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HomeMy WebLinkAboutEngineering Design Report for Proposed Pumping Station and Force Main for Peconic Landing RtDGE OFF~CE (516) 92.9 2860 (TEL) NAYLOI~ ENGINEEF-.ING (5~6) ~ 2~5~ LONG POND gOAD HOLTGVI~LEOFFICE (51G)75g~0355 (TEL) glD(.~E, LON(~ ISLAND 11901-1g, gg, HUNTINGTON OFFICE (51~) ~9 ~7~ (TEL) (516) ~9 4~4 (F~) CONCEPTUAL ENGINEERING DESIGN REPORT regarding the PROPOSED PUMPING STATION AND FORCE MAIN from the PECONIC LANDING LIFE CARE COMMUNITY to the VILLAGE OF GREENPORT 5EWER DISTRICT TOWN OF 50U~OLDi SUFFOLK COUNTYm NEW YORK Made to: Suffolk County Department of Health Services Village of Greenpor~ U,5, Retirement Communities Young an& Young Planning, En~lneerln~,j and Lan& 5urve~in0 Submit, tea - June 0§, 199~ NAYLOR. ENGINEERING ~ LONG POND ROAD RIDGE, LONG 15LAND 11901-1828 EigOE OFFICF (51©) 9'29 2~.~60 ('~t) (516) 929 2&59 (FAX) HOi fSVIII F OFFI(E (51(-~ ~x, 035~ (TF/~ INTERNET 72662~144~COM PU SE RVE.COM june 05, 1998 Suffolk County Department of Health Services County Center Riverhead, New York 11901 Attn: John Donovan, P.E. Public Health Engineer Rc; Conceptual Engineering Report Proposed Sewer Extension Peconic Landing at Southold Dear Mr. Donovan: Attached. please find the conceptual engineering report for proposed 60,000 GPD sewer service from the Peconic Landing Life Care Community north of Route 25 in Southold, Long Island to the Village of Greenport Sewer District, Manhole # 185. As you will note in the report, Peconic Landing has been given a commitment by the Greenport Sewer District for disposal of up to 288,000 GPD in this sewer district. Based on approval of this conceptual engineering report, it is Peconic Landing's intent to develop final design plans and specifications for construction of the sewer service as described within the report, If there are any questions concerning this report, please contact the undersign at your earliest convenience. D:\letters\cttno253\jobnoO1\pgs1-48 (W/encl.) Very Truly yours, ncip~ NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO~ 253-01 PECONIC LANDING CONCEPTUAL ENGINEERING DESIGN REPORT regarding the PROPOSED SEWER SERVICE for PECONIC LANDING AT 50UTHOLD. TOWN OF 50UTHOLD, SUFFOLK COUNTY, NEW YORK REGULATOI~Y REVIEW SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES Steven J. Costa, F.E Associate Public Health Engineer JUL 0 6 20~ Approval Date John Donovan, P.E Public Health Engineer Review Engineer NA"f LOR ENGINEERING SEWER DISTRICT CONNECt, ION NO. 255-0~ PECO,*~IC i A~DINQ FOREWORD This report covers the conditions and alternatives for the installation of a pumping station and force main to serve the project to be known as Peconic Landing at Southold. The addresses of the Owner and Key Consultants involved in the project are as follows: F'R. OJECT OWNEI~ U.S. Retirement Communities The Georgetown Building, 101 Chesley Drive Media, Pennsylvania 19063-1761 ATTN: John Dussling Project Coordinator (610) 627-2330 (Tel) (610) 627-2320 (Fax) WATEE PUMPING AND CONVEYANCE CONSULTANT Naylor Engineering Three Long Pond Road Ridge, Long Island 11961-1828 ATTN: John W. Naylor, Jr., P.E. Principal (516) 929*2860 (Tel) (516) 929-2859 (Fax) ATTOF, NEY Charles R. Cuddy. Esq. 445 Grilling Avenue, P.O. Box 1547 Riverhead, Long Island 11901 ATTN: Charles R. Cuddy (516) 369-8200 (Tel) (516) 369-9080 (Fax) 5UF, VEYOF,~ 51TE PLANNING AND 51TE ENGINEEP, ING CONSULTANT Young and Young 400 Ostrander Avenue Riverhead. Long Island 11901 ATTN: Thomas C. Wolpert. P.E. Partner (516) 727-2303 (Tel) (516) 727-0144 (Fax) dea~peconic.net NA¥'I. 0R ENGINEERING SEWER DISTRICT CONNEC1iON FF-,OJECT ^F, CHITECT Ewing Cole Cherry Brott Federal Reserve Bank Building Independence Mall West, 100 North 6th Street Philadelphia, Pennsylvania 19106-1590 ATTN: John Capelli Project Manager (215) 625-4626 (Tel) (215) 574-9802 (Fax) GF, EENFOF, T ,~EWEE DI,~TF-,ICT ENGINEEE Cameron Engineering 3 Aerial Way Syosset, Long Island 11590 ATTN: