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Home My WebLink AboutPossible Plant to Plant information VCH Sewer,—‘1) ( o/i/0’1 .Plant to Plant Agreement Between City of Ithaca,Town of Ithaca,Town of Dryden And Village of Cayuga Heights This Agreement is made the ____ day of _______, 2004,between the CITY OF ITHACA,Tompkins County,New York,TOWN OF ITHACA,Tompkins County,New York,and TOWN OF DRYDEN,Tompkins County,New York (hereafter collectively referred to as “IAWWTP Owners”),and VILLAGE OF CAYUGA HEIGHTS,Tompkins County,New York. WITNESSETH: WHEREAS,the Ithaca Area Wastewater Treatment Plant (IAWWTP),which is owned and operated by the IAWWTP Owners,treats municipal wastewater originating from the City and Town of Ithaca,as well as portions of the Town of Dryden,pursuant to a Joint Sewer Agreement dated December 3 1,2003 ,as it may be amended;and WHEREAS,the Village of Cayuga Heights Wastewater Treatment Plant (VCHWWTP), which is owned and operated by the Village of Cayuga Heights,treats municipal wastewater from the Village of Cayuga Heights as well as portions of the Towns of Ithaca,Dryden,Lansing and the Village of Lansing under the terms of individual agreements with the Village of Cayuga Heights and their respective sewer use laws and ordinances;and WHEREAS,the parties believe that it is in their best interests to make full use of existing community assets before building new or expanding existing facilities,provided any proposed agreement makes allowance for future demands within those municipalities during the agreement period,and that the costs are distributed in accordance with the benefits received,including avoided costs;and WHEREAS,the parties’Intermunicipal Wastewater Agreement dated December 31, 2003,endorses the concept of the Village of Cayuga Heights’utilization of excess capacity in the IAWWTP to avoid the need to expand capacity at the VCHWWTP; NOW,THEREFORE,in consideration of the promises and the mutual covenants and agreements herein contained,the parties agree as follows: Section 1 —Overview,Agreement Basis,and Assumptions 1.1 Exhibit A contains an Overview,B asis for Agreement,and Engineering Assumptions,all of which provide background information and assumptions on which this Agreement is based.If the assumptions prove to be wrong,the parties shall amend this Agreement to address actual conditions.For example,the preliminary review of Page -1 plant operations at the JAWWTP did not uncover any disproportionate impacts or costs that would be triggered by receiving diverted flows.No ratchet effect or sudden increase is anticipated in chemical,electrical,or staffing demands at the JAWWTP.This appears to be due to the relative size of the two plants (1 3 .1 million gallons per day [MGDJ and 2.0 MGD)and the actual size of the anticipated flow transfers.Should these assumptions prove to be wrong,the parties shall amend this Agreement so the IAWWTP Owners are fairly compensated for their actual costs. Section 2 —Implementation of Flow Transfers 2.1 The Basis for Agreement (see Attachment to Exhibit A)contains two (2)alternate methods for transferring flows from the VCHWWTP to the IAWWTP.For the purposes of this Agreement,all flow transfers made under Alternate 1 will occur as permanent diversions.Short-term emergency diversions or short-term peak shaving diversions made under Alternate 2 will be considered emergency events. 2.2 Pursuant to the terms of the IAWWTP Owners’Joint Sewer Agreement,flows originating from the Village of Cayuga Heights,which lies wholly within the Town of Ithaca,are deemed to be Town of Ithaca flows.Flows originating from the Village of Lansing or Town of Lansing may be accepted at the IAWWTP under the concept of “equivalent flows”described in the Intermunicipal Wastewater Agreement. 2.3 The parties hereby agree that permanent diversions of wastewater originating from areas within the JAWWTP’s service area in the Village of Cayuga Heights,Village of Lansing or Town of Lansing shall be deemed to be Town of Ithaca flows.The Town of Ithaca shall pay the JAWWTP for permanently diverted flows pursuant to the terms of the IAWWTP Owners’Joint Sewer Agreement.All IAWWTP Owners’issues regarding such flows,including capacity,O&M payments and flow measurement shall likewise be addressed pursuant to the terms of the Joint Sewer Agreement.The Town of Ithaca’s own flows to the IAWWTP,plus the permanently diverted flows,may not exceed the Town of Ithaca’s owned capacity in the IAWWTP.Transmission costs and transmission capacity for permanently diverted flows (which are to be deemed Town of Ithaca flows) are addressed through the Joint Interceptor Agreement between the City of Ithaca and Town of Ithaca dated December 3 1,2003. 2.4 The Town of Ithaca and Village of Cayuga Heights shall enter into a separate agreement or agreements regarding the terms and conditions under which the Town of Ithaca will allow the Village of Cayuga Heights to divert on a permanent basis wastewater originating in the Village of Cayuga Heights,Village of Lansing or Town of Lansing to the IAWWTP.After full execution of the agreement(s),the Village of Cayuga Heights may divert such wastewater to the IAWWTP upon the Village’s written notification to the JAWWTP Owners. 2.5 The Village of Cayuga Heights,Village of Lansing and Town of Lansing shall enter into multijurisdictional pretreatment agreements with the TAWWTP Owners before flows from their respective jurisdictions can be permanently diverted to the IAWWTP. Page -2 2.6 For emergency events,as described in paragraph 2.1 above,all parties agree to work together to avoid or minimize a sewage spill outside of their respective plants,or violations of their permitted operations within their plants,in the case of unanticipated and unforeseeable events.The diverting plant must notify the receiving plant’s Chief Operator by telephone before starting the diversion and must follow up the telephone notice with written notice as provided in Section 6.1 of this Agreement.The costs borne by the receiving plant will be billed to the other plant at cost and paid within thirty (30) days of receipt of the bill or paid on such other terms as may be mutually agreed upon. For the purposes of this section,emergency operations will not exceed two weeks in duration (cumulative during any calendar year)or more than one percent (1 %)of the annual operating budget of the receiving plant.Events outside these guidelines will require a separate agreement between the parties. Section 3 —Treatment 3.1 The TAWWTP will properly treat and dispose of all transferred flows.The transferred flows must comply with the requirements of the sewer use laws and ordinances of the communities in which they originate and,if more stringent,the pretreatment laws adopted by the IAWWTP Owners.This is to insure that the flows do not cause pass through violations,interference with plant operations,sludge contamination,a threat to IAWWTP worker safety or nuisance odors.Verification testing required by permits or as needed by plant operations will be a cost of this Agreement.If such testing is performed by the receiving plant,the costs will be billed to the other plant at cost and paid within thirty (30)days of receipt of the bill or paid on such other terms as may be mutually agreed upon. 3.2 The IAWWTP Owners’uniform pretreatment laws are attached as Exhibit B.A copy of the IAWWTP operating permit issued by NYSDEC is available upon request to the Chief Operator. Section 4 —Measurement of Flows 4.1 Where possible,transferred flows shall be routed through existing sewage flow meters.When no existing meter is available,flows of 20,000 gallons per day (gpd)and larger will require a meter installation at a location close to the municipal boundary which will be in place within six (6)months of the start of flows.Flows less than 20,000 gpd may be estimated and then verified on a six month basis using portable flow meters. Both the six month period and the 20,000 gpd cut off may be adjusted by mutual agreement as experience accumulates. Section 5 —Agreement Modification 5.1 This Agreement constitutes the entire Agreement of the parties.It may be amended only by the written consent of all of the parties,with each party executing and Page -3 acknowledging the document containing the amendment through its duly authorized representative. Section 6 —Notification 6.1 Where notification is required by the terms of this Agreement,it shall be delivered by hand or by mail,during business hours,to the following addresses. For notice to the JAWWTP Owners: Chair,Special Joint Committee Ithaca Area Wastewater Treatment Plant 535 Third St. Ithaca,NY 14850 With copies to: Assistant Superintendent of Public Works City of Ithaca Water &Sewer Division 510 First St. Ithaca,NY 14850 Town Engineer Town of Ithaca 215 N.Tioga St. Ithaca,NY 14850 Town Engineer Town of Dryden 65 E.Main St. Dryden,NY 13053 For notice to the Village of Cayuga Heights: Village Engineer Village of Cayuga Heights 836 Hanshaw Rd. Ithaca,NY 14850 Section 7 —Length of Agreement 7.1 This Agreement shall continue in force until May 15,2026,which is forty (40) years after the original bonds were issued for the IAWWTP.Upon the expiration of the original term,this Agreement may be renewed for additional terms of at least five (5) years each upon the written consent of all the parties.The parties shall review the Basis for Agreement in Exhibit A every five (5)years that this Agreement is in effect to verify Page -4 the assumptions and projections on which this Agreement is based.The parties agree to use their best efforts to renegotiate the terms of this Agreement if actual experience varies significantly from the assumptions and projections in the Basis for Agreement. Section 8 —Termination 8.1 The IAWWTP Owners or the Village of Cayuga Heights may terminate this Agreement with adequate prior notice.Notice from the IAWWTP Owners to the Village of Cayuga Heights must be provided five (5)years in advance to provide the Village of Cayuga Heights time to respond,design,and build alternate facilities.Notice from the Village of Cayuga Heights to the IAWWTP Owners must be provided one (1)year in advance.These periods are based on the assumption that no capital investments are needed at the IAWWTP to meet the terms of this Agreement.Other periods of notice will be acceptable if agreed to by all parties or as may be agreed to should a capital improvement be necessary or desirable. 