information: try.Analysts shall be under direct supervision and shall perform only routine procedures which require r 1) Date.place.and time of sampling; minimal exercise of independent judgement. r 2) Name of person who collected the sample; d) An analyst trainee is a person holding a high school di pleas or its equivalent. During the period a training. 3) Identification of the sample origin, such as routine analyst trainees shall work under the direct supervision distribution sample• mampk• construction sample, of a senior analyst or an analyst,but shall not exercise raw or process water sample,surface or ground water independent judgement. rsample,or other special purpose sample; 4) Date and time of receipt of sample in the laboratory; r 5) Records necessary to establish chain.of-custody of the sample; Section 183.415 Physical Facilities 6) Date and time of sample analysis: The laboratory's physical facilities shall meet the following specifications: 7) Name of the persons and designation of the laborato- ry responsible for performing the analysis; • a) A minimum of 1b0 square feet of floor splice shall be pro vided for each analyst. 8) Designation of the analytical techniques or methods used;and b) A minimum of 15 liner feet of usable bench space shall r be provided for each analyst. 9) Results of the analysis. c) In areas where radioactive standards are prepared. c) The disposal of all records subject to the Local Records bench tops shall be of an impervious material which may Act (Ill. Rev. Stan 1951.ch. 116, pars. 43.101 et NO be covered with disposable absorbent paper. or 'raper- must be in accordance with the provisions of that Act. viow trays lined with absorbent paper shall be available. r Section 153.370 Action Response to Laboratory Results d) The laboratory shall include • sink with hot and cold For laboratory desalts concerning samples from running water. All water supply outlets shall be pro- For lies and their die c sources, public water tectsd by approved vacuum breakers. presumptive positive microbiological test results are to be reported to the requesting facility as e) An adequate electrical supply for operation of Intro preliminary without waiting for membrane filtration verifies- meats and mechanical needs shall be provided.The eer- tion or 14PN completion.After membrane filtration verification tification officer may require verification from an or MPN completion or both, the adjusted counts shall be official inspector or other qualified person that the reported. laboratory meets local and national electrical coda. 'Sonny Amended at 7 111. Res. 13523. efectti'e September 28. f► All electrical outlets shall be properly grounded 1983.0 g) Instruments shall be properly grounded with an internal or external regulated power supply available to each instrument. hl All plumbing shall meet local and state plumbing(ake. SUBPART D: RADIOCHEMICAL ANALYSES OF The certification officer may require verification from PUBLIC WATER SUPPLY SAMPLES laboratory official o y inspector s such or other qualified person that the laboratory media ouch code. Section 183.405- Scope and Applicability i) A natural gas. LP gas, or propane gas supply shall be available. This Subpart D establishes standards applicable to environmen- tal laboratories involved in radiochemical analyses of samples of j) The laboratory shall include a vacuum source. water from public water supplies and their sources. Section 181410 Peraonael k) A some of distilled water or deionised water or both shall be readily available. a► The laboratory director shall be a person holding a 1) The laboratory shall include at least one fume hood. minimum of a bachelor's degree In natural or physical sciences with at least 24 semester hours in chemistry or m) Counting instruments shall be located ins room separate microbiology or both,and shall have had a minimum of from all other analytical activities.The temperature of three years experience in an environmental laboratory. such room shall be maintained between 60°F!16°C►and The laboratory director shall be either a full-time 80°F (27°C) and shall not vary under normal operating remployee or a consultant. conditions by more than 3°C. Section 183.42(1 Laboratory Equipment phosphor (silver-activated zinc sulfide) which is placed either directly on the sample or on the face of a photo Only those instrument that are needed to analyze for the multiplier tube and is enclosed in a light-tight container parameters for which the laboratory is being certified are The system shall also include appropriate electronic, required. but those instruments shall meet the following (high voltage supply.amplifier.timer,and scaler• minimum specifications. A laboratory doing all the analyses r described in Section 183.430 shall have.or have access to,all of o) The scintillation cell system for the specific measure the equipment listed in this Section with the minimum specifics- ment of radium-226 by the radon emanation method eons cited. shall be designed to accept scintillation flasks "Lucas cells").The system shall include a light-tight enclosure a) An analytical balance shall have a precision of j 0.05 capable of accepting the scintillation flasks. a detector mg and a scale readability of 0.1 mg. (phototube). and the appropriate electronics shigh voltage supply, amplifier, timers, and scalers). The b) A pH meter shall have an accuracy of at least±0.5 flasks (cells) required for this measurement shall (n. units and a scale readability of at least f 0.1 units.The either purchased from commercial suppliers or con pH meter may be either line/bench or battery/portable strutted according to the specifications published in operated. Lucas. H. F.. "Improved Low•Level Alpha Scintillation Counter for Radon,"Rev.Sci. Instrum..28:680 11967.. cl A specific ion meter shall have an accuracy and scale readability of at least.t1 mV.and shall have expanded p) A gamma spectrometer system shall include either a scale millivolt capability.The specific ion meter may be sodium iodide (Nal(Tli) crystal, solid state lithium either line/bench or battery/portable operated. drifted germanium (Ge(Li►►detector,a pure germanium detector, or a gamma•X photon detector connected to a di A conductivity meter and cell combination.suitable for multichannel analyzer. checking distilled water quality, shall be readable in ohms or mhos.and have a range of up to 2.5 megohm cm 1) if a sodium iodide detector is used.the cr.stu:sha:. := tconductivity down to 0.4 micromhos/cm) ±1 percent. either a 7.5 cm x 7.5 cm cylindrical crv:ta..or. Dee1.4 7 The conductivity meter may be either line/bench or bat- ably,a 10 cm x 10 cm crystal.A minimum sc:e.d:-4 teryiportable operated. equivalent to 10 cm of iron shall surround :re aete�• tor. It is recommended that the distance from th,- es A drying oven shall be of the gravity convection type.A center of the detector to any part of the shield ne al drying lamp shall be of the infrared type. least 30 cm. The multichannel analyzer, in addition to appropriate electronics,shall contain a memory of ft A desiccator shall be a glass or plastic model,depending tot leas than 200 channels and at least one readout upon the particular application. device. gt A hot plate may be a large or small unit and shall have a 2) If a solid state lithium drifted germanium detector.a selectable temperture control for safe heating of pure germanium detector, or a gamma-X photon laboratory reagents. detector is used,a minimum shielding equivalent to 10 cm of iron shall surround the detector. The ht Glassware which is used for purposes that may subject it multichannel analyzer, in addition to appropriate to damage from heat or chemicals shall be of licate electronic.shall contain a memory of not less than glass. All volumetric glassware shall be Class A, de- 2000 channels and at least one readout device. noting that it meets Federal Specifications and need not calibrated before use. (Source: Amended at 7 ILL Reg. 