Mark Wagner, P.E. Associate (516) 827-4900 (Tel) (516) 827-4920 (Fax) The report has been divided loosely into the appropriate sections as delineated in the Table of Contents. For ease of reference, the sources of all footnotes are contained in Exhibit A, This report is CONFIDENTIAL and contains data which is copyrighted as the intellectual property of NAYLOR ENGINEERING. The Engineering Consultant (Naylor Engineering) reserves certain rights with regard to the confidentiality of various sources of design data and background information that may be referenced within this report. Said report may not be used for any purposes other than those specific uses for which it was intended, nor may the data contained within this report be distributed to any other party without the expressed written consent of the Engineer. This report also contains confidential information and data belonging to the project owner and for those parties with a demonstrated right to this information (i.e. regulatory review agencies), Exhibits A through C have been Included with this report. Ail other parties requesting such information must provide satisfactory evidence that the confidentiality of these items will be protected. See Section XIII - CONDITIONS for more specific information in this regard. Copyright @ 1990, 1998 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-Q1 PECONIC LANDING TAI~LE OF CONTENT5 SECTION DESCF. IFTION Fa~le No. Regulatory Review Approval Sheet ii. Foreword iii. Table of Contents I. Introduction il. Project Location, Description and Operations 2 Ill. Pump Station Location, Description and Operations 4 IV. Process Control Wastewater Hydraulic Loading 9 VI. Wastewater Quality 12 Sewer Piping Design Parameters 13 Pump Station Design Parameters A. Construction B. Hydraulic Sizing 14 15 iv NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING SECTION DESCF, IFTION Pa~e No. IX. Capital and Operational Cost Considerations 17 Recommendations and Conclusions 2O Force Main Routing Gravity Main or Force Main on Bailey Avenue Pump Station Equipment 2O 21 21 XI. Scheduling 23 Xll. Conditions 24 v NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO, 253-01 PECONIC LANDING LIST OF PLATES ?LATE NO. TITLE Follow5 ?a~ie No. Project Location Map 2 Pump Station and Sewer Main Plan 4 vi NA'TLOR ENG!NEERi~'G SEWER DISTRIC~ CONIqEC~:ION JO5 NO. 2£~3 {}I PECONIC ! AND[NG LIST OF AFFENDICE5 AFFENDIX EXHIBIT TITLE B. C. D. E. F, G. H. I. J. Footnote References Contract / Agreement with Village of Greenport Sewer District Pump Station and Wastewater Conveyance Facilities Plan Cost Estimates Site Plan - Pumping Station and Force / Gravity Main Catalog Cuts for Pumping Equipment Sewer System Plan - S.C. District No, 48 (Village of Greenport) Preliminary Architectural Plan Connection Authorization Letter from Village Public Water Availability Letter from SCWA vii NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253~ O~ PECONIC LANDING EEFOET NAY[ OR ENG i, E-ER NG ~aEWE~,~ DISTRIC~r CONNECI'ION ,JOB NO, 2~,~,-~ I. IN3'RODUCTION The proposed Peconic Landing at Southold Life Care Community is envisioned to be developed as a broad spectrum senior complex servicing Long Island's aging population. The project, as currently proposed wilt consist of 118 single family cottages, 132 multi-family apartments (40 one bedroom units, 82 two bedroom units and 10 three bedroom units), a Health Center (36 *Skilled Care" Beds and 24 *assisted living" apartments) and a 42,000 square foot community center, excluding the basement. All apartment units will be constructed with between 800 and 1,650 square feet of living area. A recreational area consisting of two tennis courts is also proposed. No sanitaw discharges will be associated with the tennis courts. No provision has been made for construction of additional units at a later stage or phase nor for the connection of neighboring facilities. The site is located in the Town of Southold, Suffolk County and Is