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BBL Blasland Bouck and Lee Engineers Life Cycle Issues with VCH WWTP 2002 0001
DRAFT BLASLAND, BOUCK & LEE, INC. engineers & scientists Transmitted Via Federal Express September 3, 2002 Mr. Lawrence Fabbroni, P.E. Assistant Superintendent DPW' Water and Sewer Division 510 First Street Ithaca, NY 14850-3506 Re: Life Cycle Issues, Cayuga Heights Wastewater Treatment Plant File: 029.08 #2 - Dear Mr. Fabbroni: As requested, Blasland, Bouck &Lee, Inc. (BBL) has completed its structural and architectural condition assessment of the Village of Cayuga Heights Wastewater Treatment Plant (WWTP). The purpose of this assessment was to evaluate the estimated remaining life for the existing buildings and principal structures at the Cayuga Heights WWTP and to evaluate the current operating condition of the WWTP outfall pipeline into Cayuga Lake. This letter report includes separate summaries for the structural inspection, architectural inspection and the WWTP outfall evaluation. Each of these summaries is presented below: Structural Inspection Executive Summary of Structural Inspection J On June 18, 20025 BBL mobilized a team of specialists for the purpose of investigating and reporting on the condition and remaining life of structures associated with the Cayuga Heights WWTP. The results of this study indicate that all of the structures can provide service to the facility for the next 20 to 30 years with appropriate maintenance and repair. Concrete strength observed throughout the WWTP structures through the use of the Windsor Probe Test Method (ASTM Standard Method C803) Was uniformly in -excess of the presumable design value of between 3 000 to 4000 pounds per square inch (psi) concrete compression strength Deterioration of concrete based on visually observable areas included spalling at areas affected by freeze -thaw, general corrosion/scaling of the walls of the trickling filters, steel corrosion on the superstructure over the influent/aerated grit chamber, and minor cracking with efflorescence throughout the plant structures. 6723 Towpath Road - P.O Box 66 • Syracuse, NY 13214-0066 Tel (315) 446-9120 • Fax (315) 449-001 7 - www bbl-inc com • offices nationwide 70322365 doc A Mr. Lawrence Fabbroni, P.E. September 3, 2002 Page 2 of 12 r^ ) DRAFT - Limited active leakage was observed at crack locations (including one location at the recirculation pumping station (RPS) and at the perimeter of the originalf 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 corrosi on/spal ling 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 pp Y , 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 & LEE, INC. engineers & sclentlsts 70322365 doc T I 1 Mr. Lawrence` Fabbroni, P.E. A y r September, 3, 2002 Page 3 of 12 I f ✓ 4 C DJMFT The City of Ithaca is proposing to take part ownership in the Cayuga Heights WW✓TP as part of a negotiated, inter -municipal agreement. This"report was requested b the C' - • q y sty of Ithaca to assist in the identification of the remaining useful life of the existing facilities. r ' I - g + Structural+ Insnection/Evaluation - f, On June 18, 2002, BBL made an inspection 'of the Cayuga.I Heights W 1 ` l V _ g -Wastewater Treatment Plant. In attendance were the following personnel: - b + Donald G eisser, P.E.; BBL Thomas Metcalfe, P.E., BBL Structural Engineer David Tucker, AIA,J BBL Subcontract Architect - - 4 Brent Cross, P.E., Public Works Director, Village of Ca a Hei ts' r _ r Scott Gibs � Yug - � Gibson, City of Ithaca Department of Public Works - John Yaw,, Yaws Environmental y a Jerry Smith, Chief Plant Operator, 'Yaws Environmental - - V Donald Blasland, PW Laboratories, Inc. — Windsor Probe Testing- f g I , Y 4 1 General r r + Generally, the Cayuga Heights - WWTP structures are in ood I condition a wy • g and well maintained. This inspection and - evaluation is presented to assess existing'remaining life oft ' g he structures, identify problems with the facilities and identify' areas where maintenance or repair show the service life of the