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Wastewater Management Plan Section Ii Township Of - - WASTEWATER MANAGEMENT PLAN - SECTION II - - - TOWNSHIP OF NEPTUNE - - SEWERAGE AUTHORITY - - - - - - PROFESSIONAL ENGINEER a LAND SURVEYOR PROFESS~NAL PLANNER - AND CO~SULTING ENGINEER - - NEPTUNE REGION WASTEWATER MANAGEMENT PLAN SECTION II TOWNSHIP OF NEPTUNE SEWERAGE AUTHORITY - December 7, 1973 ~}W.4- /dA:~~/1 THOMAS W. BIRDSALL, P.E. Consulting Engineer - SEWERAGE AUTHORITY MEMBERS WILSON M. KENNEDY EXECUTIVE DIRECTOR JOSEPH WARDELL, CHAIRMAN TEL. 988-6868 JOSEPH A. SHAFTO. VICE-CHAIRMAN ROBERT R. GOODRICH. SECRETARY P. 0. Box 384 MELVIN A. HOOD. TREASURER NEPTUNE. NEW JERSEY THOMAS NICOL 07753 TOWNSHIP OF NEPTUNE COUNTY OF MONMOUTH December 7, 1973 State of New Jersey Department of Environmental Protection John Fitch Plaza Trenton, New Jersey 08625 Attn: Mr. Robert C. Vincent, Chief Bureau of Water Pollution Control In accordance with our recent correspondence and your letter dated September 18, 1973, this report is submitted as the second section of the Neptune Region, Wastewater Man­ agement Plan of the Township of Neptune Sewerage Authority. I will appreciate your timely review and approval of this report, in consideration of the urgency of the project to complete final design before May 15, 1974. The paragraph of this report on effluent disposal has been deferred for approximately two weeks to allow our environ-­ mental and dn~ineering consultants to complete a cost versus dilution optimization study and reach agreement on the location of the ocean diffuser. Very truly yours, L ~~o,:;~. t\c~-~ ...t W1lson M. Kenn~, Directo rrownshin o Ant unA ;· ev:~r·:1.ge hority WMK: CRB/elm 1- - i WASTEWATER MANAGEMENT PLANT SECTION II Page 1.0 Treatment Works, Description and Alternatives 1.0/l 2.0 Infiltration/Inflow Evaluation Survey Proposal 2.0/l 2.1 Summary, Infiltration/Inflow Evaluation Surv~'Y 2.0/l 2.2 Avon-by the-Sea Borough, Infiltration/Inflow 2.0/2 Evaluation Survey Cost Proposal (Borough Engineer, D. M. Newman) 2.3 · Bradley Beach Borough, Infiltration/Inflow 2.0/16 Evaluation Survey Cost Proposal (Borough Engineer, L. S. Avakian) 2.4 Ocean Grove Camp Meeting Association 2.0/21 Infiltration/Inflow Evaluation Survey Cost Proposal (Consulting Engineer, L.S. Avakian) 2.5 Neptune City Borough, Infiltation/Inflow 2.0/27 Evaluation Survey (Borough Engineer, D. M. Newman) 2.6 Township of Neptune, Infiltration/Inflow 2.0/28 Evaluation Survey Cost Proposal (Township Engineer, T. W, Birdsall) 3.0 Sludge Disposal, Description of Method 3.0/l 4.0 Effluent Disposal, Description of Method 4.0/1 5.0 Projeut Cost Estimate 5.0/l !:: :! 5.1 Regional Cost Estimate I - 5.2 Munici;al Cost Estimate 5.0/7 ··~ 5.3 Summary, Cost E::~tima te 5.0/12 1 4 - i 6.0/1 i-' 6.0 Project Schedule - - Contents ii Page_ 7.0 Agreement of the Municipalities to implement the 7.0/1 proposed plan 7.1 Contractural Agreement 7.2 Resolutions of the Municipalities 8.0 Environmental Assessment (Furnished under separate cover by the (Environmental Assessment Council) - 'L iii ACKNOWLEDGEMENTS l. Environmental Consultant: Environmental Assessment Council New Brunswick, New Jersey Environmental Assessment (furnished under separate cover) 2. Engineering Consultant: E. T. Killam Associates Millburn, New Jersey Sections on treatment works and alternative processes, sludge disposal method and estimated cost of the treat­ ment works 3. Borough Engineer: Donald M. Newman, P.E. Sections on Infiltration/Inflow Evaluation Surveys for Avon-by the-Sea Borough and Neptune City Borough 4. Borough Engineer: Leon S. Avakian, P.E. Sections on Infiltration/Inflow Evaluation Surveys for Bradley Beach Borough and Ocean Grove Camp Meeting Association. 1.0 Description of the Treatment Works and an Analysis of the Treatment Processes ~H 1- The proposed regional site of the Neptune treatment plant Ip- is located near the confluence of the Shark River and Jumping Brook. This site presently houses the tt·eatment plant which was built just a few years ago for the Towmahip of Neptune. When this site was ;j originally selected, adequate land area was acquired with the recognition 0;' i1 of the fact that expansion would be possible to serve contiguous areas in the region at this plant site. ~e existing treatment plant is a biological secondary treatment facility which provides primary settlin~high rate trickling filter, final clarification and chlorine detention. The treated effluent is pumped into a force main where it is discharged into the Atlantic Ocean. The treatment plant presently removes about 85 percent.of the suspended solids and BOD and, at the present time, is not up to the full design.capacity which is approximately 2.5 MGD. The sludge which is removed from tha primary and final clari- fiers is heated and treated in the two-stage digestion facilities. The digested sl~dge is dewatered on vacuum filters and