13523, effective September 28, 19831 i) A muffle furnace shall be automatically controlled with Section 183.425 General Laboratory Practices a chamber capacity of at least 2200 cubic centimeters. The maximum operating temperature of the muffle fur- a) Prior to use. all glassware shall be washed in a warm race shall be at least 1100°C intermittent and 1000°C detergent solution and thoroughly rinsed, first in tap continuous. water and then in distilled or deionized water. This cleaning procedure is sufficient for most analytical j► A centrifuge shall be a table model with maximum speed needs, but the procedures specified for individual of at least 3000 RPM and 4 x 50 ml capacity. parameters shall be referred to for more elaborate pre- cautions to be taken against contamination of glassware. k) A fluorometer shall be capable of detecting 0.0005 micrograms of uranium. b) Distilled or deionized water shall have resistivity values of at least 0.5 megohm cm (conductivity less than 2.0 1) A liquid scintillation system shall have a sensitivity that micromhos/cm)at 25°C. meets or exceeds the standards specified in 40 CFR 141.25(c) (1982). c) When commercially available, "analytical reagent ril grade"or higher quality chemicals shall be used for all m) A gas-flow proportional counting system shall have a procedures. detector of the "thin window" type. A minimum shielding equivalent to 5 cm of lead shall surround the d) An enclosed,properly labeled area shall be available for detector.A cosmic (guard)detector shall be operated in the safe storage of radioactive material. anticoincidence with the main detector.The system shall be such that the sensitivity will meet or exceed the sten- e) There shall be • designated area within the laboratory dards specified in 40 CFR 141.25(c) (1982). for preparation of radioactive standards and samples. Appropriate precautions shall be taken in this area to r ns A scintillation system designed for alpha counting and insure against radioactive contamination. Provisions :ar for the measurement of gross alpha activities or shall be made for safe storage and disposal of radioactive raatum-226 shall include a Mylar disc coated with a wastes,and for monitoring the work area. r Is r . section 183x430 Methodology and Required Equipment a) The following are the minimum equipment require- meats. methodology°, and references for individual Parameters: Parameter Methodology Reference Major equipment (page number) required for its equivalentlb SMc ASTMd EPAe Grose alpha Proportional 598- - 1.3 A or B counting or alpha 604 scintillation Gross beta Proportional 598- - 1-3 A counting 604 Strontium-89, Proportional 604- - 29- A -90 counting 611 33 Radium-226 Scintillation 617- - 16- D 628 23 Radium-228 Proportioyal - A counting Total Precipitation 611- - 13- A radium 616 15 Cesium-134 Gamma - 636• 4-5 A or C spectrometry 640 or proportional counting Tritium Liquid - 629- - 34- E scintillation 37 Uranium Fluorometry - 675- — F 681 rNOTES: a. Adopted from 40 CFR 141.25 (1982). All other procedures are considered alternative analytical techniques and may be substituted only if approved in accordance with 40 CFR 141.27 (1982). b. A no Iow background proportional system;B i• Alpha scintillation system:C -Gamma spectrometer(Nal(Tl)or Ge(Lill.I) An Scintillation cell tradont system:E la Liquid scintillation system; F - Fluorometer. c. "Standard Methods for the Rumination of Water and Wastewater."13th Edition.American Public Health Association.(New York.New York,1971). d. "1975 Annual Book of ASTM Standards. Water and Atmospheric Analysis." Part 31. American Society for Testing and Materials.Philadelphia.Pennsylvania,(1975). e. "Interim Radiochemical Methodology for Drinking Water." EPA-600/4-75-008. Environmental Monitoring and Support Laboratory.Environmental Research Center.Cincinnati.Ohio 45268. (1975). f. "Prescribed Procedures for Measurement of Radioactivity in Drinking Water."EPA-600/4.80.032.Environmental Monitoring and Support Laboratory,Office of Research and Development.Cincinnati.Ohio 45268. 11980).pages 49-57 (Method 9(4.01. Alternatively."A Procedure for the Determination of•228 Ra."11981).by I.B.Brooks and R.L.Blanchard(available from the U.S.Environmental Protection Agency.Environmental Monitoring and Support Laboratory.Office of Research and Develop- ment.Cincinnati,Ohio 45269)may be utilised. r elides other than those listed in erection 183.430ta) is Parameter Preservativeb Container` required, the following references are to be followed. -- P. except in cases where alternative analytical techniques have been approved in accordance with 40 CFR 141.27 Gross alpha Cone HCI or HNO3 to P or G 11992): pH leas than 2d Gross beta Conc HCI or HNO3 to P or G r I) H. L. Krieger and S. Gold. "Procedures for pH less than 2d Radiochemical-Analysis of Nuclear Reactor Aqueous Stronttum•r9 Cone HCI or HNO P or G Solutions."EPA-R4-73-014. U.S.Environmental Pro- to pH less than 2 1 tection Agency.Cincinnati.Ohio. (May 1973);or Strontium-90 Conc HCi or HNO3 P or G r 2) John pH less than 2 . John H. Harley. ed.. "HASL Procedure Manual." Radium-226 Cone HCI or HNO3 or C USAEC Report HASL 300. ERDA Health and Safety 3 laboratory. (New York. New York. 19731. to pH less than 2 Radium-228 Conc HCI or HNO3 P or C r (.) For the purpose of monitoring radioactivity concentra- to pH less than 2 t in drinking water. the required sensitivity of the ('cilium-134 Cone lICI to pH P or G radioanelysia is defined in terms of a detection limit.The less than 2 detection limit shall be that concentration which can be Iodine-l31 NONE P or G counted with a precision of + 100 percent at 2 times the Tritium NONE P or G standard deviation of the net counting rate. The sten- Tritium Conc HCI or HNO3 or G dards for detection limits of radioanalyses are as follows: 3 to pH less than 2 1) To determine compliance with maximum allowable Photon emitters Conc HCI or HNO, P ;--r G concentration levels for radium-226.and radium-228 to pH less than t systems the detection limit shall not exceed 1 pCi/I. 2' To determine the concentration of gross alpha NOTES: activity uncluding radium-226. but excluding radon and uranium) the detection limit shall not exceed 3 a. If a laboratory has no control over these t'actora,the laborato- p i . ry director must reject any samples not meeting these en- 31 To determine compliance with maximum allowable teria and so notify the authority requesting the analyses. concentration levels for beta particle and photon radioactivity from man-made radionuclides the b. Preservative shall be added to the sample at the time of col- detection limits shall not exceed the following con- lection.unless suspended solids are to be measured or unless r centrations: the concentrated acid specified for preservation cannot be added because of shipping restrictions. If it is necessary to ship the sample unpreserved to the laboratory or storage area. Parameter Detection Limit acidification may be delayed up to 5 days.After acidification. samples shall be preserved for a minimum of 16 hours before analysis. Tritium 1000 pCiil Stmntium-$9 10 pCi,1 c. P = Plastic.hard or soft:G = Glass. hard or soft. r Strontium-90 2 pCiil lodine-l31 1 pCi/1 d. If HCI is used to acidify samples to be analyzed for gross Cesium-134 10 pCiil alpha or gross beta activity,the acid salts shall be converted Gross beta 4 pCiil to nitrate salts before transfer of samples to planchets. Other radionuclide?' 1'10 of applicable limit - (Source: Amended at 7 111. ReX 1 3 52 3. effective Se p tember 28. NOTES: 1983.) a. As calculated from "Maximum Permissible Body Burdens and Maximum Permissible Concentration of Radionuclides in Section 183.440 Quality Control Air or Water for Occupational Exposure."National Bureau of Standards Handbook 69 as amended August. 