facilities. - , r p should be affected to Increase , t Each facility was inspected, -based on visually' 'observable iti' ' _ - - y servable condons from outside the structures. This report is based on the assumption that the condition of the structures is consistent - i conditions. of the visually observable � nt with the observed y le areas. No internal inspections were performed of tanks. any enclosed - - Geologically, the site is located with a shallow_ distance t f ' o bedrock, and many structures can be assumed tobe founded at or near the bedrock layer. As a -result, the,likelihood of excessive ' sive settlement associated with the structures should be minimal. Limited information was available _' reQar - + b ding this condition to rule out settlement potential completely.' _ r Structural drawings ,were reviewed for some of -the _1972 Plant Upgrade facilities . pgr only. The original plant construction drawings were not available. , This review indicated generals that the, L 1972 appeared to be, desied` and detailed - _y . structures installed, In gn based on good engineering practice. However, an analysis -of the design was not performed, nor was loading investigated. y _ g g � +. . , r r _ An inspection of each structure was performed in the usin • p field using the sample Structure Evaluation Form found in Attachment A'' we The data cataloged on each of the completed forms f p re used to develop the assessment of structural conditions reported herein. y t I 1 .I r Windsor Probe Tests, (ASTM Standard Method C803) -of most, of the concrete struct ures were performed by PW Laboratories, Inc. A P.W. Laboratories letter. report - esentin the results . � ; B. r -presenting of the ,Windsor Probe testing is found in Attachment B. Windsor Probe test results are also` indicated in the t inspection findings presented below. 1 . V t , I - ext �of.the detailed Lr I y I BLASLAND, BOUCK & LEE, INC. - ,, eng/neers &'sclentllsts, - 70322365 doc t Mr. Lawrence Fabbroni, P.E. September 3, 2002 Page 4 of 12 t 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 of the detailed inspection findings. Detailed Inspection Findings: Specific results of the 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 girts 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. Tank interior coated with a coal tar coating in good condition. 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 of 5.4 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. Referto 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 r r Mr. Lawrence Fabbroni, P.E. F 4 September 3, 2002 V ,Page 5 of 12 , r Dj"FT _ 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. a Refer to -photos #20 to #24 ,for observed conditions. r Structure #6 - Recirculation Pump Station (RPS, with superstructure/building) (Built 1972, no 4 " 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 topropagate 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 I 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 t , wall indicates concrete strength -in the range of 8.2 ksi. - z , Refer to photos #25 to #26 for observed conditions. _ Structure #71 — 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 atrthe edge of the bearing of the walkways. Minor efflorescence was visible in some wall areas with no active leaks visible. r The effluent weirs appeared to need minor leveling. Windsor probe, test of the west wall indicates concrete strength in the range of 7.9 ksi. - Refer to photos #27 to #3 0 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 ,3 5 feet sidewall, height. I 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 walls thickness) ` indicated poor consolidation during concrete placement, but no' indication of structural distress or leakage J was evident. Minor scale on the inside of the tank was�noted,. The adjacent steel tank was not in service t and used by the plant.' The, steel tank exhibited significant corrosion on the interior of the tank. The base access stair to the roof of the digester is of unusual but functional construction. Windsor probe test of the south lower