currently zoned HD (Hamlet Density) and LB (Limited Business). The immediately surrounding area is not presently served by a municipal sanitary sewage collection and disposal system, however it is feasible to connect into the nearby Village of Greenport Sewer District, the nearest manhole for which is approximately ~ mile from the southwest corner of the proposed site. Therefore, as part of the development of this complex, the Owner is proposing to construct a sanitary sewage collection system, pumping station and force main to convey the wastewater produced by this project to the Village of Greenport Sewer District collection system. A copy of this section of the Village's collection system Is attached as Exhibit G. A formal agreement (See Exhibit B and I) with the District is in place whereby the District has agreed to receive the flow from the proposed site and extend their district's borders to encompass the entire Peconic Landing site. Under this agreement all facilities will be built by the project owner and turned over to the District. The agreement limits the total flow from the facility to 288,000 Gallons Per Day (GPD). Based on this limit, Naylor Engineering has developed design data relative to the wastewater flow calculations for the proposed multi-use sentor complex as well as the pump station and proposed force main route to connect to the Greenport Sewer District. This report elaborates upon the available design alternatives and the final proposed conceptual design. In addition it provides complex profiles of building type, square footages, usage and comparison to standard design criteria. PAGE 1 OF 24- NATLOR ENGINF~:R]NG S;EWE*-~ D]SiRJC7 CQNNEC1/iON II. PE. OJECT LOCATION. DESCP, IFTION, AND OFEF,.ATIONR The proposed Peconic Landing site is located In the Town of Southold, bounded on the south side by Main Road (Route 25) and on the north by the Long Island Sound. The project wilt have two entrances / exits on the north side of Route 25. A Location Map for the subject project is depicted on Plate No. 1. The si~ is 144.~7 acres tn area and is characterized by slightly sloping land with grades primarily from 0 - 6 % over the entire property. The relative site data for the proposed development consists is as follows: F, ELATIVE 51TE DATA PLOT SIZE 6,306,216 ft~ ROAD FRONTAGE (Route 25) 964 L.F. BUILDING AREA (Residential) 392,010 ft* (Gross) BUILDING AREA (Community Center) 42,000 ft* (Gross) BUILDING AREA (Health Center) 56,000 ft2 (Gross) BASEMENT AREA 16,880 F~ (Gross) BUILDING AREA (Future Arts Center) 14,000 ft* (Gross) (Brecknock Hall) S.C TAX MAP NO. 1000-0035-001-025 PROPOSED USAGE Planned Retirement Comm. & Proprietary Care CURRENT ZONING HD (Hamlet Density) / LB (Limited Business) Soils consist of primarily of Haven Loam which are associated with "deep well-drained medium textured soils" Ia. Other soils in the area include Riverhead Sandy Loam, Riverhead and Haven Soils and Plymouth Loamy Sand. No wetlands are located within 1,500 feet of the site. The project borders the Long Island Sound however no development will take place within 100 feet of the shoreline. A portion of the site is being deeded to the Suffolk County Water Authority as a public water supply well ts already located on the site. No development is taking place within 200 feet of the welt field. PAGE 2 OF 24 x NAP TAKES~ FP-.OM HA~,TROI',,'f ,SUF~OL.K COUHTY ATLAS. JOB MUMt~R 253-0'1 MA'fLOR E~MG1MI~ERIMG PROJECT LOCATIOH MAP P~COHIC L. AHDII"IG NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING The ground water elevation at this site is approximately 3 feet above mean sea level (0 - 50 +_ feet deep) based upon the Groundwater Contour Map of Long Island published by SCDHS, Site elevations in developed areas range from 20 to 50 feet amsl, The wastewater collection, pumping and conveyance facilities will be absorbed into the Village of Greenport Sewer District. Water Supply facilities serving the complex will be owned and maintained