1963, U.S. r Department of Commerce. a) A written description of the current laboratory quality control program shall be maintained and made available to analysts in an area of the laboratory where analytical work takes place. A record of analytical quality control r (Source: Amended at 7 IIL Reg. 13523, effective September 28, testa and quality control checks on materials and equip- ment shall be prepared and retained for 5 years. b) A laboratory manual containing complete written instructions for each parameter for which the laboratory is certified shall be maintained and made available to Section 183.435 Sample Collecting.Handling and analysts in an area of the laboratory where analytical Preservation work takes place. r The following requirements for container types and preservation c) The laboratory shall participate at least twice per year in shall be met for each individual parametera: those U.S. Environmental Protection Agency intercom- r 20 r . parison studies that include parameters for which the' :: 2) Name of person who collected the sample: laboratory is or desires to be certified.Analytical results shall be within control limits as specified by the US. 3) Identification of the sample origin,such as routine Environmental Protection Agency. distribution sample, check sample, raw or process water sample, surface or ground water sample, or d) The laboratory shall participate at least once per year in other special purpose sample; an appropriate unknown performance study r administered by the U.& Environmental Protection I 4) Date of receipt of sample; Agency.Analytical results shall be within control limits established by the US.Environmental Protection Amin- • 5) Date of sample analysis; cy for each parameter for which the laboratory is or desires to be certified. 6) Name of the persons and designation of the laborato- e) manuals and calibration ry responsible for performing the analysis: Operating protocols for count- lug instruments shall be available to laboratory person- 7) Designation of the analytical techniques or methods . noel• need;and . . A Calibration data and maintenance records on all midis• 8) Results of the analysis tion instruments shall be maintained in • permanent record b) The disposal of all records subject to the Local Records r . Act (Ill. Rev. Stat. 1981.ch. 116, pars. 43.101 et seq.) g) The following quality control procedures shall be utilised • must in with provisions of that Act. by the laboratory on a daily basis: Sneer 183.480 Action Response to Laboratory Results 1) To verify internal laboratory precision for a specific analysis,10 percent or more duplicate analyses shall When laboratory results indicate that a maximum allowable be concentration of any parameter has been exceeded by a public performed. If the difference between deviation of water supply,the requesting facility shall be notified as soon as analyses exceeds two times the standard deviation of the specific analysis as described in"Environmental but in any event within 48 boon,of the unsatisfactory Radioactivity lntercomparision Studies Program sample result. FY1977," EPA-600/4.77-001, US. Environmental : Amended at 7 IlL R 13523. effective September 28. Protection Agency, (1977), prior measurements are • 1 1 e6 P suspect, calculations and procedures shall be . examined. and samples shall be re-analysed when n ecessary. 2) When 20 or more specific analyses are performed e ach day,a performance standard and a background sample shall be measured with each 20 samples. If less than 20 specific analyses are performed each day, a performance standard and a background sample shall be measured along with the samples. 3) Quality control performance charts or records shall be maintained. h) A current service contract shall be in effect on all analytical balances. Either an electronics technician shall be available or a current service contract shall be in effect for maintenance on all radiation instruments. r 1) Standardised Class"S"weights shall be available at the laboratory to make periodic checks on balances. r. j) Chemicals shall be dated upon receipt of shipment and r I replaced as needed or, if earlier, before shelf line has been exceeded. Cgourcr: Amended at 7 M. Reg. 13523, effective September 28, r 1983.1 8eeors 193„443 Record Maintenance a) Records of radiochemical analyses shall be kept by the r . laboratory for at least three years. This includes raw data, akwlations, quality control data, and reports. Actual laboratory reports may be kept. However,data. . with the exception of compliance check samples, as detailed in 40 CFR 141.33(h), may be transferred to tabular summaries which shall include the following information: r 1) Date,place,and time of sampling; • r Arrnrnura A METHODOLOGY AND REQUIRED EQUIPMENT FOR CHEMICAL ANALYSES OF PUBLIC WATER SUPPLY SAMPLES r Reference(Method Nos.) Other Parameter Methodology (unfiltered sample/12 Approved EPA' SMb USGSC ASTMd Methods Arsenic Atomic absorption; furnace technique 206.2 - - - - Atomic absorption;gaseous hydride 206.9 301-A-VII 1-1062-78 D2972-78B - 8pectrophotometric:silver diethyldithiocarbamste 206.4 404-A or - D2972.78A - 404-B(4) Barium , Atomic absorption:direct aspiration 208.1 301-A-1V - - - Atomic absorption:furnace technique 208.2 Cadmium i Atomic absorption;direct aspiration 213.1 301-A•I1 - D3557-78A - or-III or•7813 Atomic absorption: furnace technique 213.2 - - - - Chromium Atomic absorption;direct aspiration • 218.1 301-A•11 - D1687-77D - or•111 rAtomic absorption: furnace technique 218.2 - - - _ Lead Atomic absorption;direct aspiration 299.1 901-A-11 - D3559-78A - or-III or-78B rAtomic absorption:furnace technique 239.2 - - - - Mercury Manual cold vapor technique 245.1 301-A-V1 - D3223-79 - Automated cold vapor technique 245.2 - - - _ Nitrate Brucine colorimetric 352.1 419-D - D992-71 - Spsctrnphotometric;cadmium reduction 353.3 419-C - D3867-798 - Automated hydrazine reduction 353.1 - - - - Automated cadmium reduction 353.2 605 - D3867-79A - Selenium Atomic absorption: furnace technique 270.2 - - - - Atomic absorption spectrophotometry; rhydride generation 270.3 301-A-VII 1-1667.78 D3859-79 - Silver Atomic absorption;direct aspiration 272.1 301-A-H - - - Atomic absorption;furnace technique 272.2 - - - - Fluoride Potentimetric ion selective electrode 340.2 414-13 - D1179.72B - Colorimetric method with preliminary distillation 340.1 414-A or-C- D1179-72A - Automated complex one method(alizarin fluoride blue) 340.3 603 - - - Automated electrode method - - - - 380.75W e - - - 129-71W1 r Colorimetric erich:nme cyanine R method I-3325.78 Alkalinity Electrometric titration(only to pH 4.5) 910.1 - - - - r manual or automated,or equivalent 310.2 403 - - - automated methods of Calcium Atomic absorption;direct aspiration 215.1 301-A-11 - - - Atomic absorption;furnace technique 215.2 - - - - EDTA titrimetric 306-C - - - 22 r r ri, Reference(Method Nos.) Other Approved Parameter Methodology(unfiltered.ample)° EPA. 8Mb MSc ASTMd Methods Copper Atomic absorption;direct aspiration 220.1 301-A-Il - - - Atomic absorption;furnace technique 220.2 - - - - Colorimetric - 308-B or-C Cyanide Colorimetric with preliminary distiUationt 335.2 413-D - - - Hydrogen ion(pH) Electrometric measurement 160.1 424 - - - Iron Atomic absorption;direct aspiration 236.1 301-A-11 - - _ Atomic absorption;furnace technique 236.2 - - - - Colorimetric - 310-A - - - rManganese Atomic absorption;direct aspiration 243.1 301-A-11 - - - Atomic absorption;furnace technique 243.2 - - - - Sodium Atomic absorption;direct aspiration 273.1 - Flame photometric 320-A - - - Total dissolved (filterable) residue Glass fiber filtration,180°C 160.1 208.8 - - - Zinc Atomic absorption;direct aspiration 289.1 301-A-11 - - - I Atomic absorption;furnace technique 289.2 - - - - Chlorinated hydrocarbons: Gas chromatography h.i - 509-A - D3066-79 - Aldrin Chlordane k DDT Dieldrin Eadrin r Heptachlor Heptachlor Epoxide r ' Lindens . Methoxychlor To:apheue Chlorepheno : Gas chromatography h,i xys - 509-B - 1)3478.79 -- 2,4-D 2,4,5-TP 1 Trihalomstbaass Purge and trap - - - - ) I Liquid/liquid extraction - - - - 501.1 60I.2k Gas chromatography/mass