8.2 However,nothing in this Agreement is intended to result in the IAWWTP violating the terms of its operating permit with NYSDEC.The IAWWTP Owners may withdraw,in whole or in part,from the terms of this Agreement if withdrawal is necessary to comply with the IAWWTP’s SPDES permit. Section 9 --Dispute Resolution 9.1 Disputes should initially be referred to the individuals responsible for the plant operations,which will be the Chief Operators of both plants and their immediate supervisors.If resolution cannot be reached by these four individuals,the matter shall be referred in writing to the two boards responsible for plant operations,currently the Village Trustees for VCHWWTP and the SIS or SJC for the IAWWTP.Ultimately,the parties may seek whatever recourse is available under the law,but no sooner than ninety (90)days after the matter has been referred to the respective boards in writing. Section 10 —General Items 10.1 Liability Requirements.For purposes of this paragraph,the IAWWTP Owners shall constitute one party,and the Village of Cayuga Heights shall constitute the other party.Each party shall be responsible for all damage to life and property due to negligent acts,errors or omissions of that party,its sub-consultants,agents or employees, in the performance of services under this Agreement.Further,it is expressly understood that each party shall indemnify and save harmless the other party from claims,suits, actions,damages and costs of every name and description resulting from the indemnifying party’s negligence,and such indemnity shall not be limited by reason of remuneration of any insurance coverage herein provided.Negligence shall include,in addition to negligence founded upon tort,negligence based upon the party’s failure to meet applicable professional standards.Nothing in this section or in this Agreement shall create or give to third parties any claim or right of action against the parties beyond such as may legally exist irrespective of this Section or this Agreement. Page -5 10.2 Governing Law:This Agreement shall be governed under the laws of the State of New York.The parties further agree that the Supreme Court of the State of New York held in and for the County of Tompkins shall be the forum to resolve disputes arising out of either this Agreement or work performed according thereto.The parties waive all other venue or forum selections.The parties may agree between themselves on alternative forums. 10.3 Non-assignment Clause:No party may assign or transfer its rights and interests in this Agreement to another entity without the prior written consent of all of the other parties.Notwithstanding the foregoing,if one or more parties dissolve into,merge with, or wholly annex another party or parties,the party remaining after the dissolution,merger or annexation,or the new merged municipality,as the case may be,shall retain all of the rights and interests in this Agreement that were held by the involved parties immediately prior to the dissolution,merger or annexation. 10.4 Each party represents and warrants that (a)this Agreement has been presented to its governing body;(b)its governing body has approved this Agreement by a majority vote of the full possible voting strength of that governing body;and (c)if required,all steps by way of public hearings and/or referendum or otherwise have been taken by the time of execution of this Agreement.Resolutions of each governing body approving this Agreement are attached to this Agreement as Exhibit C. In Witness hereto,the parties have caused this Agreement to executed by their duly authorized officers and sealed with their corporate seals,effective on the day and year aforementioned. CITY OF ITHACA Dated: _______________________ By: Carolyn K.Peterson,Mayor City of Ithaca TOWN OF ITHACA Dated: ______________________ By: Catherine Valentino,Supervisor Town of Ithaca Page -6 By:Dated: Will Burba,Councilperson Town of Ithaca By:Dated: Herb Engman,Councilperson Town of Ithaca By:Dated: Sandra Gittelman,Councilperson Town of Ithaca By:Dated: Carolyn Grigorov,Councilperson Town of Ithaca By:Dated: William Lesser,Councilperson Town of Ithaca TOWN OF DRYDEN By:Dated: Steven M.Trumbull,Supervisor Town of Dryden Page -7 Dated: ______________________ By: Martin Christopherson,Councilperson Town of Dryden Dated: ______________________ By: Michael Hattery,Councilperson Town of Dryden Dated: _______________________ By: Christopher Michaels,Councilperson Town of Dryden Dated: _______________________ By: Stephen Stelick,Jr.,Councilperson Town of Dryden VILLAGE OF CAYUGA HEIGHTS Dated: _______________________ By: Walter R.Lynn,Mayor Village of Cayuga Heights [ADD JURATSJ Page -8 EXHIBIT A OVERVIEW,BASIS FOR AGREEMENT,&ENGINEERING ASSUMPTIONS Overview and Method The Village of Cayuga Heights was originally served by a downtown plant,so much of the Village,as well as portions of the northeast quadrant of the Town of Ithaca, can use gravity and topography to redirect wastewater flows to the current downtown (IAWWTP)plant.Demand exists now for new sewer service in areas of the Village and Town of Lansing,and the Town of Dryden,close to the Village of Cayuga Heights and the Ithaca-Tompkins Regional Airport.Additional demand exists in northern portions of the Town of Lansing such as the Lansing School District complex and homes in the Ladoga Park area,whose individually owned facilities will be replaced with connections to municipal treatment facilities.The water quality in Cayuga Lake can be improved by connecting individual properties whose on site treatment systems are built in areas of high water table or shallow bed rock. Diverting existing wastewater flows from the VCHWWTP to the IAWWTP can free up capacity in the VCHWWTP to receive wastewater flows from areas north of that plant.Flows diverted from areas south of the Village’s plant can reach the downtown plant by gravity.The load sharing approach makes use of existing treatment capacity at the IAWWTP,relieves existing excess demand at the VCHWWTP,and allows adequate flexibility to meet projected demands over the next twenty (20)years while adjusting for real demands as they develop. Basis for Agreement In order to meet the goals set forth in this Agreement a series of meetings were held between engineers representing the six communities being served by the two plants. The current operation of the two plants,current flow contributions by the six communities,and estimates for changes in flows were reviewed.Since current and future flows were still within the existing combined treatment capacity,a more detailed review was made of sub-area flows and topography to consider the feasibility of the proposed solution.The initial implementation appeared simple and the benefits to the VCHWWTP would be immediate. The basis of the solution contained herein is summarized in detail in a memo dated August 22,2003,and revised December 17,2003,written by the City’s Superintendent of Public Works to the other Joint Engineers.It is contained as an Attachment to this Exhibit. Engineering Assumptions This Agreement looks at plant treatment capacity limitations and collection system wastewater flows in terms of volume and time,i.e.gallons per minute (gpm)or Page -9 million gallons per day (MGD).The age of major portions of the collection system,the make up of local municipal wastewater (due to the largely residential,professional,and high technology make up of the communities),and the configuration of both plants makes this approach to capacity reasonable.Peaking factors (peak flow/average flow) appear to be comparable for the plants and the portions of the collection systems for which data was available.Should other wastewater properties that limit a plant’s permitted capacity come into play,e.g.biological treatment,chemical treatment,or solids handling,the parties agree to use their best efforts to amend this Agreement. The preliminary review of plant operations at the IAWWTP did not uncover any disproportionate impacts or costs that would be triggered by receiving these diverted flows.No ratchet effect or sudden increase is anticipated in chemical,electrical,or staffing demands at the plant.This appears to be due to the relative size of the two plants (1 3 .1 MGD and 2.0 MGD)and the actual size of the anticipated flow transfers.Should these items develop at a later date,the parties agree to amend this Agreement. Page-10 EXHIBIT B UNIFORM PRETREATMENT LAWS FOR IAWWTP Page -11 EXHIBIT C GOVERNING BODY RESOLUTIONS (to be added) Page-12 -2?Vc-2rr’ LrJW :‘f R’Tvr2wP?‘C 7?C;’ QD rz?(JcJ+YrR111 4 zTh-To *.,4 J’R INTERMUNICPAL SEWER COMM[TThE AGREEMENT BETWEEN VILLAGE OF CAYUGA HEIGHTS AND TOWN OF LANSING AND VILLAGE OF LANSING Currently,the Village of Cayuga Heights Waste Water Treatment Plant (VCHWWTP)receives sewage from the Town ofLansing and the Village ofLansing (TVL)through the existing Village ofCayuga Heights (VCH) collection system,as well through a direct transmission main to the VCHWWTP.The TVL sewage is commingled with the VCH sewage,which is treated and the treated water is discharged into the lake.VCH charges the TYL directly for the treatment,based on equivalent household units.The TVL are charged an “outside”user rate,which is a multiple ofthe “inside”user rate that is charged to VCH property owners to cover administrative costs and the costs associated with the use ofthe VCH collection system.Although the total average sewage flow at the VCHWWTP is only slightly over 1.0 MGD,the 30 day average peak flows have sometimes exceeded the permitted 2.0 MGD.Therefore,VCH has had to limit the number of new connections into the system to prevent even greater peaks flows. The terms of a proposed agreement between the parties will be basically the same as the existing agreements between the same parties individually.VCH would continue to treat the TVL sewage at the VCHWWTP and would continue to charge them at an “outside”user rate.The new agreement will include some new specifics to address the issue of capacity to accommodate future new connections for the next 20 year planned growth period.The needed capacity at the VCHWWTP will be provided as follows:. Sewage from the Northeast Area ofthe Town oflthaca (NATI)will be diverted out ofthe VCHWWTP to the Ithaca Area