wall area indicates concrete' strength in the range of 7.3 ksi. h ^ ` Refer to photos #31 to #3 6 for observed conditions. " ' - , Structure #9 Thickener/Secondary Digester (Built 1,950's): Generally good condition, with marginal r- 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. - englneers & sclentlst,s 70322365 doc Mr. Lawrence Fabbroni, P.E. September 3, 2002 Page 6 of 12 DRAFT roof system sits on the tank water surface. The plywood 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 #3 7 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 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 of the 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 WVVTP 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. , _ C_ BLASLAND, BOUCK & LEE, INC. engineers & sclentlsts 70322365 doc i Mr. Lawrence Fabbroni, P.E.- September 3, 2002 - A Page 7of12 I ,DRAFT r , _ Areas to address which pose the greatest cause for concern are: - 'r t - Secondary digester/thickener leakage at the top ring area. - Trickling filter scaling of the interior wall -surface - y I Spalling at the Final Settling Tanks access platform bearings - Leaking crack at the flash tank in the basement of the Recirculation Pump Station (RPS),' v - Corrosion of steel in the Influent/Grit Chamber area I " r - Retaining wall design/construction details for Emergency Generator (appears -to be unbonded concrete masonry unit (QMU) based on visual inspection) - , Leaking crack 'at Primary Settling Tank interior wall - _ - _ I , Areas of lesser concern include the following: r - Observed cracks with efflorescence throughout structures (not currently leaking) f - r 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 - - I Upgrade of the containment enclosure for the ferric chloride tanks in the basement of the RPS. _ f 1 5 Review of the first floor slab design in' the RPS to carry load from liquid sodium, hypochlorite tanks f I - 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: Y r I 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. I In the interim, reduction, of_the water surface in the tank to below the ring wall level should be considered if operations permit. r 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. - - I I 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. " f y r I I =. I BLASLAND, BOUCK &-- LEE, INC., k i engineers & sclentlsf_s ' tf _ 70322365 doc t Mr. Lawrence Fabbroni, P.E. September 3, 2002 Page 8 of 12 DRAFT Influent/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 189 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 r t 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 30 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 ` Y A L J IN. l ' - l 1 r Mr. Lawrence Fabbroni, P.E. September 3, 2002 Page 9 of 12 y DJ MFT, l 17. Doors and Hardware'-(20 to 30 years): - f Except for one Kwikset lock on the -office, i hardware s a heavy - - vy duty, _commercial grade quality with low wear L - and low use. - Doors are- all hollow metal in hollow metal frames a condition. The large overhead door and are In excellent / g appears to be new. ' 8. Emergency Lighting (10 to 20 years): , One old pack in the 1950s building appears to be, original. T _ phe other packs are serviceable. . w Boilers (20 to 3 0, years): One boiler is dated 1963 and burns natural - as and meth e g -methane. The other boiler dated 1974 burns natural gas only. Both appear to be in good working order and the staff reports p no problems. Pumps and valves always require maintenance, however. 