spectrometry - -- - - 501.31 Corrosivity Langeher Index 203 /lggressive Index C400.77m Total filterable residue 160.1 208-B - - -. Temperature - 212 - - - / Calcium hardness 215.2 306-C D1126.6711 - 1 Alkalinity 310.1 403 1)1067.70B - pH 150.1 424 - D1293.78A - or- - li - Chloride;potentiometrie method 408-C Sulfate;turbidimetric method 375.4 427-C 23 • • NOTES: a. "Methods of Chemical Analysis of Water and Wastes,"U.S.Environmental Protection Agency,Environmental Monitoring and Support Laboratory, Cincinnati. Ohio 45268 (EPA 600/4-79.020), March 1979. Available from ORD Publications. CERI. USEPA,Cincinnati,Ohio 45268.For approved analytical procedures for metals,the technique applicable to total metals must be used. b. "Standard Methods for the Examination of Water and Wastewater," 14th Edition, American Public Health Association. (Washington.D.C.. 1976). c. Techniques of Water-Resources Investigation of the United States Geological Survey,Chapter A-1,"Methods for Determtna• tion of Inorganic Substances in Water and Fluoride Sediments," Book 5, 1979, Stock #024.001.03177.9. Available from Superintendent of Documents.U.S.Government Printing Office,Washington.D.C.20402. d. 1982 Annual Book of ASTM Standards, part 31. Water, American Society for Testing and Materials. 1916 Race Street. Philadelphia.Pennsylvania 19103. e. "Automated Electrode Method."Industrial Method#380-75WE,Technicon Industrial Systems,Tarrytown.New York.Febru- ary 1976. f. "Fluoride in Water and Wastewater,"Industrial Method 129-71W.Technicon Industrial Systems,Tarrytown,New York 1059:. December 1972. g Automated distillation may be substituted.Samples exceeding the maximum allowable concentration levels contained in 35 Ill.Adm.Code 604.202(prior to codification Table 1 of the Illinois Pollution Control Board Rules and Regulations.Chapter 6; Public Water Supply) must be done by reference method. h. "Methods for Organochlorine Pesticides and Chlorophenoxy Acid Herbicides in Drinking Water and Raw Source Water.' (1978).Available from ORD Publications,CERI.USEPA,Cincinnati,Ohio 45268. i. "Gas Chromatographic Methods of Analysis of Organic Substances in Water,"Techniques of Water-Resources Investigation of the United States Geological Survey,Chapter A-3."Methods for Analysis of Organic Substances in Water,"Book 5,1972,Stock +x2401.1227.Available from Superintendent of Documents,U.S.Government Printing Office,Washington.D.C. 20402. j. "The Analysis of Trihalomethanes in Finished Water by Purge and Trap Method,"44 Federal Register 68672-68682.(Novem- ber 29,1979).Available from U.S.Environmental Protection Agency,Environmental Monitoring and Support Laboratory,Cm . cinnati,Ohio 45268. • k. "The Analysis of Trihalomethanes in Drinking Water by Liquid/Liquid Extraction," 44 Federal Register 68683-68689, . (November 29, 1979). Available from U.S. Environmental Protection Agency, Environmental Monitoring and Support Laboratory.Cincinnati.Ohio 45268. 1. "Measurement of Trihalomethanes in Drinking Water by Gas Chromatography/Mass Spectrometry and Selected Ion Monitor- ing." (1982). U.S. Environmental Protection Agency. Environmental Monitoring and Support Laboratory.Cincinnati.Ohio 45268. m."AWW A Standard for Asbestos-Cement Pipe.4 in.through 24 in.for Water and Other Liquids."(1977).AWWA 0400.77.Revi- Mon of C400.75,AWWA.Denver.Colorado. n. All other methods are considered alternative analytical techniques and may be substituted only if approved in accordance with 40 CFR 141.27 (1982). r 64enrce:Amended at 7111 Reg. 13523,effective September 28, 1983.) • r r r r I I Appendix D ' Water Department Job Clasifications i 1 1 t 1 1 i 1 1 r CITY OF ELGIN R' CLASS SPECIFICATION 1: CHIEF WATER PLANT nPERATOR nISTINGUISHING FEATURES OF WORK: E: Under direction, supervises the operation and maintenance of a water lime softening plant for the City of Elgin; provides training and insturction to plant operators; directs the repair and installation 1: of plant equipment; plans and schedules work assignments; orders chemicals and supplies for equipment; contacts contractors for special- ized projects obtaining estimates; maintains required records and reports. 1: ILLUSTRATIVE EXAMPLES OF WORK: 1: 1. Plans and supervises the operation of the water treatment plant; ensures operational compliance with State and Federal E.P.A. standards. 2. Supervises and directs the maintenance and repair of centrifugal pumps, control panels, chlorinators, dry and liquid chemical feeders, filters, electric motors and other related water plant equipment. 3. Ensures treatment operators receive proper training and instruc- t: tion in the operation of coagulation-sedimentation, intakes struc- ture, raw water pump, pre-chlorination, chemical feeders, mixing basis-settling basis, filters, cleanwell-storage basin, post-chlo- rination; lab control, and lime softening. 4. Maintains and operates pumps and valves balancing supply and pressure; margins into reservoir; checks reservoir gauges, flow meters and pressure charts. 5. Supervises and maintains building and grounds maintenance of the plant; performs repairs including air conditioning, heating systems, plumbing fixtures, welding tasks, window repairs, laying and finishing cement. 6. Conducts routine water tests and records findings; prepares records on amount pumped, pumps operated, average used, pumps operated, machinery repairs and various other plant activity records. 7. Contacts contractors for specialized projects obtaining estimates; coordinates and inspects contractors work. 8. Maintains inventory of materials, parts and equipment; monitors the use of materials; prepares purchase requisitions. 1: 9. Performs other related duties as required or assigned. DESIRABLE REQUIREMENTS: Education Requires knowledge, skill and mental development equivalent to the completion of two years college with courses in chemistry, biology, r Chief Water Plant Operator (Continued) electircal or mechanical engi.ieering or a combination of education, experience and training. E::peri ence 1: Requires three years progressively responsible experience in a lime softening plant or a related area. Requires possession of a Class "A" Public Water Supply Operator certification. 1: Requires extensive knowledge of the chemical and physical process of the treatment of water. Requires extensive knowledge of the methods, practices, tools, F" materials and technique in the operation, maintenance and repair of ik water treatment equipment and machinery. Requires extensive knowledge of the hazards and safety precautional 1: connected with water plant operations. Requires working knowledge of the chemical , biological and physical sciences essential to the practical mechanics of coagulation lime softening and sedimentation used in water purification. 1! Requires possession of an Illinois Class "A" Driver's License. Requires working knowledge of the methods, materials and tools of the mechanical trades. 1: Signigicant Responsibilities Requires ability to plan, assign and supervise the operation, maintenance and repair of water treatment plant. Requires ability to supervise the chemical testing and analysis of water. Requires ability to prepare concise reports and records detailing 1: plant operations. Requires ability to detect and diagnose faulty operation in equipment and to diagnose problems. Requires ability to train and evaluate lower level operators. Requires a mechanical aptitude. Requires skill in the care and use of tools and equipment required in plant maintenance and repair work. Requires skill in the care and operation of pumping sustem components and plant equipment. 