Waste Water Treatment Plant (IAWWTP).This will be made possible by the connection of the VCH collection system to a section ofthe Town of Ithaca collection system adjacent to the Village of Cayuga Heights.Although it is not currently known how much peak flow will be diverted out ofthe VCHWWTP from the NATI,it is expected to be enough to provide needed treatment capacity for the initial 5-10 years of growth in the TVL.For the last 10 years ofgrowth,VCH may need to divert some ofthe VCH sewage to the IAWWTP through the Town oflthaca system.The Town oflthaca would recover the expense oftreating the VCH sewage by billing VCH for the amount of sewage added to the NATI diversion.In turn,the VCH will recover that cost by adding it to the annual operating budget of the VCHWWTP with the TVL then indirectly paying for the treatment ofVCH sewage at the IAWWTP. The TVL will decide on the allocation ofthe available capacity between themselves.The TVL will own and maintain sewage flow meters that VCH will collect data from to determine the amount of Ill contributed by the “outside”users.Ifthe ratio ofpeak flows vs.dry flows becomes disproportionate,VCH will assess a surcharge to that municipality’s “outside”rate,to encourage reduction ofunwanted 171. The agreement will have a provision for the parties to review and modify the terms and conditions every 5 years.This will allow the parties to determine the best strategy to manage and provide for future capacity needs and other issues such as meter billing,UI issues,transmission maintenance,etc.. Here is the first attempt at a few paragraphs for the DEIS.I ran out of steam as I tried to close.Please edit ‘til you are happy.The document needs to be checked against numbers in the DEI$for updates.Thanks for your help. Bill Plant to Plant Agreement for Operations The current peak flows in the study are total 11.47 million gallons per day (MGD) while the local treatment capacity available at the Ithaca Area Wastewater Treatment Plant (IAWWTP 13 .1 MGD)and the Village of Cayuga Height Wastewater Treatment Plant (VCHWWTP,2.0 MGD)is 15.1 MGD.Anticipated growth in the local area could add 3 .00 MGD of additional peak wastewater flows over the next 20 years.The estimated peak flow of 14.47 MGD will still be less than the 15.1 MGD treatment capacity. A change in the serve area for the IAWWTP to include all of the Town of Ithaca (and the Village of Cayuga Heights)will shift current flows of 0.64 MGD andO.56 MGD out ofthe VCHWWTP and drop the peak flow from 2.55 MGD to 1.35 MGD,well within its permitted treatment capacity and able to accommodate anticipated growth in its service area. In this system oftwo adjacent plants and service areas,an agreement needs to be available to provide protection to the environment and comfort to the local communities during this period ofplanned growth.Over the 20-year period,the peak flows at the VCHWWTP are projected to grow from 1.35 MGD to 2.13 MGD.This will require reductions in infiltrationlinflow in the service are,increased treatment capacity or shifting flow to the adjacent plant or some combination of all three. It is anticipated that the initial shift of flows to the IAWWTP,reflecting the expanded service area,will eliminate the annual events exceeding ofpermitted flows to the VCHWWTP.The need to shift additional flows from the VCHWWTP to the IAWWTP will not occur until late in the 20-year planning period,if it occurs at all.An agreement will be constructed based on existing local agreement which provide mutual aid back up in the early years (1 0 years)and anticipates a more organized load sharing agreement in the later years (years 10 to 20).An oversight board can provide annual review of flows,flow growth,and operation of the plant to plant agreement to the s AGREEMENT between IAWWTP and VCHWWTP As a condition of the Intermunicipal Sewer Agreement,the IAWWTP will be receiving sewage flows that are currently being treated at the VCHWWTP.Since the WWTP operators will need to coordinate at various times when additional flows need to be diverted,a “plant to plant”agreement is needed to provide structure and guidance for how and when the diversion happens. The initial diverted flow will start out as the amount of sewage from a fixed area of the VCH collection system known as the “old village”.The flow from this area will be diverted down the proposed Kline Road connection. An additional amount of flow will be diverted down another proposed connection in Remington Road.For the first few years,the amount of flow diverted down Remington Road,when combined with the Kline Road diversion,will be limited to equal the amount of flow that is generated within the northeast areas of the Town of Ithaca/Dryden.If additional diversion is needed to keep the VCHWWTP operating under the 2.0 MGD maximum month flow,the Remington Road diversion flow will need to be increased.The increased flow will be some/all of the flow generated properties within the Village of Cayuga Heights. d%Although it is anticipated that reductions in I/I will help keep the VCHWWTP operating under the 2.0 MGD, even with the additional 20 years of growth in the Lansings,there is a need to be prepared to divert additional peak flows during emergency events.Additional peak flows would be diverted on a short term basis and the IAWWTP would not be expected to treat it permanently.As an example,if the operators at the VCHWWTP are experiencing flows early in a month that would result in a monthly flow in excess of 2.0 MGD,they could contact the operators at the IAWWTP and arrange to adjust the Remington Road connection to divert more flow until the end of the month or until the I/I receded. More detail will be needed to address such issues as:1)who decides when an emergency diversion is needed;2) what is the criteria for deciding when an emergency diversion is needed;3)how will the emergency flow be measured;4)what is the financial arrangement to compensate the IAWWTP for this service. t Intermunicipal Wastewater Committee The IWWC met at Village of Cayuga Heights Hall at 830 AM on August 19,2004.In attendance were Steve Farkas,Carolyn Peterson,Cathy Valentino,Noel Desch,Steve Trumbull,Susan Brock,David Herrick,Dan Walker,Brent Cross,Bill Gray,Walter Lynn The next meeting of the IWWC will be on Wednesday September 22 at 830AM at VCH Hall. Correction to the August 19 notes:Pretreatment Agreements:replace clause in the first sentence:“continue with regulations with a more residential focus”with “revise their regulations” Pretreatment Agreements The VCH Board has not taken up the proposed Pretreatment regulations.Brent Cross will pursue the matter and Susan Brock will review the regulations with VCH attorney David Tyler.It is possible that the VCH Board could set a public hearing for its October meeting when it meets in September.This will then enable the other municipalities to set their hearings in October for their November meetings.General schedule would be as follows: Municipalities Set Public Hearing Public Hearing VCH &IAWTP*September 20 October *5JC to take up at September meeting VCH &T.Dryden,T.Ithaca,T.Lansing,V.Lansing separate hearings could be set at October meetings for action following November hearings. VCH and Town of Ithaca Agreement The Town and Village accounting staff have not met to determine how to shift from units to water meter readings and to recommend how to credit July 2004 advanced payment once Kline Road is in operation.There was a discussion of the need to reference the maximum allowed diversion of 250 units in the agreement.Reference to wet weather flows in the agreement was also suggested. Kline Road Diversion The contractor is about to start construction.NYSEG is finished with their work.The consent order for the Filtration Project has been signed by VCH.The master meter will be radio controlled with the IAWTP. . Plant to Plant Agreement Susan Brock revised the draft agreement following the August 9 engineers meeting.The engineers are requested to send comment to Susan as soon as possible so that public hearings and asoption can take place before the end of the year. Remington Road Diversion Dave Herrick reported that the Remington Road pipe would need to have a capacity of 1.3 to 1.5MGD.Dan Walker indicated that the Town of Ithaca had completed their preliminary design of the Lake St.portion of the diversion and would include it in their 5 year capital project plan this Fall.Dave Herrick suggested that the target for completion of the project should be set for 201 1.There was some discussion of the need to complete the project earlier to show DEC that VCH will be able to stay within permit limits as new Town of Lansing district load comes on line.This suggests that agreements need to be in place soon to assess transportation charges for this diversion. New York State Department of Environmental Conservation ___ Division of Water,Region 7 61 5 Erie Bou(evard West,Syracuse,New York 13204-2400 Phone:(31 5)426-7500 •FAX:(31 5)426-7459 Webs ite:wwW.dec.state.ny.us fln M Crotty Commissioner April 30,2003 Mr.Lawrence P.Fabbroni,P.E.,L.S. Assistant Superintendent of Public Works City of Ithaca 510 First Street Ithaca,NY 14850-3506 Re:Clean Water/Clean Air Bond Act Project Work Plans Ithaca Phase I and II Collection System Improvements,App.No.99-3107,98-221)9; Ithaca Area Wastewater Plant Re-rating,App.No.98-2209;and Ithaca Area Wastewater Plant Advanced Phosphorus Removal,App.No’s 98-2209, 99-3107,00-4040,01-4040. Dear Mi.Fabbroni: This letter is to notify you that the above referenced documents which were rccci ved n our Region 7 office on March 27,2003 have been A copy of the approved Pioject Work Plans will be transmitted to the NYSDEC Central Office in Albany along with this let te;. The Central Office Bond Act staff will be in contact with you regarding the Contract pR)ccss. Please contact me if I can be of further assistance.The Department looks forwa;d to working with the City of Ithaca on these beneficial wastewater treatment improvement f);()jects. Sincerely, Taia M.Blum Environmental Engineer 1 cc:Joanne Swint,DEC CO,with enclosure Steven P.Eidt,P.E.,RWE Reg.7,letter only Gerald C.Hook,P.E.,Steams &Wheler,letter only 1 • Pagelofi Dan Walker From:Brent Cross [bcrosscayuga-heights.ny.usJ Sent:Thursday,November 29,2007 12:55 PM To:dlh@lns.cornell.edu;Dan Walker;cvalention@town.ithaca.ny.us