the dewatered sludge is buried in an approved sanitary landfill site. The existing treatment plant is also provided with grit chamber and metering facilities. The plant is in excellent condition and is well maintained. The plant is located in a heavily wooded area and cannot be L. - 1.0/2 seen from the adjacent properties. Because of its location near the Jumping Brook and Shark River in ~eptune Township, it is proposed·to use the existing treatment plant and to provide additional facilities which will increase the total plant capacity to about 9.0 MGD. The proposed additions will be such that the existing units will be kept in service and utili~ed during construction and upon completion will be placed in dual operation with the new units. It is proposed to add two new primary clarifiers, two new high rate trickling filters, two new final clarifiers, as well as new primary and secondary digestion facilities. In addition, it is planned to add new grit chambers and the required pumping facilities and chlorine detention tank with the treated effluent pumped through the existing outfall force main into the Atlantic Ocean. In addition to the proposed new units, it is planned to construct a stabilization basin. This basin will be 630 feet long times 430 feet wide and will consist of approximately nine mechanically aerated units. The objective of the stabilization basin is to provide a higher degree of treatment than can be obtained from the high rate trickling filter, to provide a more constant effluent quality, and to provide for uniform pumping and uniform discharge of the treated effluent into the Atlantic Ocean. The layout of the units on the site is such that in the future it will be possible to install additional treatment units, including digestion facilities, primary clarifier, future trickling filter and a future final clarifier. - 1.0/3 In the early studies made for this project, it had been planned to consider the installation of mixed media filters so that approximately 2 million gallons per day of flow could be discharged into the Shark River and Jumping Brook seasonally. This alternative was considered not feasible in the environmental assessment, therefore it is not part of the present regional plan selected. The location of these units is shown on Plate I in the event they may be required in a later phase of this project. A layout of the proposed new units on the site is shown on Plate I which accompanies this report. The existing facilities which are presently in use at this plant site are also shown. The flow through the plant will essentially be through three basic sets of units, namely existing units, and the two dual units which will be :lnstalled to parallel the existing facilities. An average daily flow of 2.5 MGD will pass through the first unit, namely the existing facilities, and 2.5 MGD will pass through the second set of units and 4.0 MGD will pass through the third set of units. The raw sewage will enter the plant through a 30 inch diameter interceptor sewer, as well as force ~iins which will deliver the sewage from existing plants, which are to be abandoned, into this new regional site. After comminution, the flow will pass through an 18 inch parshall I flume. This flume will have a capacity to measure a peak flow rate of 15.0 MGD. The flow will then split into three components. 2.5 MGD will pass through the existing units passing through a grit chamber, thence the - 1.0/4 primary clarifier, the high rate tri.ckling filter, the final settling tank and thence into a new stabilization basin. The existing primary clarifier is 75 feet in diameter and has an 8 foot water depth. The existing high rate trickling filter is 120 feet in diameter with a 7 foot side water depth. The final clarifier is 75 feet in diameter with a 9 foot side water depth. The recirculation ratio is 1:1 which means that 2.5 MGD will be returned from the final clarifier and will join with the primary effluent until a total of approximately 5 million gallons per day rate will be applied on the high rate trickling filter. Essentially the same flow rate will pass through the second set of units and the same size units: will be provided, namely, the primary clarifier is 75' in diameter by an 8 foot side water depth, the high rate trickling filter is 120 feet in diameter by 7 foot side water depth and the final clarifier is 75 feet in dlameter by 9 foot side water depth. Thus, the existing unit and the second replacement or parallel unit will treat a total of 5.0 MGD. The third set of units will be designed to handle 4.0 MGD average daily flow. This flow will pass through a primary clarifier 105 feet in diameter by 8 foot side water depth, thence into a high rate trickling filter 185 feet in diameter by 7 foot side water depth and thence into the final clarifier which is 105 feet in diameter by 9 foot side water depth.
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