1: r Pm PP r L. Pm r CITY OF ELGIN CLASS SPECIFICATION 1: WATER TREATMENT OPERATOR 1: DISTINGUISHING FEATURES OF WORK: Under;direction;. performsxvariousrtasksrin the efficient.production- of;;'., water of-sufficient quality and quantity for customer-consumption during an assigned shift. ILLUSTRATIVE EXAMPLES OF WORK: 1: 1. Performs a variety of tasks in the operation of a water treatment facility insuring quality control,. efficient water- treatment, and effeective• storage- and-distribattom" '1 1: 2. Operates all pumps, feeders, valves, instruments, controls, and other equipment used in the pumpage, treatment, storage, and 1: distribution of water. Makes minor adjustments and repairs to all equipment and machinery in case of breakdown. Notifies supervisor as prescribed of all equipment breakdowns or needed repairs. 3. Performs all routine laboratory testing and analysis, including sample collection and special testing, to insure maintenance of specified water quality parameters. Batches chemicals in 1: accordance with operating requirements. 4. Collects data on specified plant rounds, reviewing data for 1: accuracy and appropriateness. Responds to improper readings by making necessary pumping rate changes to maintain proper plant and distribution system storage levels and pressures under all 1: conditions; by making chemical feed rate changes necessary to maintain water quality parameters; or by back washing filters at regular intervals. 5. Responds to all emergency conditions in accordance with standard acceptable procedures. 6. Responsible to insure all assigned tasks during shift are completed to provide effective and reliable plant operations. Acts as lead worker when subordinate staff is assigned to shift. 7. Maintains cleanliness and orderliness of plant facilities. Works on major maintenance projects as assigned. 1: 8. Performs other duties as required or assigned. C r CITY OF ELGIN CLASS SPECIFICATION Water Treatment Operator I! . Page 2 1: DESIRABLE REQUIREMENTS: Education 'I: . Require. knowledge, skill, and mental development equivalent to the completion of two years of college with course work in chemistry, biology, or mechanical technology. 1! Experience 1: Requires two years experience in a public water supply facility or a related field. Requires working knowledge of the chemical processes involved in the 1: treatment and distribution of water. Requires working knowledge of the mechanics of pumps and other 1: electrical equipment and machinery. Requires working knowledge of the occupational hazards connected with I: high voltage electrical systems and the necessary safety precautions. Requires being free from color blindness. I: Requires no physical limitation on lifting or general physical activity. Significant Responsibilities I: Requires ability to inspect machinery and mechanical equipment in operation to detect flaws and defects in operation and to use tools necessary for adjustment and repair. Requires ability to understand coagulation, sedimentation, lime softening, oxidation, disinfection, and filtration processes in relation I: to the treatment of water. Requires ability to read and understand gauges, meters, and I: instrumentation systems and maintain related records. Requires ability to learn plant electrical systems, power circuit 1: changes, and circuit breaker resets. Requires ability to understand plant hydraulics and operation of all valves and bypasses. r 1: . r t 1: CITY OF ELGIN CLASS SPECIFICATION 1: Water Treatment Operator Page 3 1: Requires ability to demonstrate a proficiency in the Class A, B, C, and D levels of State of Illinois certification. 1: Requires ability to work an assigned schedule in a 24 hour a day, seven day a week operation and to respond to emergency conditions. Requires ability to understand and follow complex oral and written instructions. t: Requires ability to establish and maintain effective working relationships with staff and fellow workers. 1! Requires maintenance of a telephone in residence. Requires possession of a valid Illinois Class D (formerly Class A) driver's license. 27270618.591 6/91 1: I;! 1, 1: IP e C r - MEMORANDUM 1! TO: All Operators FROM: Paul T. Miller, Chief. Plant Operator DATE: June 16, 19?3S • 1: SUBJECT: RELIEF OPERATOR JOB ASSIGNMENT The relief operator job assignment has in the past been given to an operator who has requested it when it was open. The relief operator performs maintenance work, instrumentation calibration and repair, and other duties during a five-day Monday through Friday work week when re not assigned to cover operations. The relief operator is assigned into operations to cover primarily for vacations and long-term illness. 1! Department rules and regulations normally limit vacations for shift personnel to not less than three days so the relief operator can he 1: assigned coverage,• It was never the intention of the department to use the relief operator to cover for one- or two-day vacation requests, personal days, or short-term illnesses. If one- or two-day vacations are granted, or when personal days are granted, any 1: necessary coverage would most 11kn1y be on an overtime basis--either voluntary or assigned. 1: The relief operator job assignment usually ,carries with it a recommendation of a one-step pay increase: This' is to compensate for the irregularities in scheduling and the responsibility of being able to competently operate any shift at either plant. PTM:jk mem7061601 0012 • cc: Larry E. Deibert, Director of Water Operations Kurt M. Eshelman, Water Plant fiuperintendent 1: t 1: 1! P r k r CITY OF ELGIN CLASS SPECIFICATION INSTRUMENTATION SERVICE WORKER DISTINGUISHING FEATURES OF WORK: This is skilled work in the inspection, testing, installation, i calibration, and maintenance of electrical, electronic, mechanical, and pneumatic indicating, recording, transmitting, and telemetering instruments and systems used to control and/or measure plant process variables as related to flow, pressure, chemical feeding, etc. Work is performed with considerable independence subject to review by the water• plant superintendent. ILLUSTRATIVE EXAMPLES OF WORK (Typical Work Examples but not Limited to the Following) : 17 Inspects meters, indicators, transmitters, gauges, recorders and circuits to detect abnormal functions. Disassembles malfunctioning instruments, examines, tests, and makes repairs. Reassembles, tests, and recalibrates control modules for conformance to i specifications using such instruments as volt-ohm meters, ammeters, current and voltage generators, milli-amp and millivolt measuring instruments, frequency counters, pitometers, resistance bridge, manometers, pressure or vacuum gauges, and pulse and signal generators. Troubleshoots equipment in and out of control system and replaces or repairs defective components. Inspects instrumentation systems periodically, making necessary calibrations and adjustments to insure they are functioning within specified standards. Traces and tests electronic solid state components to locate and repair defective circuitry. Works with outside repair services when necessary to facilitate repair work. Prepares equipment for shipment. Provides written reports on instrumentation failure and necessary repairs. Performs related work and other duties as assigned. r 7 CITY OF ELGIN CLASS SPECIFICATION Instrumentation Service Worker Page 2 1! REQUIRED KNOWLEDGE, ABILITIES, AND SKILLS: I! Considerable knowledge of plant process control and instrumentation as related to the food or water and waste water treatment industries. Working knowledge of pneumatic process control. I: Working knowledge of solid state electronic circuits. 1! Working knowledge of electric circuitry. The ability to work independently. 1: The ability to diagnose operational problems in complex control systems. The ability to cooperate with, communicate with, and assist fellow r , employees. The ability to work from blueprints and possession of a working I: vocabulary of procedures, parts, and equipment for which the use and maintenance is required. I: Be trustworthy, conscientious, and have proper regard for the use and cost of time, materials, tools, and equipment. Have legible handwriting with the ability to write job reports and I: performance, including computations and drawings as may be encountered in shop practices. I! Work a schedule that varies according to work load, emergency calls, and weather conditions that may require overtime. Have and maintain a telephone in residence. Have and maintain a valid Illinois driver's license. 