Cc:Walter Lynn Subject:FW:intermunicipal sewer agreement Dear Don,Cathy,and Dan Walker: Mayor Lynn has asked me to arrange for us to meet at the earliest opportunity to address the issues presented in the attached letter.Instead of asking everyone for their schedules.let me suggest December 5th either at I 0 am or 2 pm.If that doesn’t work for everyone,please send me other suggestions for dates/times. Thanks,Brent Mayor, After reviewing the Town of Ithaca sewer invoice for 2007,I was surprised to learn how much credit was given for the Kline Road diversion to the IAWWTP.At the current “outside the Village”rate,the total credit for diverting the flow from 725 “units”was $1 32,675.Although we gained a dozen or so new customers from the Village of Lansing,it will be a long time before we can recover 725 new sewer units.As you know,the Town of Lansing is no longer pursuing new sewer districts (that will be connecting with the VCHWWTP). Unfortunately,the Village is now left “holding the bag”for the long term intermunicipal sewer agreement. Back in the late I 990’s when the intermunicipal sewer negotiations started,I recall Ron Anderson telling everyone that the Village of Cayuga Heights would be willing to participate as long as it was “held harmless”.In addition to the lost revenue,we have also spent/committed several million dollars on trickling filters and phosphorous removal projects,which were supposed to help the Town of Lansing get funding for their new sewer district(s). Inasmuch as the Town of Lansing will not be able to fulfill their part of the Intermunicipal Sewer Agreement, we need to modify our obligations as a result.It may have been short sighted on everyone’s part to divert the entire 725 units from “day 1”opening the Kline Road bypass.We believed it would be a fair/reasonable commitment for the Village to carry until the Lansing’s were able to replace that flow with new customers.At this time,however,it appears that the Village of Lansing will be the only source of new customers,Ieastwise for the foreseeable future.Accordingly I believe we should undertake to have the Kline Road diversion employ a mechanism to control the amount of flow as needed for new Village of Lansing customers.That way,the Village of Lansing could continue to have the benefit of the Kline Road diversion (that they paid for),and Cayuga Heights would adjust the credit to the Town of Ithaca on a yearly basis.This would balance our revenue between new V/L units and VCH units diverted to Ithaca. Brent 11/30/2007 This folder includes correspondence,flow readings and copies of contracts between the town of Ithaca and the Village of Cayuga Heights from 1965 through 2004 The correspondence includes a very good legal summary of the events and back and forth between the parties prior to and through the enactment by the VCH of a moratorium on sewer hookups. I did not find a conclusion to the matter but will add materials as I come across them. CITY OF ITHACA 108 East Green Street Ithaca,New York 14$50-5690 DEPARTMENT Of PUBLIC WORKS William J.Gray.PE.Superintendent /City Engineer Telephone:607/274-6527 Fax:607/271-6587 Parallel/Coordinated Operations Ithaca Area and Village Cayuga Heights Plants GOAL: OBJECTIVES: ACTIONS: Activated Sludge Adjustment to Downtown Agreement .Coordinate Service Areas WJG 1/23/02 Use both plants to meet regional treatment needs,existing and future Flexible Collection system,redirect loads Treatment Program,best use of each plant Trickling Filter Low energy Low chemical Good steady state Higher energy cost Higher chemical cost Very flexible over wide flow range Propose Agreement Outline Meet Permit Requirements Coordinate Sewer Use Ordinances VCH Pass Through of Town of Ithaca flow VCH with Town &Village of Lansing &Town of Dryden Treatment Insurance Purchase,Rent/Lock Up Needed Capacity Revenues Lost vs.Revenues Gained Construction Responsibility to Each Community Operational Proposal,analyze for least cost,most dependable configuration Cost Proposal,operational costs and capacity reserved Infiltration &Inflow Incentives “An Tniiil flnnrrflinitv Fmnlnver with commitment to workforce diversification.”, VLd tAfl;’4,VLJ: ?&*o4d I iiC:Z 1fbc3 Notes:1)Peak Flow estimate are a distribution plant peak flows inproportiontoplantbillingsforusage,usually base on meteredwaterconsumption. 2)Future Flows are based on community requests or 1%growthfor20years=I .220 multiplier JC}[-T;:i c < c Jc?lI TABLE 5.0 Future Flows versus Treatment Capacity Peak Flows in MGD :—Community Cu rrent Pa Future Approx.Owned Excess—Ew-Et Add.Flow Needed Cap Cap.(Deficit)Cap Mr->’,O 20 years ©20 years City of Ithaca 5.80 1 .28 7.08 7.53 0.45Townofithaca2.97 065 3.62 5.44 1.82TownofDryden0.15 0.03 0.18 CT -0.05SUBTOTALS8.92 1.96 10.88 N’i’ô 2.22 VillageofC.H.0.64 0.14 0.78 0.78 0.00VillageofLansing0.89 0.20 1 .09 0.57 -0.52TownofLansing0.45 0.57 1.02 0.29 -0.73Townoflthaca0.56 0.12 0.68 0.35 -0.33TownofDryden0.01 0.01 0.02 0.01 -0.01SUBTOTALS2.55 1.04 3.59 2.00 -1.59TOTALS [I I .47]3.00 14.47[15.10J 0.63 A-F Qb7S T_&Vf1YkY Ti OD -ri %p97 WJG 12/01 I LEGEND I 1 PLANNING AREA F SERCE AREA —4——4-—4—->—4”SER LATERAL —)—-—--3—)—8”COLLECTOR SEWER —>———>-÷ 10”INTERCEPTOR SEWER —>—>4-12”INTERCEPTOR SEWER —>——A——A——A—6”FORCE MAIN .——-—...—-—4”VACUUM MAiN —4--—+—-+———21”or 24”TRANSMISSION MAIN LADOCA PARK I CAYUSA I4itE PORTLAND PROPOSED PORTLAND POINT MARINA qi r ‘7 Th 1c b Lc LI L •‘————-—“Th I:;JAN 9 2004 L.. ![f F .i:‘ DEPARTMENT OF PUBLIC WORKS •WATER AND SEWER DIVISION L_L .! Telephone:607/272-1717 Fax:607/277-5028 Daniel Walker,P.E.,Director ofEngineeñng (Lawrence P.Fabbroni,P.E.,LS.,Asst.Supt.DPW,Water and Sewer Life Cycle Issues Report,Village of Cayuga Heights Jnauary 9,2004 As requested yesterday attached please flnd another copy of the above referenced report for your use.It is my understanding that the charge you are examining was a prorated percentage of the funds actually expended based on your commitment over the total as the project was never advanced to a further stage or the not to exceed total.If you have any further questions on the report I am available and if the proportioning is not clear contact Steve Thayer. CITY OF ITHACA 510 First Street Ithaca,New York 14850-3506 To: From: Re: Date: “An Equal Opportunity Employer with a commitment to workforce diversification.”1, r) o . 0 0 BIlE BLASLAND,BOUCK &LEE,INC.engineers &scientists Transmitted via Federal Express To:Mr.Lawrence Fabbroni,P.E. Assistant Superintendent DPW Water and Sewer Division 510 First Street Ithaca,NY 14850-3506 We are sending you:herewith El drawings Tra ns mittaIItt5J1 r I I! IHUI JAN 9 2004Blasland,Bouck &Lee,Inc. 6723 Towpath Road,P0 Box 66 j Syracuse New York 13214-0066 (31 5)446-91 20 Date:September 3,2002 File:029.08 #2 Re:Life Cycle Issues, Village of Cayuga Heights WVVTP U under separate cover LI letters other If material received is not as listed,please notify us at once. 4Quantity ‘1 Identifying :Title Actlon* — 1 Draft Letter Report Re: Life Cycle Issues,Village of Cayuga Heights WVVTP *Action letter code: Remarks: R —for your review S -resubmit N -reviewed and noted I -for your information J -rejected Y -for your approval For review and comment. Sincerely, BLASLAND,BOUCK &LEE,INC. Donald F.‘eisser,P.E. Vice President DFG/bek cc: 09/03/02 Document6 C 0 or BBE BIASL,4ND,OUCK &LE INC.•nq1neat &ioIn Hits Transmitted Via Federal Express September 3,2002 Mr.Lawrence FabbronI,P.E Assistant Superintendent DPW Water and Sewer Division 5 10 first Street Ithaca,NY 14850-3506 Re:Life Cycle Issues,Cayuga Heights Wastewater Treatment Plant file:O%9O$12 Dear ML Fabbroni: SjLitCtu-alIfl3VecfiQri ExecutheSumrnoStrçjalInscçtion 3223(’ DRAFT fTh R r p r,i_— —Jrj UL JAN 9 2004 L) TOWN OF 1K CA As requested,Blasland,Bouck &Lee,Inc.(BBL)has completed its structural and architectural conditionassessmentoftheVillageofCayugaHeightsWastewaterTreatmentPlant(WWTP).The purpose of thisassessmentwastoevaluatetheestimatedremaininglifefortheexistingbuildingsandprincipalstructuresattheCayugaHeightsWWTPandtoevaluatethecurrentoperatingconditionoftheWWTPoitfal1pipelineintoCayiigaLake. This letter report includes separate summaries for the structural inspection,architectural inspection andtheWWTPoutfallevaluation.Each ofthese summaries is presented below: on Juiie I 8,2002,BBL mobilized a team of specialists for the purpose of investigating and reporting ontheconditionandremaininglifeofstructuresassociatedwiththeCayugaHeightsWWTPTheresultsofthisstudyindicatethatallofthestructurescanprovideservicetothefacIlityforthenext20to30yearswithappropriatemaintenarccandrepair. Concrete strength observed throughout the WWTP structures through the use of the Windsor Probe TestMethod(ASTM Standard Method C803)was uniformly in excess of the presumabLe design value ofbetween3000to4000poundspersquareinch(psi)concrete compression sftength Deterioration ofcotcretebasedonvisuallyobservableareasincludedspallingatareasaffectedbyfreezc4haw,genera!corrosion/scaling of the walls of the trickling filters,steel corrosion on the superstructure over thernfluent/aerated grit chamber.and minor cracking with efflorescence throughout the plant stmctures. 