by the Suffolk County Water Authority (SCWA). Cross connection control will be accomplished by backfIow prevention devices at the following Ioc~tion~: Pumping Station Pool Service Health Center Community Center Apartment Building Cultural A~s Cent. er Irrigation Systems Hydronic Heating Systems (if any) RPZ (Reduced Pressure Zone Device) RPZ RPZ RPZ RPZ RPZ DCV (Double Check Valve) DCV The existing water supply well site as well as currently existing water mains connecting with off site mains will be deeded to SCWA. Roads and drainage facilities will remain in private ownership. PAGE 3 OF 24 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING III, PUMP STATION LOCATION AND FOI~.CE MAIN F. OUTING As ground elevations are higher between the facility and the point of discharge (Manhole No. 185), a pump station is required to convey the water upslope. The ideal location for the station would be where it can: 1) Be readily connected to the discharge points from the existing (and future) buildings for the site, 2) Be situated such that the discharge is directly toward the proposed sewer line extension, oqn~ 3) Be accessible for easy maintenance and service. The Pumping Station is proposed to be located at a south central location on the site which is approximately 600 feet north of a point on the R.O.W. line of Route 25 which is approximately 165 feet west of Manhasset Avenue. The proposed Pump Station site e, tevation is 16.1 amsl. This location is in e×cess of !00 feet from the northeast corner of an 2.5 acre outparcel which the subject property surrounds like an inverted horseshoe. The exact location of the proposed pumping station is shown on the site plan (See Exhibit E) and. in less detail, on Plate No. 2. The proposed location provides for easy access via even existing roadways and is far enough from any neighboring buildings and properties so as to minimize any possibility of inconvenience from noise or odors. A control building will be provided to house control and alarm panels as well as store spare parts and tools which may be used for the maintenance and repair of equipment on site, The most logical force main routing is to exit the Peconic Landing site at the south west corner at Main Road (Route 25). At this time it is envisioned that, upon exiting the station, the force main will proceed in a generally southwesterly direction in several individual sections as indicated in the table on the following page: PAGE 4 OF 24 r ~YLOR B~GI~EB~I~G S1TB ¢LA~ - FORCE / GRAVITY HA1M ~OUT1MG NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING FOI~¢E MAIN I~OuTING, PUMP STATION TO I~AILEY AVENUE AND I[OUTE 2§ From To (Gr°uflaE!evatlon) Length Direction (A2) Pumping Station Cleanout No. 1 (20.1) 301 Southwest / West Cleanout No. 1 Cleanout No. 2 (21.0) 256 Southwest / West Cleanout No. 2 Cleanout No, 3 (23.0) 307 Southwest Cleanout No. 3 Cleanout No. 4 (21.2) 235 West Southwest Cleanout No. 4 Cleanout No. 5 (18,1) 365 South Southwest Cleanout No. 5 Cleanout No. 6 (18.0) 328 South / West Cleanout No. 6 Manhole No. P1 293 West TOTAL LENGTH 2,08§ From this point, within the context of this report two (2) alternate force main routes were investigated for feasibility of application along Route 25: Al) North Side of Highway West along Route 25, running at least 10 feet north and parallel to the existing 12" water main, then across Route 25 (via jacking) to a manhole / cleanout (Ground Elev, 21.0) at the corner of Bailey Avenue, This alternate will require at least a working easement from the neighboring property owner to the west. Total Length of this option is 639 Feet. A2) South Side of Highway Jack or bore immediately across Route 25, then East through sidewalk area to same point on Bailey Avenue. From a construction standpoint, this option is both more difficult and more costly due to the excessive effort involved in working in close proximity to gas mains, overhead electric and both above and below ground telephone utilities