1: Have knowledge of the occupational hazards and safety precautions necessary in instrumentation trades work. DESIRABLE TRAINING AND EXPERIENCE: Graduation from high school or the equivalent, including or supplemented il by graduation from a vocational-technical school or a certificate in instrument technology; considerable experience in process control instrumentation; or any equivalent combination of training and (� experience. � ` 27000109.291 II II CITY OF ELGIN CLASS SPECIFICATION ri. SR. WATER MAINTENANCE MECHANIC DISTINGUISHING FEf-+1URES OF WORK: Under general supervision of the Water Superintendent. the duties of the Senior Plant Mechanic shal 1 consist of those jobs neces- sary for the care and maintenance of all hydraulic, electrical , mechanical . electronic, and pneumatic equipment and controls; building; property; distribution system; and other facilities as are or may be in use by the Elgin Water Department. Additional- ly. the duties include the fabrication. construction, and instal- l: lation of such equipment and facilities as may be required from time to time. . rWork involves the performance of technical and skilled mechanical h. work and includes assigning work to subordinates, inspecting, and participating as needed. illustrative examples of work: 1 . Performs and supervises mechanical tasks in the water plants I: and distribution system including the cleaning, lubrication. calibration, repair , and adjustment of pumps, motors, valves, meters. chemical feeders. filters. instruments, and vLher- equipment . . . Supervises and performs maintenance and repair of motor switch gear, circuit breakers and relays. meters. recorders. r sensors, telemetry and all water treatment electrical units and components. r7. installs piping, valves, fittings and necessary appurte- nances. ' 4. Supervises, per+ orms, and assists in the development of regular inspections and preventive maintenance of equip- ment. ,J. Prepares reports or jabs preformed, keeps limited installation records, orders and controls equipment and trepair parts. b Enforces the - . t- _ use of safety equipment. follows through end initiates procedures for plant safety. 7. Performs other duties as assigned. I II 1 I! ariNiamilim. r rSR. WATER MAINTENANCE MECHANIC (Continued) POSITION F,EUUIF:EMENTS: t: I . Education The Senior Plant Mechanic must: A. Re a high school oraduate or have equivalent education. P" B. Have an additional two years of specialized training in 1. the trades. iii II . Experience. The Senior Plant Mechanic must have experience and skill in sir, (b) of •the nine (9) skills listed below and the qualifi- cations to supervise activities in all nine. A. Machine Shop Hbility Operations of grinders, saws. cutting tools, drill press. etc. D. Wel di ng Acetylene and electric welding, soldering, brazing, cutting, etc. C. Pipe: Fitt_ipq.,_ Fic.e Installation, repair, and care Layi ngL_t±ai_1 Ear_��r^�d of valve=_, t i tti nns. and pipe Iii- ong plant. including screwed. =:we6t . Maintenance flanged. bell , and spigot , (70 mechanical joints, and Tygon joints for large and small pipe. Handling of large pipe, 1: cast iron, concrete, steel , or any other material . r. L. 01_ectri c wi rr i nq and Ability to install conduit Equipment Lare and wiring; trace electrical troubles; care of starters. relays, remote control . and 1: similar- auxiliary control equipment. E. Metalworking Cutting, welding, bending. and fabrication of metal products. t: F. Carpentry and Includes concrete forms. Millwright carpentry, setting of machinery, alignment of equip- ment. etc. Do all rigging and moving of heavy equipment and machinery. l: 7 r i- 1.. SR. WATER MAINTENANCE MECHANIC (Continued) t . ictni c -hi l i ty to disassemble. inspect. repair, align, and replace transmissions, pear reducers. coupling drive unit . and other mechanical oev1 ces used in the operation of a water utility. H. Instrumentation Ability to install , repair, !: calibrate. and diagnose problems with pneumatic and electronic instruments- :: meter=_, and aauc:teE used for recording. indicating, • rneasur inq, totalizing, and Pi controlling equipment. vel ves. titik or treatment processes. 1 . Water- Operations vicinity and knowledge to perform duties c_t plant operator . (6F I 1 1 . 1 7;:tell.,o p e b i 1.1 t i_ue Che eenior I- lart I :chanic nu= t: r ft. 11,,,..E, f (_l.,Iedt t i.t lilt . iA=i.:ur.a t.1 r'rtdl II ii Zits (.(E_ Etlli'! F-i1 } tom•I. 1/ I 1 t=r=,.i1-11_1Cfrt:' rt!.l:E?F.SCAr .•,/ ] Ii triecriam tal trades I ! )r r: . I-: . ee in gc'ecl pri'vsical c:onclition. have the ability to perform strenuous tack:E., and be willing to work outside in all kinds et we ether. L . Have a Class t'L" Illinois driver- license of ;.-1t_t:e11t ....tie during ! ._• t_Ici'r l-'`..`H'.:r l i_ii ici• per-led. [6. D. I-Ia•ie and nia1.nta:i.ti a. telephone in rr::s, oence. E. Work a `=CI'it'fll_;l c:' that varies according r emergency laIl _ , and weather conditions that r _ _iLl r e t...•:E:rt`t 3 tiTi l•1(7■1- I . I- . I'>^ ti,f�nti._:... .I ,, ctrid l:'ri. ical l •r• atet e to eer,-1 t.!1 t Iii-' (.:t_It1•`= t7L'+ t_I'i1e CI tE_.iticaitifar,. b. Have a IroiLle hanc]writ.lr'tti) with ability to write 1DL• rEports anti perform Euc:.h computations and drawing'_ as may I'; eneeuntered in encp p1•"at:C:1ce. EP H. it I_r-1.1O_tt't:'' tit . . eeneei 'rtL3.ol.1S, and nave proper I E'Ue t'ii ter the use and tact_ of time, materials, foul e, tilr,u equipment . 1: ... r a � SR WATER MAINTENANCE MECHANIC (Continued) SR. ` ' ue able to cooperate wzth, communicate with. and a��zst fellow emp1ovees. J . Have a iooical mind with the ability to organize a 1ob and dzrecr r.elpers in an efficient manner . Lhoroupx working unoerstanding o+ the operation and purpose of all equipment and facziities or whzcn the use and maintainence is required. L. uemonstrace 1eadershzo abzlitv to plan and direct V� assioned help tor e, +iczent, sate, and qualit'y perform- ance. ' O. Have an unuerstandz no or machinery, operation of C: machinery, and ability to diagnose trouble when it occurs. Have the abz i i tv to work +rom blueprints and possess a � . `~ working vocabulary o+ procedures, parts, and equipment tor which th*- use and maintainence is required. t7 sr pt.met_h. "b /:IeD so.)).))/, � � ' 4 fm r 1I1Y OF ELGIN CLASS SPECIFICATION WATER MAINTENANCE MECHANIC DISTINGUISHING FEATURES OF WORK : tinder oeneral supervision. operates. maintains, and repairs water treatment plant equipment : provides preventive maintenance and repair of all pumps. electric motors. chemical feeders and other relaters equipment : performs necessary distribution system work to maintain and improve water quality. illustrative examples of work : 1 . Performs mPChanir..al and maintenance tasks in a water plant including installing . repairing , servicing . cleaning . calibrating . and adjusting all equipment and facilities includina hut not limited to pumps . electric motors , valves. meters , chlorinators. chemical feeders. filters . corrveyrrrs. and compressors . P. rei fo► ms regular inspections and i i even t i ve maintenance work on equipment acrrrrdino to preestablished schedule and maintains records of maint:enanre wor i' . 3. When necessary . as,c_rmr?s tint i es O f r,pera i or : washes determines chc'mic_al analysis of water , and makes proper adjustments to chemical feed systems . 4 . Performs other duties as required or assigned . ri DESIRABLE REQUIREI_IENTS: I . Education Requires knowledge. ski 1 1 . and mental development equivalent to the completion of four years of high school or comparable education, experience, and training . U . Experience the water maintenance mechanic must haw, Pxper i enre inti a working k►lowledoe in three ( 3) of the seven (7) skills listed below. r r r L r W(11ER MAIN1ENANCE MECHANIC ( Continued ) I A. M.ichine Shop_ .