6723 TowpartR1)r]d •P.O Bo iO ‘Syucus’,NY 1321d-OO61:31 5)€119 20 ra((31 5)4c-QOJ -v’Nw.btEq-{flc:corn offices notor’ 0 0 ot Mr.Lawrence Fabbroni,P.E. September 3,2002 Page 2 of 12 DRAFT Limited active leakage was observed at crack locations (including one location at the recirculation pumping station (RPS)and at the perimeter of the original digester —currently thickener/secondary digester),which would be an indicator of on-going potential corrosive activity within the structures. Other concerns regarding the structures are identified within the detailed inspection findings presented below. We recommend a program of maintenance to bring the structures back to full effectiveness to provide useful service for the next 20 to 30 years.Without maintenance,it can be expected that significant reduction in the useful life of the various structures can be anticipated.Corroding steel will continue at an accelerated pace without proper painting;and concrete structure deterioration will be accelerated once reinforcing begins to be exposed due to loss of sound concrete cover.The major structural items identified for repair are: Trickling Filters -Inside walls exhibit generalized surface corrosion/spalling approximately 1/4 to 1/2 inch deep,with some softness of the concrete on the inside of the walls (1/16 to 1/8 inch penetration). The walls should be high pressure water blasted and repaired with a vertical surface repair material.The base concrete slab of the filter structure should be thoroughly cleaned and repaired,as required,during the planned future filter upgrade project. Secondary Digester/Thickener -No contract/construction plans were available for BBL to review for this structure.The top 6 to 8 feet are exposed.Significant cracking and leakage were observed approximately 5 to 7 feet below the top of the tank and approximately 3 feet below the water level in the cA tank,at an expanded ring wall section of the tank.The liquid level in the tank is recommended to be reduced to below the level of leakage until repairs to the leakage can be accomplished. Influent/Aerated Grit Chamber Superstructure -This structure experiences significant humidity and corrosive environs.Steel is exhibiting rapid rust blooms even though it was recently painted.With the environment to which it is exposed,the steel can be rapidly corroded and require replacement within ten years if not repainted properly.The steel should be sand-blasted to SSPC —SP-6 minimum (commercial blast clean)and coated with an appropriate protective coating system. Background The Cayuga WWTP was reportedly originally constructed during the 1950s.It was initially a primary treatment facility consisting of a grit chamber,primary settling tanks,digester/sludge management building and a service building (refer to Partial Site Plan “A,”attached as Figure 1).Treated effluent was discharged into Cayuga Lake. In 1972,a major upgrade to the plant was completed,and it was converted to a secondary plant with a capacity of 2 million gallons per day (mgd).The expansion included the addition of a new aerated grit chamber,two trickling filters,intermediate settling tanks,flocculation and final settling tanks, chlorination system,recirculation pumping station,new primary digester,as well as additions and modifications to the original facility sludge handling system and digester.Subsequent additional modifications have been completed including conversion to liquid sodium hypochlorite for final disinfection and use of a belt filter press for sludge dewatering. BLASLAND,BOUCK &IEE.INC. engineers &scientists 70322365.doc 0 0 0 Mr.Lawrence Fabbroni,P.R September 3,2002 Page3 of 12 DRAFT The City of Ithaca is proposing to take part ownership in the Cayuga Heights WWTP as part of a negotiated inter-municipal agreement.This report was requested by the City of Ithaca to assist in the identification ofthe remaining useful life ofthe existing facilities. Structural InspecfionlEvaluation On June 18,2002,BBL made an inspection of the Cayuga Heights Wastewater Treatment Plant.In attendance were the following personnel: Donald Geisser,P.E.,BBL Thomas Metcalfe,P.E.,BBL Structural Engineer David Tucker,AlA,BBL Subcontract Architect Brent Cross,P.E.,Public Works Director,Village of Cayuga Heights Scott Gibson,City of Ithaca Department of Public Works John Yaw,Yaws Environmental Jerry Smith,Chief Plant Operator,Yaws Environmental Donald Blasland,PW Laboratories,Inc.—Windsor Probe Testing General Generally,the Cayuga Heights WWTP structures are in good condition and well maintained.This inspection and evaluation is presented to assess existing remaining life of the structures,identify problems with the facilities and identify areas where maintenance or repair should be affected to increase the service life ofthe facilities. Each facility was inspected based on visually observable conditions from outside the structures.This report is based on the assumption that the condition of the structures is consistent with the observed conditions of the visually observable areas.No internal inspections were performed of any enclosed tanks. Geologically,the site is located with a shallow distance to bedrock,and many structures can be assumed to be founded at or near the bedrock layer.As a result,the likelihood of excessive settlement associated with the structures should be minimal.Limited information was available regarding this condition to rule out settlement potential completely. Structural drawings were reviewed for some of the 1972 Plant Upgrade facilities only.The original plant construction drawings were not available.This review indicated generally that the structures installed in 1972 appeared to be designed and detailed based on good engineering practice.However,an analysis of the design was not performed,nor was loading investigated. An inspection of each structure was performed in the field using the sample Structure Evaluation Form found in Attachment A.The data cataloged on each of the completed forms were used to develop the assessment of structural conditions reported herein. Windsor Probe Tests (ASTM Standard Method C803)of most of the concrete structures were performed by PW Laboratories,Inc.A P.W.Laboratories letter report presenting the results of the Windsor Probe testing is found in Attachment B.Windsor Probe test results are also indicated in the text of the detailed inspection findings presented below. BLASLAND,BOUCK &LEE,INC. engineers &scientists 70322365.doc 0 0 0 Mr.Lawrence Fabbroni,P.E. September 3,2002 Page 4 of 12 DRAFT A photographic log of the structures that were investigated is included as Attachment C,including observed conditions of each structure.Cross reference to the picture numbers in Attachment C reflecting observed conditions is identified following the text ofthe detailed inspection findings. Detailed Inspection findings: Specific results ofthe structural inspections are as follows: Structure #1 —Influent Structure,including an aerated grit chamber and screening facilities (with superstructure/building)(Built 1972):Sub-structure is in good condition with minor cracks with efflorescence;superstructure consists of steel frame with aluminum girls and aluminum and fiberglass corrugated roof and siding.Steel frame exhibits significant rust bloom throughout due to highly corrosive environment.Aluminum framing exhibits minor oxidation due to highly corrosive environment. Windsor probe test at the outside wall of the structure indicates concrete strength in the range of 7,000 to 7,400 psi (7 to7.4 kilo pounds per square inch -ksi). Refer to photos #1 to #5 for observed conditions. Structure #2 -Primary Settling Tanks (3)(non-enclosed)(Built 1950s):Concrete structure primarily consisting of underground rectangular tank with common internal walls partitioning tank into three areas. One tank section was dewatered for inspection.Overall condition is good.Minor leak at wall between dewatered tank and adjacent tank was evident.Grating at the head of the tankage was missing.Tankcinteriorcoatedwithacoaltarcoatingingoodcondition.A large spall on the northwest corner of the tank interior was evident.Windsor probe test at the inside of the tank indicates concrete strength in the range of5.4 to 5.7 ksi. Refer to photos #6 to #13 for observed conditions. Structure #3 &#4 —Trickling Filters (2)(non-enclosed)(Built 1972): Trickling Filter No.1 (north unit).Generally good condition.Medium scale apparent at the interior of the tank wall.Exterior of tank wall appears in good condition.Corrosion at effluent box mechanical operator has made gate non-functional due to severe corrosion with possible interior concrete deterioration.Windsor probe test at exterior of wall indicates concrete strength in the range of 6.1 ksi. Trickling Filter No.2 (south unit).Generally good condition.Medium scale at the interior tank wall. Minor scale at the exterior tank wall.Corrosion at effluent box mechanical operator has made gate non- functional due to severe corrosion,possible concrete deterioration.Windsor probe test indicates concrete strength in the range of 8.4 ksi. Refer to photos #14 to #19 for observed conditions. Structure #5 -Intermediate Settling Tanks (2)(non-enclosed)(Built 1972):Generally good condition. These tanks are side by side in a common structure with an internal partitioning wall.The structure abuts the Recirculation Pump Station (RPS),and appears to have settled away from the pump station based on the expansion joint between the structures at the west side.However,no leakage or other signs of distress were noted.Minor map cracking was visible at the north wall,and exposed reinforcing was observed BLASLAND BOUCK &LEE.INC. engineers &scientists 70322365.doc 0 0 01 Mr.Lawrence Fabbroni,P.E. September 3,2002 Page 5 of 12 DRAFT under the southwest platform area (popouts caused by lack of proper reinforcement cover,corroding reinforcing suspect).Minor cracks with efflorescence (white carbonate deposits)were evident at a number of locations,although active leakage was not evident.Windsor probe test of the exterior of the west wall indicates concrete strength in the range of 7.2 ksi. Refer to photos #20 to #24 for observed conditions. Structure #6 -Recirculation Pump Station (RPS,with superstructure/building)(Built 1972,no structural drawings provided):Generally good condition.This structure consists of a reinforced concrete substructure with two wet wells elevated above the basement floor level,and a reinforced concrete superstructure with a concrete slab roof and masonry walls.The elevated slab at the first floor level has been loaded with liquid sodium hypochlorite tanks which may produce stresses in the slab not anticipated by the original design of the structure.Some cracking of the floor slab was evident at the first floor level in the areas of the tank,but did not appear to propagate through the slab.In the basement,the south elevated wet well (flash tank)has an active leaking crack with efflorescence.A containment area for the ferric chloride storage tanks in the basement may not be properly reinforced for proper containment of a spill.The roof slab showed signs of prior leakage through cracks in the slab.It was reported that a new roof system was installed to eliminate leakage within the past ten years.Windsor probe test of the west wall indicates concrete strength in the range of 8.2 ksi. Refer to photos #25 to #26 for observed conditions. Structure #7 —Flocculation and final Settling Tanks (Built 1972):Generally good condition.The structure was in full service during the