as well as restoring driveways and sidewalks. Total Length of this option is 621 Feet. PAGE 5 OF 24 NAY~OR ENGINEERING SEWER DISTRICT CONNECTION JOB NO~ 253~0~ PECONIC LANDING Once at Bailey Avenue, the second set of alternatives presents itself. From this point on, it makes much more sense from an engineering standpoint to continue with a gravity sewer. The topography is such that, from this point on. an 8" gravity sewer would meet the connection manhole at the intersection of Atlantic Avenue and Bridge Street with room to spare. The advantage to this alternative is that it would easily allow the connection of all the homes along Bailey and Atlantic Avenue as well as provide connection points for future sewer mains at Knapp Place, Champlin Place and Route 25. Obviously, the construction of a gravity sewer would be more expensive than a force main and would provide no tangible return to the developer of the Peconic Landing project. As the current agreement between the developer and the Sewer District calls only for the construction of the force main, if this option were selected, the District would have to agree to pick up the difference in cost between a ~ravity sewer and force main for the conveyance facilities along Bailey Avenue, Champlin Place and Atlantic Avenue. Data provided by the Village of Greenport and confirmed via site survey indicates that the nearest and most feasible point of connection is Manhole No. 185 at the intersection of Bridge Street and Atlantic Avenue. Pertinent data relative to his manhole is as follows: MANHOLE DATA (MH NO. 1~§) Rim Elevation 15.49 South Invert (Exit) 7.29 East Invert 7.29 Northeast Invert 8.89 The pipe exiting this manhole is a 12" vitrified tile gravity sewer main at a slope of 1.25 % with a car .tying capacity of 2.4 MGD. The pipe entering from the east appears to be a pipe stub for connection of a future main from Bridge Street and the one from the northeast is depicted on the copy of the Greenport Sewer map as a pipe which originates from Champlin Place. This pipe was not picked up in field surveys however. PAGE 6 OF 24 NAYI. OR ENGINEERING SEWER DIS'IRIC7 CONNEC'ilON PL.~.~ ,,~,,~ LANDING Nc. 2~3 ~1 From the intersection of Bailey Avenue and Route 25, the routing of the force main or sewer would follow that depicted in the table on the following page. Note however that if a gravity main was used, the From / To locations would be Manhole Nos. P2 through P6 instead of Cleanout Nos. 7 through 11. FOE. CE IGF, AVITY MAINE. OUTING" INTEF, DECTION OF BAILEY AYENUE AND ROUTE 25 TO ATLANTIC AVENUE AND E, EIDGE STREET5 From To (Ground Elevation) Ler~j~h Dlreu*'flon Manhole No. P1 Cleanout No. 7 (20.1) 256 South Cleanout No. 7 Cleanout No. 8 (18.2) 271 South Cleanout No. 8 Cleanout No. 9 (17.2) 214 South Cleanout No. 9 Cleanout No. 10 (14.0) 241 South Cleanout No. 10 Cleanout No. 11 (13.4) 48 East Cleanout No. 11 Manhole No. 185 (15.5) 266 South TOTAL LENGTH 1,290 The collection system, pump station and sewer main(s) as covered by this report have been designed in accordance with applicable portions of various publications including Suffolk County Code Chapter 424 "Sewers" and "Recommended Standards of Sewage Works of the Great Lakes-Upper Mississippi River Board of State Sanitary Engineers[~, (latest edition 1978), "Standards for Approval of Plans and Construction For Sewage Disposal Systems For Other Than Single Family Homes", as well as the General Design Memos of the Suffolk County Department of Public Works, the Standards of the Suffolk County Department of Health Services as well as other referenced Federal, State and Local codes and guidelines. Where conflicts exist between the data published among the various sources, prudent engineering judgments are made based upon the experiences of this author as well as other members of the firm. PAGE 7 OF 24 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO, 253-01 ?ECONIC LANDING I¥. ?EOCE55 CONTEOL The basis for design for the