10. Fire Panel (0 to 10 years): r ! L ReportedL to be inoperable. The system has a dialer in 'case of fire. - 11. Lighting (10 to 20 years): r - r l Surface mounted 2' x' 4' fixtures in serviceable condition. Some lenses, are yellowing. ng. Old incandescent lights in the garage ,area are not used. ( s 4 - ( Y 1 12. Exit Signs (Not Applicable -N/A): Except'for one missing exit light M` the garage over the man -door exit sign b s are operable. Service Building• This building is art of the original(195- p_plant 0s) with a 072 addition. A sludge dewatering belt filter press is located in the building. The buildin is ofLconcr . g ete block construction with metal green siding., The old laboratory was located in the buildingat one time. The ' _ h 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 th/is struc 1 - .. ) ture has a metal shed roof in excellent condition. U s 2. Siding (20 to 30 years) y Metal siding and trim are in good condition. Some trim requires replacement., , B ` q p lock portions of the walls are- in excellent condition. Some -repair is required over,the overhead door, r - T_ �. ,but this is cosmetic. LL J 3.. Windows (10 to 20 years): / v Windows appear to be original aluminum units: Because of the low usage, they"r`e ' g , ma�.n serviceable. t 4. Interior Walls (20 to 30 years),: - 1 i Concrete block requires painting. 5. Flooring (20 to 3 0 years): - i 3 Concrete floors are in excellent condition. The old lab has a quarry the floor in good,conditi on L 6. Ceilings (10 to 20 years): - � Plaster painted ceiling in fair condition in old laboratory. There are noceilings s in J _ g other areas. L BLASLAND, BOUCK & LEE, INC. ~ r engineers a s`c/ent'ists 70322365 doc F " 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 30 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 & sclentlsts 70322365 doc S t , t Mr. Lawrence Fabbroni, P.E. - - t rSeptember 3, 2002 Page 1.1 of 12 - ` - - DRAFT , r 5. Floors (20 to 30 years) - - . I v _ Concrete unpainted floor ,in excellent condition. e S r r Ir 6. Ceiling: - N/A _ 7. Doors and Hardware (20 to 30 years): V 1 metal doors and frames in good condition. a t J - , Hollow _ g r - 8. Emergency Lighting:- L 'N/A - I _ 9. Boilers: - N/A - 4 1, T y t 1 f f I t l 10. Fire Panel: J 4 } + l ! r Y t t I L Lighting (10 to -20t years) 1 r L - - 12. Exit Signs (10 to 20 years). - • 1 t 4 r G t Relocate ybasementr exit sign to stair, location. - Miscellaneous: 1. Exterior Lighting (20-to 30 years):- s s Originally installed in1972, these aluminum, lights are in good condition and cover the area of the settling tanks. r , t ♦ H Y 2., Walks/Drive (0 to 10 years): The concrete walk in front (south) of the Sludge- Management (Administration/Digester) Building - requires replacement due to frost heave. The roadway pavements could use a topping across, the site. - C G _ 3. Fencing (0 to 10 years): _ t The - east chain link fencing is new. The west fencing appears original' and will require replacement or repair within 10 years. t \ ! l Summary Conclusion:', The WWTP and accompanying buildings appear to be- in good condition and are - obviously' well maintained.- ,r - - WWTP 4utfall'Assessment f 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 r beneath the water surface either from the shoreline or from the adjacent dock -that extends from the east _ r shoreline west into the lake generally parallel to the outfall pipeline. During the visual observation, however, there was observed periodic; r yet frequent, surface bubbling at, the water surface along the f I, , J 1 , r a t BLASLAND, BOUCK & LEE, INC. engineers & sclent'1`sts ( I 70322365 doc ^ _ 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 of the 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 2001 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. t Donald F. Geisser, P.E. Vice President' DFG/bek Attachments M 4 BLASLAND, BOUCK & LEE, INC. engineers & scientists 70322365 doc ' f • J ` G Da r + - M H FH ' ---- _ OLD G • - - - - �.3rd Joe _ •ice � � _ I 1 , SLUDGE c hf . MANAGEMEnT ca I I W t r•.- • DIGESTER 1 i / h r I 1\\ B. PARTIAL SITE PLAN, "All 1 \ CAYUGA WASTEWATER TREATMENT PLANT CIRCA 1950 S t FIGURE I I , I / 0 1 L `dd."TiM Gf21T 1 / 1 1 JeQVla G LDke* f S 1 1 � I ?LZIGIfi.IN 8 1 r+A[,'I J ' Fusso MR y ► P�r� j l • 1 1 • tI ♦� , \ 1 A 1 C7 ✓. i ' 4 .. 1. pGrA//�•�Y f .L rw 1r r _ Oldt¢Tlr+ 1 I I I ac k i, �.f�s�elrf RLnee. 1.lL,1.Y1OM I•HQ 196Err L A+QI --� ` II�I�CDu•T� uw►w RCGrhrMd. Mv.ai. • 1 � • � �VTrAM�GLlf! < d�1Z/AK T�J✓� �,� P6R1A Joao" a+ P.A.A.