inspection.This structure consists of a partitioned tank into a flocculation area and a final settling area with an effluent weir section.The walkways cast on the top of the structure were provided with expansion joints at the bearing areas.A combination of bearing friction and freeze-thaw action has created spalls at the edge ofthe bearing ofthe walkways.Minor efflorescence was visible in some wall areas with no active leaks visible.The effluent weirs appeared to need minor leveling.Windsor probe test ofthe west wall indicates concrete strength in the range of 7.9 ksi. Refer to photos #27 to #30 for observed conditions. Structure #8 -Primary Digester (Built 1972):This structure is a circular tank with approximately 20 feet exposed above grade,and an overall 35 feet sidewall height.A floating steel tank cover rides inside the tank,with minor corrosion of the lid evident.The concrete structure was repaired in an area 4 feet by 4 feet at the mid-height of the exposed tank wall on the south side.No evidence of leakage or distress was evident around the repair.Some areas of the 16 to 18-inch thick wall (top of wall thickness) indicated poor consolidation during concrete placement,but no indication of structural distress or leakage was evident.Minor scale on the inside of the tank was noted.The adjacent steel tank was not in service and used by the plant.The steel tank exhibited significant corrosion on the interior of the tank.The base access stair to the roofofthe digester is ofunusual but functional construction.Windsor probe test of the south lower wall area indicates concrete strength in the range of 7.3 ksi. Refer to photos #3 1 to #36 for observed conditions. Structure #9 Thickener/Secondary Digester (Built 1950’s):Generally good condition,with marginal condition areas.This reinforced concrete structure is the original primary digester and is a circular tank with a 21 feet sidewall height,mostly buried.A floating metal cover with a plywood and asphalt covered BLASLAND,BOUCK &LEE.INC. engineers &scientists 70322365doc 0 0 0 Mr.Lawrence fabbroni,P.E. September 3,2002 Page 6 of 12 DRAFT roof system sits on the tank water surface.The piywood on the cover appeared warped and possibly was not properly supported.Significant cracking with efflorescence and active leakage of the reinforced ring near the top of the concrete structure was evident.Below this level,the structure appeared to be in good condition.Cracks in the service boxes at the perimeter of the tank were also evident.Internal tank area appeared coal tar coated.Windsor probe test of the north wall area,below the leaking ring area,indicates concrete strength in the range of 6.4 ksi. Refer to photos #37 to #43 for observed conditions. Structure #10 -Administration/Digester Building (Built 1950’s,additions 1972):Generally good condition.Structure consists of reinforced concrete with masonry walls covered with exterior metal wall panel.Rear stair entrance exhibits minor scale from use of salt on walkway. Refer to photo #44 for observed conditions. Structure #11 —Belt Filter Press Building (Built 1950s):Generally good condition.This masonry block sub-structure with masonry block superstructure (faced with metal panels)was adapted from its original use as the service building to be used as the belt filter press facility.The ceiling of the building exhibits some limited water damage with holes in the ceiling evident.No indication of other distress was evident due to this condition.It was reported that a new roof on the structure eliminated the roof leaks.A wooden retaining structure was used in the basement doorway leading to the dewatered sludge dumpster room.A hole in the floor slab over the basement area has exposed rebar which is corroding.The belt press and conveyor system structural elements exhibit corrosion,and a pipe support exhibits severe cc:corrosion.The chlorine storage area (at the original influent chamber)is now used for polymer storage and batching.Minor corrosion of the steel superstructure over the old chlorine cylinder loading dock is evident.A plate cover over a small sump in this area exhibits corrosion.Minor spalling at the loading dock was evident.Numerous wall panels at the rear ofthe structure have been removed. Refer to photos #45 to #46 for observed conditions. Structure #12 —Generator Facility (Built 2000)—Generator retaining wall (approximately 3 .5 feet high)appears to be a loose laid masonry wall with no grout or reinforcement,with a poured concrete slab set atop of the wall.While details of the overall installation were not available,this type of design is not standard.Lateral loads from backfill behind the wall may displace the wall over the long term.No displacement was observed during the inspection. Refer to photo #47 for observed conditions. Conclusions The overall structural condition of the Cayuga Heights WWTP facilities is generally good.Concrete quality based on Windsor Probe testing appears excellent in all cases.While some areas investigated indicate a need for repair,the bulk of the structures are intact and serviceable.Based on our visual inspection,we believe that the structures can serve the needs with no improvements/repairs for the next 10 years.However,upgrade to the areas associated with the most serious deficiencies can bring the useful life of the structures to 20 to 30 years.If repairs are delayed,potential for significant further deterioration and extensive repairs could ensue. BLASLAND.BOUCK &LEE,INC. engineers &scientists 70322365.doc 0 .Mr.Lawrence fabbroni,P.E. September 3,2002 Page 7 of 120DRAFT Areas to address which pose the greatest cause for concern are: -Secondary digester/thickener leakage at the top ring area. -Trickling filter scaling ofthe interior wall surface -Spalling at the Final Settling Tanks access platform bearings -Leaking crack at the flash tank in the basement ofthe Recirculation Pump Station (RPS) -Corrosion of steel in the Influent/Grit Chamber area -Retaining wall design/construction details for Emergency Generator (appears to be unbonded concrete masonry unit (CMU)based on visual inspection) -Leaking crack at Primary Settling Tank interior wall Areas of lesser concern include the following: -Observed cracks with efflorescence throughout structures (not currently leaking) -Map cracking of north end of Intermediate Settling Tanks -Exposed rebar on the Intermediate Settling Tank platform -Scale on inside of Trickling Filters -Belt Filter Press room ceiling repair (due to high moisture environment) -Grating and cover plate repairs/replacement -Wood retaining wall in basement of Belt Filter Press Building -Structural integrity of conveyor system and belt press in Belt Filter Press Building,and pipe support -Floating roof structure over Secondary Digester -Upgrade of the containment enclosure for the ferric chloride tanks in the basement of the RPS. -Review of the first floor slab design in the RPS to carry load from liquid sodium hypochiorite tanks Recommendations We recommend the following course of action in order to repair structures to a level which will provide service for the next 20 to 30 years: Leaking Cracks —Utilize pressure injection methods to stop leakage.For the Secondary Digester/Thickener,a further inspection and review of the identified problem is warranted to determine proper repair to the ring wall area.In the interim,reduction of the water surface in the tank to below the ring wall level should be considered if operations permit. Trickling Filter interior wall scale —Utilize high-pressure washing of interior wall surfaces followed by the application of a bonding compound (if required)and vertical cement repair product,and including a finish application of a liquid applied sealer.Verify integrity of floor structure and perform repairs,as required,during future planned media replacement project. Spalling —Prepare surface by removing all unsound concrete.Apply a bonding compound (if required) and vertical cement repair product.At Final Settling Tank walkway supports,repair expansion joints to eliminate leakage into joint. BLASLAND,BOUCK &LEE.INC. engineers &scientists 70322365.doc 0 0 0 Mr.Lawrence Fabbroni,P.E. September 3,2002 Page 8 of 12 DRAFT Inftuent/Grit Chamber steel framing —This is a high humidity environment with volatile compounds stripped from the influent wastewater.Remove roof and wall panels and secondaries and prepare steel to SSPC SP-6 minimum (commercial blast)followed by an inorganic zinc primer and hi-build epoxy topcoat paint system.A coal tar epoxy system,if appearance is not an issue,would also be an effective coating system. Emergency Generator retaining wall —Verify wall design/construction.If the CMU is not reinforced or if the CMU cells are not grouted or filled with concrete,the wall should be upgraded to provide for lateral soil load resistance. Architectural Inspection The following presents the results of the architectural conditions assessment of the Cayuga Heights WWTP conducted on June 18,2002.For each major service building at the WWTP,condition assessments are provided for the principal architectural and building code features associated with the buildings.The estimated remaining service life for each of the structures is also presented in parenthesis directly adjacent to the feature heading. Sludge Management (Administration/Digester)Building Originally built in the 1950s with a mid 1970s addition.This building is well maintained.Winding stairs should be marked in yellow to visually show a 7-inch minimum tread allowed for winders in the New York State (NYS)Uniform Fire Prevention and Building Code.The window between the boiler room and the 1950s building should be removed and concrete block added to ensure a two-hour fire separator. The door to the boiler room has a label painted over,but it is assumed it is a two-hour label. 1.Roof(10 to 20 years): Re-roofed in the early 1990s with a single ply membrane,this roof can be expected to last 15 more years,if maintained. 2.Siding (20 to 30 years): Siding and insulation beneath are in fine condition.Some damaged trim and panels could be easily replaced. 3 .Windows (20 to 3 0 years): Windows (2002)are new aluminum sliders with screens. 4.Interior Walls (20 to 30 years): Painted block walls are well maintained and free of cracks,including the 1950s original structure. 