wastewater disposal system will be the aforementioned design guidelines and Standards and a maximum allowable flow as determined in Section V of this report. A flow metering and recording system will be installed at the pumping station to record for the sanitary discharges fr om the site, An emergency power generating system will be provided so as to allow for the conveyance of sewage during times where utility power fails due to storms or other outages. The station will be equipped with an alarm system and telephone dialer to monitor the following parameters: Unauthorized Entry Power Failure High Water Level Low Water level Fire Generator Fai!ure Pump Failure (one per pump) Redundant Low water Level The alarm dialer will be capable of monitoring a total of eight (8) individual alarm conditions and of notifying up to eight (8) separate locations for each monitored f~nction. PAGE 8 OF 24 NAYI. OR ENGIHEER~NG SEWER DISTRIC1 CONNEC"flON PEL-~,,~,'., LAND,NO ,JOD NO. 253'01 -,~*,,r ., ¥. WA,~TEWAq~R HYDRAULIC LOADINe The expected discharges at the subject site are based upon the following contributory categories: 1) 2) 3) 5) Residential (Senior Cottages) Residential (Senior Apartments) Community Center Health Center Cultural / Arts Center SUMMATION OF: CONTRIE~UTOR¥ FLOW,~ Item Des~;rIFl~lon No. ~ Units Gmee Unl~ Design Flow Average or CaFl~ Area per Ufll~ FI~ A,I Senior Aoa~ments 20 800 ~ 150 3,QOQ,O0 Senior Apartments 20 900 * 150 3,000.00 Senior Apa~ments 35 1,150 * 150 5,250.00 Senior Apa~ments ~ 1,350 * 150 6,000.00 Senior Apa~ments 17 1,650 ' 150 2,550,00 A.2 Senior Cottages 0 9QQ oen~or Cottages ~5 1,300 * 150 2,250.0~ Senior Cottages 53 1,650 * 150 7,950.00 Senior Cottages 50 r,950 150 7,500.00 SUBTOTAL 37.~00.00 ;ommunity B.1 Entrance fac I ~es NA 1,500 0.06 90.00 B.2 Administration NA 2,529 Q.06 15~,74 B.3.t Gathering Room NA 3,215 0.06 192.90 ~.3.2 Chair / Equip, Storage NA 321 0,06 19.26 B.3.3 Formal Dining 30 1,28o 7.50 225.00 B.~,.4 informal Dining 30 2,572 7.50 225.00 B.3.5 Pr'vote Pining 30 643 7.50 225.00 B.3,6 Exterior Dining 30 643 7,50 225.00 PAGE 9 OF 24. NAYLQR ENGINEERING SEWER [PlSTRiCT CONNECTION JOB NO. 253-0'1 PECONfC LANIPlNQ 5.3.7 Living Room / Lounge NA !.340 0,06 80,40 5.3.7 Library NA 1,715 Q,Q3 5t,45 5.3.8 Coat Area NA 214 Q.Q6 12.84 B.3.9 Toilet Rooms NA 643 Q.06 38.58 ' B.3,10 Sank / 5rokerage NA 107 0.06 6.42 5.3.11 Beauty/Sarber Salon NA 375 Q.Q6 22.50 ~ 5.3.12 Convenience Market NA (;}43 0.05 32.15 5.3.13 Storage NA t07 O,Q4 4.28 5.3.14 Cart Parking NA 214 Q,Q4 8.56 B.3.15 Chapel / Medltation NA 536 Q.06 52.16 B.4,1 Swimming Pool NA 6,432 0.30 1,929.60 B.4,2 .ocker Room / Toilets NA 643 0.30 192.90 5.4.3 Exercise Rooms NA 965 0.30 289,50 5.4.4 Physical Therapy NA 64.3 Q.1Q 64.30 5.4.5 Craft Rooms NA 1,929 0.03 57.87 5.4.6 Wood / Metal Shop NA 965 Q.04 38.60 ~.4,7 Tennis CouPs NA NA NA O.QO B.4.8 5iliiard Room NA 429 Q.OQ Q.QO B.5 Pietary / Housekeeping NA 8,948 0.00 Q.OQ B.6 Maintenance / Engineer. NA 2,443 Q.OQ Q.OQ SUBTOTALS 42,000 4,216.01 Health Center C,1 Skilied Care Center 36 19,152 150.QQ 5,400.00 C.2 Assisted t_iving Center 20 21,439 i10.Q0 2,200.00 C.3 Shared Facilities 20 7.583 110.Q0 2,200,Q0 C,4 Resident Care Center NA 2,306 0,10 230.60 C.2 Wellness Center NA 3,937 0.30 1,18!,10 C.2 DayCare Center 20 1,583 5,00 100.00 SUI~TOTALS 56,000 11,311 ~recknock Hall D.2 Culturai/ Arts Center NA 14,QQQ 0,30 4,200,00 SUBTOTALS 14,000 4,200.00 TOTALS §7,227,71 NOTES: * These figures based upon "Net" Floor Area and exclude items such as hallways and common areas not within the confines of the apartment. PAGE 10 OF 24 NAYI. OR ENGIF'IEERING SEWER DISTRIC1 CONNECllON J~D N~,. X't53-~./1 PECONIC LANDING The quantities and square footages contained In the preceding table were based on the Preliminary Space Program, which is attached as Exhibit C, prepared by the Project Architect and pro-rated according to the scaled-down gross floor areas for the community center and health center. Preliminary