•Welding . Operations of lathe. arinder-s . 1 Metalworking saws . cutting tools. drill press . etc . Acetylene and electric welding . cutting . 1: soldering . brazing . bending , and fabrication of metal products . R. Pipe Fitting .-Pipe Installation. repair . and care Laying. Boiler and of valves . fittings , and gripe 1.leating_Plant inclr►dinr) screwed, sweat . 1: Maintenance flanged. bell and spicot . and - --- - - mechanical ,joints . and Tyoon mints for large and small pipe. Handling of large pipe. cast iron. concrete. steel , or any other material . C. Electric (•lirir►g_and Ability to assemble and repair Motor_Care electric motors : install conduit and wiring : trace electrical troubles: maintenance of relays , i emote control . and similar- auxiliar-v 1: control equipment . U. Car-pr~ntry_ and Includes cnnerete forms . Millwright carpentry and finished I! carpentry , setting of machinery. alignment of equip- ment . etc . Do all r irloinq and moving of heavy equipment and machinery. E . Mechanic Ahi 1 i tv to disassemble. inspect . repair . align. and replace transmissions. oea►- reducers . couplinu drive units . and other mechanical devices used in the operation of a water utility. F . Instrumentation Ability to install . rr^nair . calibrate. and diagnose problems with pneumatic and electronic instruments . meters. and gac-roes used for po recording. indicating. measuring. totalizing. and to2 P foo WATER MAINTENANCE MECHANIC (Continued ) controlling equipment . valves. or treatment processes . G. _Wa__t_er___Operat_i_o__n_s Ability and knowledge to rperform duties of water plant operator . III . Si gnificant_Responsibilities A. Requires ability in the care and use of hand and powered tools and other mechanical equipment . B. Requires a mechanical aptitude and good finger flo dexterity. C. Requires ability to read gauges and meters accurately. P D. Requires ability to prepare accurate and legible records and reports. F . Requires ability to understand and fallow oral and written instructions . F . Requires ability to establish and maintain effective working relationships with staff, fellow workers, and the general public . G. Requires Ability to read and work from diagrams , engineering drawings. and maintenance manuals . H. Requires knowledge of the occupational hazards and safety precautions necessary in mechanical trades work . I . Be mentally and physically able to perform the duties of this classification. J. Have and maintain a telephone in residence. K. Re able to direct assigned help for efficient , safe. ► and quality performance. L. Requires possession of a valid Illinois Class "A" driver ' s license and the ability to obtain a Class "C" license within one year . M. Be trustworthy, conscientious, and have proper regard Pi for the use and cost of time, materials, tools, and equipment . IMF 3 r r WATER MAINTENANCE MECHANIC (Continued ) N. Requires ability to diagnose mechanical trouble when it occurs . 0. Penu i res ability to respond to plant or system emergencies. f: P. Have a general understanding of machinery operation and have the ability to diagnose trouble when it occurs . 0. Re r_apahle of worlcinq in a variety of weather condi tIons. C mainmech . job (2000 ) 7/ 10/89 C C C C C C C P1 r r f" r.. r CITY OF ELGIN CLASS SPECIFICATIONS WATER .TREATMENT LABORER DISTINGUISHING FEATURES OF WORK: Under direct supervision, performs a variety of maintenance, repair, and operational functions at a water treatment facility; assists in water sampling and analysis, batching of chemicals, and recording of meter and gauge readings. ILLUSTRATIVE EXAMPLES OF WORK: 1. Performs mechanical tasks in the water plants and distribution system including the cleaning, lubrication, repair, and adjustment of pumps, motors, valves, meters, chemical feeders, filters, instruments, and other equipment. 2. Performs regular preventive inspections and maintenance of fm equipment according to preestablished schedules and maintains records of maintenance work. 3. Batches chemicals in accordance with operating requirements and procedures. 4. Records meter and gauge readings used in the different measuring devices recognizing significant fluctuations. 5. Assists operator when necessary in the performance of routine and special chemical testing. 6. Responds to alarm conditions of plant and outlying system facilities. r* 7. Maintains cleanliness and orderliness of plant facilities including janitorial duties, painting, snow shoveling, and other grounds maintenance. 8. Performs other duties as required or assigned. DESIRABLE REQUIREMENTS Education • Requires knowledge, skill, and mental development equivalent to the completion of four years of high school or comparable education, experience, and training. F dm rP WATER TREATMENT LABORER (Continued) 6 Experience Requires working knowledge of methods, practices, tools materials, techniques in the operation, maintenance, and repair of machinery and equipment. Requires being free from color blindness. Requires no physical limitation on lifting or general physical activity. Requires possession of a valid Illinois Class 'B' driver's license for snow plowing with Water. Department equipment, or the ability to obtain same within six months of employment. SIGNIFICANT RESPONSIBILITIES: Requires ability to learn basic chemical processes involved in water treatment. Requires ability to perform basic chemical tests and quality control analyses. tm. Requires ability to use a variety of tools and equipment used in mechanical maintenance. Cm Requires ability to read gauges and meters and to maintain accurate records. Requires ability to work an assigned schedule in a 24-hour a day, seven day a week operation. Requires ability to understand and follow oral and written directions. tm Requires ability to establish and maintain effective working relationships with staff and fellow workers. 17 Requires ability to become familiar with computer data entry. tim Requires ability to perform basic mathematical calculations involving addition, subtraction, multiplication, and division. wt13120601 2727 ceeTi Arico-- or' P O t CITY OF ELGIN CLASS SPECIFICATION (1. PUBLIC WORKS LABORER DISTINGUISHING FEATURES: Under direct supervision, performs a variety of semiskilled tasks in public works maintenance and repair (i .e. sanitation, streets, sewers and construc- tion); may operate equipment in the performance of assigned tasks. ILLUSTRATIVE EXAMPLES OF WORK: t: 1 . Repairs, replaces and patches street surfaces, roads, bridges and alleys; installs, maintains and repairs water mains, hydrants, water services, storm and sanitary sewers, catch basins and manholes. 2. Drives sanitation truck or assists in the collection of refuse from City residents and City-owned property; accompanies truck to landfill and assists with unloading and cleaning of truck. 3. Trims trees, removes brush and rakes leaves and performs other related tasks in the maintenance of the public right-of-way. 4. Maintains, repairs and paints equipment, storage facilities, containers, fences, windows, roofs and other related items. 5. Repairs, replaces and erects street and traffic signs; digs post r holes and sets or pulls posts; paints markings on street for center-line, crosswalks, traffic lanes, directional arrows and lettering on streets. 