5.Flooring (20 to 30 years): Quarry tile in the 1970s addition is “as-new.”Original building floors are concrete and in good condition. 6.Ceilings (20 to 30 years): Painted concrete ceilings are in excellent condition.The 2’x 4’suspended ceiling in the laboratory is in good condition. BLASLAND,BOUCK &LEE.INC. engineers &scientists 70322365.doc 0 0 01 Mr.Lawrence Fabbroni,P.E. September 3,2002 Page 9 of 12 DRAFT 7.Doors and Hardware (20 to 30 years): Except for one Kwikset lock on the office,hardware is a heavy duty,commercial grade quality with low wear and low use.Doors are all hollow metal in hollow metal frames and are in excellent condition.The large overhead door appears to be new. 8.Emergency Lighting (10 to 20 years): One old pack in the 1950s building appears to be original.The other packs are serviceable. 9.Boilers (20 to 30 years): One boiler is dated 1963 and burns natural gas and methane.The other boiler dated 1974 burns natural gas only.Both appear to be in good working order and the staff reports no problems.Pumps and valves always require maintenance,however. 10.fire Panel (0 to 10 years): Reported to be inoperable.The system has a dialer in case of fire. 11.Lighting (10 to 20 years): Surface mounted 2’x 4’fixtures in serviceable condition.Some lenses are yellowing.Old incandescent lights in the garage area are not used. 12.Exit Signs (Not Applicable -N/A): Except for one missing exit light in the garage over the man-door,exit signs are operable. Service Building:This building is part of the original plant (1950s)with a 1972 addition.A sludge dewatering belt filter press is located in the building.The building is of concrete block construction with metal green siding.The old laboratory was located in the building at one time.The building overall is in good condition. 1.Roofing (10 to 20 years): This building has a relatively new single ply roof (mid 1990s).Part of this structure has a metal shed roof in excellent condition. 2.Siding (20 to 30 years): Metal siding and trim are in good condition.Some trim requires replacement.Block portions of the walls are in excellent condition.Some repair is required over the overhead door,but this is cosmetic. 3.Windows (10 to 20 years): Windows appear to be original aluminum units.Because of the low usage,they remain serviceable. 4.Interior Walls (20 to 30 years): Concrete block requires painting. 5.flooring (20 to 30 years): Concrete floors are in excellent condition.The old lab has a quarry tile floor in good condition. 6.Ceilings (10 to 20 years): Plaster painted ceiling in fair condition in old laboratory.There are no ceilings in other areas. BLASLAND,BOUCK &LEE.INC. engineers &scientists 70322365.doc 4 k 0 0 Mr.Lawrence Fabbroni,P.E. September 3,2002 Page 10 of 12 DRAFT 7.Doors and Hardware (10 to 20 years): Serviceable doors and hardware.Some rust on doors.Panic device observed on old chlorine room door. 8.Emergency Lighting (N/A): None 9.Boilers (See Sludge Management Building): This building is heated from the boiler in the Sludge Management Building by hot water. 10.Fire Panel: N/A 11.Lighting (10 to 20 years): Lightly used fixtures. 12.Exit Signs (10 to 20 years): Intact and working. Influent/Grit Chamber:This structure is a shed roofed enclosure and is not habitable,and has no finishes, doors,etc.The exposed concrete foundation is in good condition. 1.Roof(20 to 30 years): New metal shed roof in excellent condition. 2.Siding (20 to 30 years): Metal siding in good condition. 3.Windows (20 to 30 years): Aluminum awning type in good condition. 4.All other items are N/A.• Recirculation Pump Station:This structure is a two story concrete block,metal clad building approximately 30 years old.Pumps are located in this building along with liquid chemical storage. 1.Roof(20 to 3 0 years): New metal roof. 2.Siding (20 to 30 years): Metal siding is in good condition. 3.Windows (20 to 30 years): Aluminum awning type in good condition. 4.Interior Walls (20 to 30 years): Painted concrete block which is in good condition structurally.Painting could be done to upgrade the appearance. BLASLAND,BOUCK &LEE,INC. engineers &scientists 70322365.doc a R Mr.Lawrence Fabbroni,P.E. September 3,2002 Page 11 of 12 DRAFT 5.Floors (20 to 30 years): Concrete unpainted floor in excellent condition. 6.Ceiling: N/A 7.Doors and Hardware (20 to 30 years): Hollow metal doors and frames in good condition. 8.Emergency Lighting: N/A 9.Boilers: N/A 10.Fire Panel: N/A 1 1.Lighting (10 to 20 years) 12.Exit Signs (10 to 20 years): Relocate basement exit sign to stair location. Miscellaneous: 1.Exterior Lighting (20 to 30 years): Originally installed in 1972,these aluminum lights are in good condition and cover the area of the• settling tanks. 2.Walks/Drive (0 to 10 years): The concrete walk in front (south)of the Sludge Management (AdministrationlDigester)Building requires replacement due to frost heave.The roadway pavements could use a topping across the site. 3.Fencing (0 to 10 years): The east chain link fencing is new.The west fencing appears original and will require replacement or repair within 10 years. Summary Conclusion:The WWTP and accompanying buildings appear to be in good condition and are obviously well maintained. WWTP Outfall Assessment During the June 18,2002 site inspection,the outfall pipeline from the Cayuga Heights WWTP was attempted to be visually observed from the eastern lake shoreline.The outfall pipeline could not be seen beneath the water surface either from the shoreline or from the adjacent dock that extends from the east shoreline west into the lake generally parallel to the outfall pipeline.During the visual observation, however,there was observed periodic,yet frequent,surface bubbling at the water surface along the BLASLAND,BOUCK &LEE,INC. engineers &scientists 70322365.doc 0 0 Mr.Lawrence fabbroni,P.E. September 3,2002 Page 12 of 12 DRAFT apparent alignment of the outfall pipeline approximately 95 feet to 100 feet from the shoreline.This would appear to indicate a near shore discharge out ofthe outfall pipeline in relatively shallow lake water. Due to our inability to actually observe the WWTP outfall pipeline during our June 18,2002 site visit,we cannot present an assessment of the current useful life of the pipeline.Several recent underwater inspections of the outfall pipeline have been performed by others (See Attachment D).We have also reviewed two underwater inspection tapes of the outfall pipeline as provided to us by the Village of Cayuga Heights.The video tapes are dated July 1995 and August 1998.Both tapes generally support the written description of the outfall pipeline conditions as presented in the Attachment D inspection reports. In addition,the August 1998 video tape appears to record the near shore pipeline defect noted above that is causing the periodic surface bubbling observed by BBL on June 18,2002. Based upon our June 18,2002 outfall pipeline site observation,BBL recommends that the near shore surface discharge bubbling condition be further investigated and,if associated with the outfall pipeline, repaired.We also recommend that a follow-up underwater inspection of the near shore pipeline anchoring system installed by Beaver Dam Water Control and Construction in May 200 1 be conducted to assess its functionality and long-term service life.Otherwise,based on our review of the August 1998 outfall pipeline inspection video tape,the remainder of the outfall pipeline appears to be in good condition. We trust that this letter report sufficiently responds to the requested life cycle analysis of the structure and associated buildings at the Cayuga Heights WWTP and an assessment of the WWTP outfall pipeline. Should you have any questions concerning this report,please contact the undersigned at your convenience. Very truly yours, BLASLAND,BOUCK &LEE,INC. Donald F.Geisser,P.E. Vice President DFG/bek Attachments BLASLAND.BOUCK &LEE,INC. engineers &scientists 70322365.doc 0 0 V —- - S. . . i n . , - — — - - — — — - - — — “ — — — - - - - — — - - — I / — - - - — “ — — — — V. C H ’ J E R V I j 1 1 N N S I T E ,? C A Y U G A P L A N T C I R C A 1 9 5 Q ’ F I G U R E 1 0 0 0 Hz Hz ZH U 0 0 .‘.‘ Attachment A —Sample Structural Evaluation Form -I U:\bekO\1O422365%oc 0 . C 0 SAMPLE STRUCTURAL EVALUATION FORM Cayuga WWTP -Structural Evaluation- Inspector: Date of Inspection: Description of Structure: Date built: History of Structure:(prior uses/upgrades/repairs): Overall Condition: Settlement: Deflection: Expansion: Contraction: Distress Areas: Surface Condition of Concrete: General: c:•• Cracks: Scaling: Spalling: Corrosion/chemical physical attack: Staining Efflorescence: Exposed Rebar: Curling/Warping: Previous Repairs: Surface Coatings: Nature of Loading/Exposure: Drainage: Soil Conditions: Photographs:(#/descriptionllocation) U:\bekO2\70422365.doc 0 0 0 :.‘. Attachment B -Windsor Probe Test (A$TM C 803)Analysis Report U:\bekO2\70422365.doc 0 0 0 r -9rw I Jiabs pw LABORATORIES INC. I_‘•BOX 56,5879 FISHER ROAD,EAST SYRACUSE,NY 13057,15-437-1420 •(866)7PW-LABS FAX 315-437-1752 June 25.2002 Mr.Donald Geisser,P.E. Biasland,Bouck &Lce,iflC. 6723 Towpath Road P.O.Box 66 Syracuse,New York 13214-0066 Page One of Two Re:L-02091 Waste Water Treatment Plant Cayuga Heights ,New York Dear Mr.Geisser: Following are the results of tests performed on in-place concrete using the Windsor Probe test system (ASIM C803-97)at the above project on June 18,2002 WINDSOR PROBE TEST 1.Driver Unit identification -Model 238M 2.Energy Level Employed -Standard Power 3.Probe type -Silver,3 1/8”long,5/16”diameter head 4.Description of Structure -Various (No Grinding required) 5a.Aggregate Type -Crushed Gravel -(Test #‘s,1,2,10) 5b.Predominant Hardness -MOWs #5 to #6 (Estimated) 6a.Aggregate Type —Crushed Limestone (Test #s 3,4,5,6,7,8,9) 6b.Predominant Hardness —MOWs #4 (Estimated) 7.Project Requirement (Compressive Strength at 28 Days)unknown 0 ‘0 0 June 25,2002 Blasland,Bouck &Lee,Inc. Re:L-02091 Waste Water Treatment Plant Cayuga Heights,New York Average Compressive Test Height of Strength Test Location Probes Primary Tank - Interior West wall Aereated Grit Chamber —Exterior West Wall Trickling Filter No.1 —Exterior East Face Trickling Filter No.2 —Exterior North Face .Intermediate Tank — Exterior West WallJCIc(%1ic;1 .ie-ctr Pump Station — Exterior West Wall Final Tank — Exterior West Wall Primary Digester — Exterior South Face —Lower Lift Secondary Digester - Exterior North Face —Lower Lift Generator Retaining Wall —Exterior West Wall Thank you for this opportunity to work with you. Very truly yours, PW LABORATORIES,INC. Virginia J.Thoma Assistant Laboratory Manager VJT/bap encs: Page Two of Two 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 2.000 5400 to 5975 2.200 7000 to 7450 1.950 6150 2.275 8425 2.100 7200 2.250 8250 2.200 7900 2.125 7375 2.000 6400 1.950 5000 to 5600 0 0 %: Attachment C —Photographic Log —Cayuga Heights WWTP U:\bekO2\70422365.doc 0 0 #1 INFLUENT/GRIT CHAMBER —general.primary tanks in foreground 70522365.doc 0 4 0 C I 4-n’-r •-•‘jtac.4-r’ri:•—-- k—•._;%4” ‘ #3 INFLUENT/GRIT CHAMBER —steel corrosion (.