architectural plans for the units are attached as Exhibit H. Unit Design Flow Rates are as per SCDHS standards. As the common area facilities are reserved solely for the use of the homeowners and their guests, no adjustment of flows should, in our opinion, be made for these facilities. However since SCDHS official policy is in conflict with this opinion, our design is based upon SCDHS standards. Also, since garbage grinders are not to be incorporated in the units, no increase in organic loading levels is warranted. The cumulative total in the preceding table of 57,227.71 GPD will be rounded off to 60,000 GPD for the purposes of design. Based upon past experience at similar projects of this type and the degree of certainty which may be applied to existing data, we estimate a peak hourly flow rates of 4.00 / 1.00 and a peak 4 hour flow rate of 2.00 / 1.00. PAGE 41 OF 24. NAYLOR ENGINEERING SEWER DISTRICI CONNECTION JOB NO. 253-01 PECONIC LANDING VI. WASTEWATEI( QUALITY in the various treatment facilities (20+) for which we had performed design services for plant upgrades in Suffolk County over the last 13 years, we utilized composite sampling techniques, taking one (1) sample every hour for a period of seventy-two (72) hours usually including one weekend day. Based upon these results, as well as past experience, the following wastewater characteristics are anticipated for the wastewater being pumped from this facility. PUMP STATION EFFLUENT WA,~TEWATER CHARACTERISTIC5 Fa~'a me*r, er ] Pe,Jlgn Values BOD~ (Total Biological Oxygen Demand - 5 Day) 200 ~ 268 BOD,o, (Soluble Biological Oxygen Demand - 5 Day) 100 - 134 TSS (Total Suspended Solids) 200 - 268 VSS (Volatile Suspended Solids) 140 - 200 NH~, (Ammonia) 20 - 35 ORGANIC NITROGEN 10 - 20 TKN (Totai Kjeldahl Nitrogen) 30 - 55 NOo & NO3 (Nitrites and Nitrates) 0 - 1 TOTAL NITROGEN 30 - 56 TOTAL ALKALINITT 120 - 150 pH 6.5 - 7.5 DO (Dissolved Oxygen) 0.5 DETERGENTS 15.0 PHENOLS 50 ppb PAGE 12 OF 24 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING VII. 5EWEF, FIFING DESIGN FAF, AMETEF,5 For the Force Main oortion of the proiect, a four (4") inch diameter PVC force main would be used~ Said pipe would conform to AWWA C900 standards for DR-18 or 25, polyvinyl chloride (PVC) pressure pipe. This pipe has the following E~ flow characteristics: FLOW CHAEACTEI~ISTIC,~ - 4" DIAMETEE ?VC FOF. CE MAIN DF. 2§ (100 ?si Pressure Class) DF. 1~ (1§0 Fsi Pressure Class) Flow Velocity Head Loss Velocity , Head Loss (gpm) (fps) (Ft / t00 Ft) (fps) (Ft / 100 Ft) 80 1.69 o.24 1.80 0.29 90 1.90 Q.30 2,05 0.36 1QQ 2.10 0.37 2,28 Q.44 t25 2.60 0.56 2.85 0.67 150 3.10 0.79 3.42 0.94 175 3.70 1.04 3.99 1.25 Ifa gravity pipe is used, said pipe would be an eight (8") inch diameter PVC gravity main. Said pipe would conform to ASTM 3034 standards for DR 35 pipe. Utilizing a minimum slope of 0.40 % and a roughness coefficient (n) of n 0.009, this pipe would have a capacity in excess of 673,000 GPD ~4a or 467 gpm. The force main would be installed with a constant uphill pitch from the pumping station to the location of Oeanout No. 3 which would also serve as the location of an Air Release Chamber. A manhole installed at this location would contain an air release and vacuum valve to allow entrapped air and gases to exit the main at the highpoint as well as to allow air into the main as the pipe drains through the downhill portion to Bailey Avenue. PAGE 13 OF 24 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING VIII. PUMP STATION DESIGN PAF. AMETEES A. Construction Based uoon previous experience and a review of the hydraulic loading of wastewater from the Peconic Landing site, it is recommended that lare-cast concrete wet well with non-clog, submersible cutter pumps be installed. This is deemed to be the safest, least intrusive and most cost effective wet well type for pumping stations in this small size range. Since the water table in this area is estimated at 13 feet deep and soils are considered to