%. A SITE PLAN CAYUGA WASTEWATER TREATMENT PLANT w CIRCA 2002 FIGURE 2 Ir s i r 3 r a � � ly� 5•' tC a $ Attachment A — Sample Structural Evaluation Form U \bek02\70422365 doc r 1 ML l J ► d �f 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: Cracks: Scaling: Spalling: Corrosion/chemical physical attack: Staining Efflorescence: Exposed Rebar: Curling/'Warping: Previous Repairs: Surface Coatings: Nature of Loadirig/Exposure: Drainage: Soil Conditions. Photographs: (4/description/location) C) U \bek02\70422365 doc Attachment B - Windsor Probe Test (ASTM C 803) Analysis Report U \bek02\70422365 doc 9E Paabs PW LABORATORIES INC PO BOX 56, 5879 FISHER ROAD, EAST SYRACUSE, NY 13057 315-437-1420 (866) 7PW-LABS FAX 315-437-1752 JUN 2 8 2002 3K14W&.NY J u iie 25, 2002 Mr. Donald Geisser, P.E. i3iasiand., Buck -Lee, iilc. 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. Geiser: Following are the results of tests performed on in -place concrete using the Windsor Probe test system (ASTM C803-97) at the above project on June 18, 2002 WINDSOR PROBE TEST 1. Driver Unit identification - Model 238M 2. Energy Levei 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 - MOH's #5 to #6 (Estimated) 6a. Aggregate Type - Crushed Limestone (Test #'s 3, 4, 5, 6, 7, 8, 9) 6b. Predominant Hardness - MOH's #4 (Estimated) 7. Project Requirement (Compressive Strength at 28 Days) unknown 0 June 25, 2002 Blasland, Bouck & Lee, Inc. Page Two of Two Re. L-02091 Waste Water Treatment Plant Cayuga Heights, New York Average Compressive Test Height of Strength No. Test Location Probes si 1. Primary Tank - Interior West wall 2.000 5400 to 5975 2. Aereated Grit Chamber - Exterior West Wall 2.200 7000 to 7450 3. Trickling Filter No. 1 - Exterior East Face 1.950 6150 4. Trickling Filter No. 2 - Exterior North Face 2.275 1 8425 �---- 5. - Intermediate Tank - Ex error West Wall �� 2.100 7200 6. Pump Station - Exterior West Wall 2.250 8250 7. Final Tank - Exterior West Wall 2.200 7900 8. Primary Digester - Exterior South Face - Lower Lift 2.125 7375 9. Secondary Digester - Exterior North Face - Lower Lift 2.000 6400 10 Generator Retaining Wall - Exterior West Wall 1.950 5000 to 5600 Thank you for this opportunity to work with you. Very truly yours, F PW LABORATORIES, INC. 111-7 - Virginia J . Thoma Assistant Laboratory Manager VJT/bap encs: r J Attachment C —Photographic Log —Cayuga Heights WWTP U \bek02\70422365 doc Lew,„.-� ;:t- '�•-�- :�� .,i+� a`/; r!!�i•fr !!J'�_Tr-• �rj 1 4-_ •..:., J. , * `, _ '..•iryy,• '%r- -a �-'",.ems. �r • - _ �!'�+- Y'_� e .. !�4+--a;-y�. WEP lip .- ,r t' • a:r {, 7i.,.rr'�i� �..r�`��l _ � sG ,•*.` ... �; • � :,� F • . i L 1'�"e1��` �.� •',k'M'� �Y `� .-'+ - r` ', x:' _ s..� �r� "'�-,! M � ..'� f � Xyr+ t•iikF}�!�¢.+� -�` .,sfi � F�S':+ 1•r•�. �.(r�'sa.�l�~R•.s.:,:r,-�^M:f�ii'+1�t_ a _ � ��'••A. a...•y t � f•_ •ir - Y' :, �' y� Rt # ;'¢.� -` +� n�� , r }. 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T5 "... ti cl y.. t i_1\ f-� -+••' ' '.ram_ I,`.'R ' 1 -.r _ •�' J. 1,•4y, . .'T ' ' •• ,"; - ", L` _.ram. 1:. • y • �. -. i tr_ _ f if? .- f:j: Alfa �`y'i�:J- S:`` V:t�*••-_ &1 ... ,l : . •r .ti a{%I+.r..± S.;i.;' a1_" �f..`ii-,r .!-K ."A:..�:i G `-,'la -2 ' i �.x -tit + •a; - .: •.: .. •:.1. ..•r• E .,_ 1 _ _ 'I - _ +"•�-__ _ ��h '"•� we_',':.r .e �J• •.... .f.-- • I..'A"!� J7�e . �'• �'�i�S'.e,..ri.�� ���:Y ••? . �" rR Attachment D — Previously Completed Underwater Inspection Reports I Item U \bek02\70422365 doe E81NG ID.h072313��65 f�A'� %�'u1 �1 -27 No .0-I P.ID1 WATER CONTROL BEAVER , & CONSTRUCTION AM 1459 Nanticoke- iZoad, Maine, New York 23802 (607) 8624685 or1-877.2•IpRYNOW (toll five) A'I'TN: Mr. Brem Cross Vinage of Cayvga Heights 836 Haitsiwit Road Wiaca, New York RE: Scwagc treatnwat plant p1N M r Cross Oil Wednesday, Mn}' 2, 2001, my conipwij, inspecctcd flit: length of the selvage (milrnent plane's outflaw pipe dirt rwus into C.ayuga Lake. Initially it was observed that appromirwtc;ly hyerily feet of the pipe ticar the shore was dimp,-twisly c;losc to the surface, and to fact floating in one place, Wager dcp h in this area is ap)}-oNITtwelY f"o6sr to ten feet. l PemnWly hisp=ed the etttim