6. Operates salt spreading and snow plowing vehicles; removes snow and ice from streets, bridges, parking lots, sidewalks, etc. (14 7. Performs other duties as required or assigned. DESIRABLE REQUIREMENTS: Education [1. Requires knowledge, skill and mental development equivalent to completion of eight years of elementary school . Experience Requires working knowledge of methods and procedures used in public works maintenance and repair operations. t: Requires working knowledge in operation of vehicles used in public works activities. r r PUBLIC WORKS LABORER (Continued) Requires elementary knowledge of mechanics for the operations, repair and maintenance of machinery, equipment and tools. Requires possession of a valid Illinois Class'C' Driver's License. ti Significant Responsibilities Requires manual dexterity necessary to operate, maintain and repair essential equipment and tools. Requires ability to operate vehicles, tractors and equipment proficiently. Requires ability to use standard maintenance equipment. Requires ability to complete arduous tasks and work outdoors during inclement weather conditions. Requires ability to understand and follow oral and written instructions. Requires ability to be on 24 hour call for emergency snow operations. Requires ability to establish and maintain effective working relationships with staff, fellow workers and the general public. r r r r r r - 2 - OR k r r MEMORANDUM TO: Vidu Soni, Personnel. Director t7FROM: Larry E. Deibert., Director of. Water Operations (7 DATE: May 18, 1989 SUBJECT: PART-TIME LAB WORKER Duties: 1. Washing general lab ware p 2. General lab clean-up (dusting, keeping floors and cabinets clean, etc. ) E73. Washing bacteriological glassware (sample bottles, funnels, etc. ) (7 4. Autoclaving bacteriological glassware 5. Maintaining bacteriological lab cleanliness (cleaning t: water baths, autorlavn, etc.: 6. Sample coll.er7t:ion (w l' ly distribution :,ystem) 7. Sample cnllertion (wntor rr.mpiaints) A. Errands (UPS r!r,livr'ry of samples, City Hall deliveries, sample drop off at Snaltary Dintr. ict of El.hin or. Aqu,al. h) Job Oualifi'•.ition.?: 1 . Necessary to speak and understand English 2. Illinois driver's 1 i.00n-o r,q,.sired 3. High :Ichon l door'•a or "u't,v.i 1 ant f7 4. Individual mu.ir the mature er,•,it•-h to '•n::.-.r!--t in' •.h„ responsibility and 'm.; * i••, tn r.( ii- t�., :r.lr.•,ir.it analyses bei.nm: pr.rcol rr,., A r E7 rit r CHIEF WATER LABORATORY CHEMIST DISTINGUISHING FEATURES OF WORK: Responsible for all laboratory functions in the water treatment plant. Provides guidance and direction to those on the laboratory staff. Responsible for monitoring and reporting thereof in compliance with all State and Federal water quality standards. ILLUSTRATIVE EXAMPLES OF WORK: 1 . Supervises, develops and performs tests on water samples for bacteriological and chemical quality, using accepted analytical methods. 2. Sets chemical dosages for maintaining water quality in the treatment process and distribution system. 3. Develops and maintains laboratory procedures to insure laboratory certification compliance. 4 . Conducts special water quality investigations. 5. Maintains test records and state reports. 1: 6. Maintains adequate inventory of chemical reagents and supplies. 7. Investigates complaints from the public on various water problems. 8. Trains water treatment operators in proper analytical procedures for conducting required tests. 9. Conducts tours of Water Plant as requested. 10. Performs other duties as required or assigned . r CI° DESIRABLE REQUIREMENTS Education Requires completion of four years of college with a degree in chemistry, biology or a related field . Advanced work in the area of gas chromatography and/or atomic absorption desirable. t: Experience Requires three years experience in an environmental laboratory. Requires previous supervisory experience. Requires extensive knowledge of the principles, methods, materials and practices of chemical and bacteriological testing. r r CHIEF WATER LABORATORY CHEMIST (Continued ) I Requires extensive knowledge of the available sources of technical information concerning the operation of water testing laboratories. Requires extensive knowledge of the applicable State and Federal regulations. Requires the ability to be State certified for chemical and bacteriological testing. Requires previous experience with computer systems ( i .e. , LIMB, LOTUS, D-BASE or equivalent ) C r r r r r r fm L swimOOlO ( 1999) tm 6 r WATER LABORATORY CHEMIST DISTINGUISHING FEATURES OF WORK : Under general direction, performs quality control of water by testing inorganic and organic chemical and bacteriological parameters. ILLUSTRATIVE EXAMPLES OF WORK: 1 . Develops and performs organic chemical analyses on water samples using approved analytical methods ( i .e. , taste t: and odor compounds, THM' s, etc . ) 2. Maintains test records, QA/QC documents, summaries , special research and other related records and reports. 3. Supervises and performs inorganic analyses on water samples, prepares test chemicals as required . 4 . Supervises and performs tests on water samples for bacteriological quality, prepares media as needed . co 5. Assists in training water treatment operators in proper analytical procedures for conducting required tests. 6. Analyzes results and recommends adjustments in water treatment operations. 7. Maintains laboratory procedures to ensure laboratory certification. 8. Performs other duties as required or assigned. DESIRABLE REQUIREMENTS [16 Education Requires the completion of four years of college with a degree in chemistry, biology or a related field . Advanced work in gas chromatography desirable. r Experience Requires two years experience in an environmental laboratory. Requires knowledge of the principles, methods, materials and practices of chemical and bacteriological testing . Requires skill in performing standard laboratory analyses and preparation of standardized solutions. Requires knowledge of the available sources of technical information concerning the operation of water testing laboratories. [11 r r WATER LABORATORY CHEMIST (Continued ) Requires working knowledge of electrical and mechanical measuring and recording instruments. Requires ability to operate a gas chromatograph . r r r r r r r 17 r r r r r swim 0010 ( 1989) L CITY OF ELGIN CLASS SPECIFICATIONS WATER LABORATORY ASSISTANT DISTINGUISHING FEATURES OF WORK: Under general supervision, conducts routine laboratory tests relating to the water purification process; maintains required records and reports. ILLUSTRATIVE EXAMPLES OF WORK: 1 . Conducts physical tests using Nephelometer, testing turbidity on processed water, recarbonation; levels and temperatures of water throughout distribution systems. 2. Performs chemical testing on processed water, distribution samples and private wells for alkalinity, hardness, P.H. , fluoride and other tests as required. 3. Mixes chemical reagents, weighing and measuring chemicals for chlorine residuals , alkalinity, hardness, fluoride and EDTA Titrant which establishes quality control . 4. Assists in the performance of biological testing; collects samples from distribution systems ; runs Millipore and chlorine residual tests and analyzes results. 1: 5. Maintains records and reports of daily testing, biological tests, state tests and other related items. 6. Performs a variety of tasks involving the cleaning and care of the laboratory. 7. Performs other duties as required or assigned. DESIRABLE REQUIREMENTS : Education Requires knowledge, skill and mental development equivalent to the completion of four years of high school with courses in chemistry and biology and/or combination of education, experience and training. Experience Requires elementary experience in an environmental laboratory. Requires working knowledge of the principles, methods, materials and practices of chemical and bacteriological testing. Requires working knowledge of the applicable State and Federal regulations. Requires possession of a valid Illinois Class 'A' Driver's License. r r r L WATER LABORATORY ASSISTANT (Continued) Significant Responsibilities Requires ability to acquire skill in preparing a variety of standardized chemical solutions. Requires ability to maintain standard records of water tests. Requires ability to understand and follow oral and written instructions. m Requires ability to establish and maintain effective working relationships with staff, fellow workers and the general public. r• r r r r r r r r r r I r - 2 - r 0"."1 fr1 r11 rni rni trwi fr-a •