‘I ).tiliicnH md Sng%\ht\\1\Icunicni\l RA’SI 1:RVI eiii pw ii’\7L)511O d(k 0 0 0 C z C-C C-z -3 Hn >C-z C)C ,J t S C C 0’C CC C C C C C-C-C C-z H C H C C-C- CC CD C 0 C)0 CC 0 C 0 0 0 -T_J”_ ill £ ____,4__ ‘.- I1%,1i r:jt’4 ?:;?:-. I p:3k1ItJ-;X4 .4r-*r _ ‘: _ r t i —---——-;%?- #6 PRIMARY SETTLING TANK -general •:JE J;_-:_--. #7 PRIMARY SETTLING TANK --effluent weir.general area (I )uu nnI ilfld 1)cu uii1\I R \\SI I k’inpoitt \7t)i2. ...-.....,.,....-. —— ‘--.‘.;*;-::•,,‘/ “--.—ff-:z_JL*‘.•1•h:.--- ‘+.--:------.-z-- - --- •H“•--.--: ..L_ ::;r::*iw _ —r.‘-.<-‘I[: ..•Es • .Thi :.‘ :hk!IL Nh . _ . ::itr ..L.*ct.: __ a #8 PRIMARY SETTLING TANK —leaking vertical crack between tank I and 2 at intenor wall #9 PRIMARY SETTLING TANK —stairs.minor rust (,\I )(Uflh’fl tii Sti nzs\ht\\1\’)tttnnt I R \\SI R\I inpcir \7(512 0 .‘ 0 0 I artia1 ;.••‘:;ai.;4:* ___ :ttt t aAJL a .-. ____________ i #10 PRIMARY SETTLING TANK —spall at southwest corner I #1 1 PRIMARY SETTLING TANK —bent and missing grating (1)u fl .it 1(i 12%\h11\\lv I)‘iinwn(s\ER AN Sli k\Ieniprirv\7(522 6i dc ‘0 0 0 #12 PRIMARY SETTLING TANK —minor vertical cracks #13 PRIMARY SETTLING TANK —influent area,minor cracks/scale C:\Documents and Settings\hgt\My Documents\TRANSFER\Temporary\70522365.doc 0 :0 .). -.).. 0 C’:\)_ti iit s md Stu I )(UflIC[1sVt R’\SIT _R\{inpt : #15 TRICKLING FILTER #1 -enera1 0 0 0 •r , .,,, #16 TRICKLING FILTER #1 —windsor probe.general #17 TRICKliNG FILTER #1 -windsor probe.general t\i )titini .ini 1)tininis\1’Ri\\S1 I Rttnpt r\7) 0 0 0 C \1)tinicr 1 and cut \ht\M I)ncu int\kA SI ]R\I inpwai ‘\70522365 dc #19 TRICKLING FILTER #2 —scale a 0 0 ii,•________ _ i I ._L ---::—i’——:r—--—---- ______ —--—:I , .-.---.—.---—.--I--——.---.,------‘-—,.-—---_r—• L—--:;-—_*_4_ _ .- -:_--— #20 INTERMEDIATE SETTLING TANK --general with RP.S.beyond----——‘:-—.---——- --:‘-.-.- %Lz4;:r).i __,i -_x__i__’—_::14 t ::-—;;J_—— ---- __ --=— __ ‘----\\__—,}-—V——__4 -. \— 4- %_— ‘,-——* _____ —————C v._•_ 4 ____ ,-\-- ___ -- ____ I$--%3”;jz; - #2 1 INTERME[)IATE SETTLING TANK -enera1 (\I )ncnt iii S•(U is\ht\.\I I )ctiiiicnt\tki\SI I:R 1 rii r it \7t 5.2 (5 0 0 0 z Hm m >H (I )H H z C)H >2 C- ) C- ) C- ) C- ) (f , C- ) C)C)C)C) (N / r ‘ . ; 1 U , 0 0 ‘-‘S #25 RECIRCULATION PUMP STATION —basement flash tank active leak with efflorescence (:\1 )ucurmnts and Stti,s\ht\Mv DcuricntV1RANSFtRV1inporacv\7t)522365.c1oc ‘0 -I, 0 .. 0 C)fJciciVC)ciC) ci (I DC2:CHHCl ) 2:0HUUci VViJ J 2:52:HHwCl ) 2:N- ci 0 D 0 0 a #28 FINAL SETTLING TANK —general ‘‘- ,-.;;; #29 fINAL SETTLING TANK —spall at exposed junction walking support t .\I )C UI1kl1’•nd 0 0 ... 0 —--.--- _ -—..—.•:,_ _ _-“,-):-——------.-::.—-—- _ --.. _ ---. _ ...- :,.- _ - _ —- _ -i ::z #30 FINAL SETTLING TANK -spall #3 1 PRIMARY DIGESTER —general.primary settling tanks in toreground C culuclu and Stins\ht’Mv 0 0 0 vIARY I)IGESTER —wall ren ir area #33 PRIMARY DIGESTER —poor CeflSt)1ld1t1Ofl fOrmS at COflStWCtLOfl jufleUOn.no leakage t•_\J )(‘tlI1K•I1 .nd Stii\h(\\fv I)cuinni\tR\\l R\ 0 0 0 :•‘w-_.— . -- \\\ -\\\ #35 PRIMARY DIGESTER tkatin cover.minor rust )(jJl11flt’itid s:lllfl!%th:1\:\1 I)tinnts\I \SI I_1{\I _upitr\\Z()52 0 0 0 #36 PRiMARY DIGESTER —old thickener tank,interior tank corrosion (not in use) #37 THICKENERJSECONDARY DIGESTER —ring wall active Yeakaze with eftiorescence C ‘I )•tii1ci ir1J S•TT fI’\h!t \\I )ct1iniuI\1RA Sil kV1inpi aiv\7()522 f5 h. 0 I 0 0 I -. —- ______ bi .F;r j #39 THICKENER/SECONDARY DIGESTER —ring wall area cracking with eftioreseence #38 THICKENER/SECONDARY DIGESTER —ring wall active leakage with efflorescence f’:\I );u ii.ni ‘jiI Stti \ht\\1 I)urniit\IRA>.SI 1 R’Inip rai \7()22365 h c ‘ 0 0 _ ---write;’“4 —1 —.tL3—t -S.”e ______ S-:.t -t :::-!?c .-*r--.rJ-s %4%:;tr Ar C :1*’-:5::ZL r rI’1flfl&_--r S ‘-—&\-‘tr:k—-r —-—S t-;--‘.E-:f.sc‘t:;r’—’-.;(-—:.e _ t-t_La_:__r_t_r --c:e):c $€J-4C a=._‘:4 T —‘2 3?et*-C t t5 t%:5,r L.aC ct ;;t ::; —C a<r%z:t t_- .—--&‘- .S::.-r :.:-ki >1A*ct?F-—--‘_1 --Js*’wtni-: ‘GESTER map crackin with efflorescence #41 THICKENER/SECONDARY DIGESTER —service box.spall and flakin parging C \l )(*cu neill .ttid SeILI i’\hgI\\1 I)cu ricrtV[1{\.SI 1 R\cnpn ir \7()S22lói.dx 0 0 0 C‘i ))Uu T111t Hilt •1tI t\I!t\t v SI 1 Rl’iupiit \1)22 65 dc #43 THICKENERJSECONDARY DIGESTER —floatiti cover with plywood/asphalt root system 0 , 0 0 #44 AI)MIN ISTRATION B V ILDING ‘ %I’‘‘..‘.,.‘‘.z •..1-—.-r 4’ir b {-:r r • .4.-:.\-.-, Idaj::::. ‘b ‘•-: -a:::.. #45 BELT FILTER PRESS BUILDING —floor hole (:\I )tig1iciH and ScnIIl%hzt\\1\I )ouuinent\1RA>Sl!R\[in u1\\70s22 (5 P 0 0 #46 BELT FILTER PRESS BUILDING —ceiling hole in press room #47 GENERATOR FACILITY —note apparent ungrotited concrete masonry unit (CMU)wall sectic)n (_\I CtIRI (ttH\l!t\_\fV l)Ccu!1I\\I R\\SII.R\I tnji.ii to .: •., .0 0 Attachment B —Previously Completed Underwater Inspection Reports U:\bekO2\70422365.doc ----- _ 4 ..j .,-,‘. 0 0 B WATEREAVER&cosucrrior DAM’ -,-p&1_-‘--——---.---‘‘----‘-----‘- ATTN:Mr,Brem Cross Village of Cyuga Heights 3:i Hanshaw Road ILhaea:York RE:Scwagc tfeEilment pkint pipe Mr Cioss. On Wednesday,May 2.2001,n*y company inspeIcd hc Icngh of (he sewage IreInent p1atis outflow pipe Jia(nins into Cayuga Lake.I;tiuUy it was observed that approxintcIy twenty feel cf the pipe neat (lie shore was dangerously dosc to he su;’ficc.and in fact floating in one phice Water dcpth in this arca is apptoxirnit1y four to en feel. I personally inspotd the enlire cngtIi wid found over halfof h to be noirIy Co somctirncs cnlire!y buried in silt.Al times.at]I couki see vas the ver’(ops ofthc concrete ndiors and at oue biefpvin{(he onty way to follow the pipe was with a c.ompziss reading.The aitchors themseIvs re in fairly good shape nud ore placed ifl ten o fiteen foot iutcnals.Water depth awiy from shore averoges fifleen to eightcen fcet. Tciuperattu at depth on May was 3 degxcs, The.only real eoirn I detected (besides the floating section near shore)s u significwit breok in (he pipe approY(ilnately thirty to forty feet front the end.just short of where the vents begin.‘Ibe break is about a foot across and two incites wi&at the midd[e.Wc pkiced u temporary buoy a this poInt whieb was apparaifly tnvi,The pipe inttvs area pfotrudes about !aalfxvfiy Out of thc silt and vems or’op of ilie pipe are clear.The end of thc pipe was mostly buried in silt,and I cleared a poztiori of IC by hnnd.The Ik floor surrounding thc cud ofthe pipe was w’era!with a fairly liick layer of reddish-brown silty pariicles. On May 4 and 7 nw cou’ipanv undertook the task ofwegfiting down Ilic portion of tl)C pipe OC&tbC shore, paci3)g fourteen pairs of concrete wcigJi1 on the pipe and slaking it to the boltcnn for inoa of the Ioig[1i that ras floatiog.We decided iiot 10 risk epother pair of weights when we neared the point where the pipe first corncs out of Ue grcnnrd as we were concerned with Ircking the pvc pipe;h comes out frotu drop- offapproxinmtely a foot to cighicen inches offth lale floor. Should you have any further questIons or require repair n the pipe brenlcngc.please fed free to coniact mc at (607)862465. Sitcre1y CJIff rceeb l3eaver Darn Water C.QJJtTOI &ConstruIon - b IEBING ••‘‘.ID:6072313065 MRY 2’O1 21:2?NoUOi P.01 lO59Narab:keRoad1 Maine,Newyork 13802 (607)862-4685 or1-8772-DPYNOW (toll free) 0 0 0 Harry Miller 4938 Frontenac Rd. Trumansburg,New York 14886 Phone 607—387-6g23 Brent CrossVillageof Cayuga Heights Cayuga Hts.Office 836 Handshaw Rd.Ithaca,N.Y.14850 The first 20 mm.of this video is of the plastic line going westfromtheplant.Near shore water is cloudy and better visibilityisassuredinthefallandwinter.The line weights looked ingoodshapeandthegradeofthelineseemedtoappearatanevenelevationdown.It is noted that the end of the line is 14’deep.The video shows two wedge shaped holes cut into the pipe.TheseholeswerecutinthepipebyJackMarshallapproximately7yearsago.A hole of 6 high by 12”long with a crack extending 12”around the pipe is shown.The exit holes are shown with the flowthroughthemvisible. The Iron pipe is settled inthe bottom of the lake and thereforehardtoinspect. I hope this video will be a useful in future planning for yourplant.If I can be of help in any way please let me know. 0 0 0 RECEIVE J JUN 2 2 1g95 UNDERWATER SOLUTIONS p.o BOX 722,CORTLAND,NEW YORK I 3045 June20,1995 Village of Cayuga Heights 836 Hanshaw Road fthaca,New York 14850 Attention:Mr.Brent Cross Dear Mr.Cross, Although our ôrginat job scope was to provide you with a video tape ofthe out-flow pipe attheCayugaHeightsTreatment,we are unable to do so. Upon entering the water at approximately 4:30 P.M.on Thursday June 8,we soondiscoveredthatthevisibElitywasmuchworsethanwehadanticipated.The turbidfty of thewaterwassuchthatourunderwatervideocameracouldnotfocusonthepipe. We decided at this point to continue out so long as we could maintain physical contactwiththepipeandeachother. From the shoreline out about I 00 feet the silt and mud has accumulated around both sidesofthepipe.At this point the pipe disappears being completely covered.We soon relocateitabout100feetfurtherout. For the next one thousand feet or so we remain in constant contact with the top of the pipe.The concrete anchors on each side are connected by heavy chains. As we continue out we eventually fett the-first of only two openings not anticipated.Seesketches. When we reached the end,we both ran our hands around the end plate so that we couldrememberwhatwefeltsincethevisibilitywasstilllessthatI2inches. Under the circumstances this is the best we could do. lfyou have any questions please feel free to call. Sincerely yours, Underwater Solutions John C.Wickwire Cliff M.Creech 0 0 C cT l L% ’ : i : 0’ S ‘ ‘L r 0 0 If 0 0 C