length xnd found o�, er half of h to be noarly !n soitictimcs calirely buried in silt. At times, all 1 wuld see was the very tops of the concrete anchors, mid at one brief porn! the CHIly M,ay (o rollow the pipe was with a compasb rCAdilig The anchors thernss0i,cs tire; in fairly- good shape and are placed at ten to fifeen foot intervals Water depth away from shore averages fifteen to cighwen fit Tcruperattu)e at depth on May 2 m,a� 38 ftrccs 'l'Itc oidy rcal concern 1 detected (besides the flouting section near share) was it significant break in the pipe approximately thirt} to forty foci from illc end, just srorl of where tlic Actits hgin 11te break is about a foot foss and two inures w1do at the mdddte, We placed it I mporary buoy st this point 'which was apparwtly roirrovod Fite pipe in tl�s arca protrudes about lWlNvay out of the sdi Fund *yen's on lop of the pipe aTe clear. Tbo end of tltc pipe tYBs lllostly buried in sift, Arid' f etched a portion or it by hand, The It*o f1wr st, =undiug the end of the pipe was cxnlc;rcd with a fairly thick layer of reddish-broW7t silty parti0es On May 4 and 7 mY mupally undertook the. task orwki. 01ttng down the portion of the pipe near tl►e Slim Placing fourteen pairs of ooncrote Wctgltth on file pipe, and sinking it to the bofto31i for inw of the Juigtl' that was floating We decided not to risk another pair of weights when we neared (lie point -vvhem the piN first conies out of 111C ground as Nve were concerned -Ai(h breaking the pvc pipe? it Coitus out from a drop- off approxitrtately a foot to eighteen inches oft` 1110 lake floor Should you have an)) further questions or rc ToTc repair on rho pike breaknge, please feel free to contact nee of (607) 862-468 5. *ff�b Braver Dam Wwv C.Qntrol & Con$(ructiol, 0 Harry Miller 4938 Frontenac Rd. Trumansburg, New York 14886 Phone 607-387-6923 Brent Cross Village of Cayuga Height s Cayuga Hts. office 836 Hand show , Rd. _ Ithaca, N. Y. 14850 The f irst 20 min. of this video is of the plastic line oinor west � P g from the plant. Near shore water is cloudy and better visibdility is assured in the fall and winter. The line weights looked in good shape and the grade of the line seemed to appear at an even elevation down. It is noted that the end of the line is 14' deeo. The video shows -two �\ edge shaped holes cut into the pipe. These holes were cut in the -pipe by Jack Marshall approximately 7 years ago. 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 f low through them visible. The -Iron pipe is sett ed in 'the bottom of the lake and therefore hard to inspect. I hope this video wi 11, be a useful in future planning for your plant. If I can be of help in any way please let me know. UNDERWATER SOLUTIONS P.O. BOX 722, CORTLAND, NEW Y4RK 13045 June 2011995 Village of Cayuga Heights 836 Hanshaw Road Ithaca, New York 14850 Attention: Mr. Brent cross Dear Mr. cross, Although our orginal job scope was to provide you with a video tape of the out -flow pipe at the Cayuga Heights Treatment Plant , we are enable to do so. Upon entering the water at approximately 4:30 P.M. on Thursday June 8, we soon discovered that the visibility was much worse than we had anticipated. The turbidity of the water was such that our under water video camera could not focus on the pipe. We deeded at this point to continue out so long as we could maintain physical contact with the pipe and each other. �- From the shoreline out about 100 feet the silt and mud has accumulated around both sides of the pipe. At this point the pipe disappears being completely covered. we soon relocate it about 100 feet further out. - 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 felt the.first of only two openings not anticipated. See sketches. When we reached the end, we bath ran our hands around the end plate so that we could remember what we felt since the visibility was still less that 12 inches. Under the circumstances this is the best we could do. If you have any questions please feel free to call. Sincerely yours, Underwater Solutions John C. Wickwire Cliff M. Creech