be well-drained, buoyancy considerations are deemed not to be a maior concern at this facility. We will have to await the final design of wastewater collection systems before making a final determination in this regard as a Iow influent invert may require greater depth than anticipated. To handle the solids in the waste stream, heavy duty "cutter type pumps will be used. This type of pump differs greatly from the maintenance intensive *grindee' type pump in that cutter designs are intended for heavy duty municipal applications rather than the lighter duty typically associated with grinder pumps. The units are equipped with a rotating cutter cone and stationary knife which *cuts" rather than grinds solids in the waste stream. Pump Station Accessories will include the following as a minimum: Duplex Control Panel containing all starters, controls, relays. alternator, alarm lights, dialer, etc. required for proper operation. 2. Pump Floats - stainless steel, mercury type with 35 year average life. Break Away Fittings - Non-sparking type suitable for Class I, Division 1, group D locations with 1-1/2" diameter SCH 40 stainless steel guide rails. 4. Pump Hoist - Stainless Steel, rated for at least twice pump weight. 5. Flowmeter - Magnetic type PAGE I4 OF 24 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANOING 10. Check Valves - Swing Check type w/ outside lever and weight. Outside lever to be equipped with limit switches to monitor pump activation. Failure of lever arm to swing open upon call for pump start shall trigger failure alarm and start lag pump. Plug Valves - Full port, quarter turn plug valves will be used for pump isol~tio~, Motor Starters Solid state "soft" type alternately a variable frequency drive (VFD) may be used. Access Hatches ~ on wet well and valve pit will be 300 psf rated duplex "Bilco" type with gutter drain, air piston and locking handle. Limit switches on doors will monitor unauthorized entry. Emergency Generator - will be natural gas fueled if available, otherwise diesel type, with double wall storage tank mounted in base. Unit will be installed in Control Building to provide greater sound attenuation and protect from vandalism. D. H~draulic Sizing Proposed Pumping Capacity = 60,000 GPD x 4.00 Peaking Factor = 240,000 GPD / 1,440 min./day = 166.67 gpm / 1 pump operating = 166.67 gpm say165 gpm per pump Maximum Wet Well Volume = 10 min. x 60,000 GPD / 1,440 min. / day = 416.67 say 420 gallons Min. Wet Well Volume (Where T = Cycle Time N = No. of Pumps) =TQ/4N = 15 min. x165 gpm / (4x 2 pumps) = 309.38 gallons < 420 gallons PAGE 15 OF 24 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING Unit Wet Well Capacity (nx D: / 4) X 7.48 gal, / cu. PC {~: x 8~' / 4) X 7.48 gal. / cu. Pc 375.98 say 375 gallons Working Depth Max. Volume / Unit Capacity 1.12 say 13.5 inches Said oumps will be required to overcome a static head of approximately 10 feet (worst case) as well as the friction head developed in the force main. Depending upon the option chosen for the sewer from Bailey Avenue to MH 185, total ;riction head wi!l be as FF. ICTION L055 COMFAF, tSON Option on Force Main Equivalent Total Head Lose / Total Dailey Ave. Length Length 100 feet Head Loes Gravity 2,085 149 2,234 0.94 21.0 Force Main 3,381 193 3,574 0.94 33.6 In the table above the "Length" column represents the physical length of the force main whereas the "Equivalent Length" column represents the "equivalent length", in feet of pipe, for the total amount of fittings on the line. Pipe velocity in the 4" force main would be 3.49 feet per second (fps), well above the 2.0 fps minimum and still above the minimum pick up velocity of 3.3 fps. With pumps in this size range having a shutoff head of between 32 and 80 Total Dynamic Head (TDH), this will limit the allowable friction loss to between 20 and 50 feet or roughly 0.9 to 1.4 feet per 100 feet of pipe. Four inch (4") diameter ductile iron pipe has a calculated friction loss of 1.99 feet per 100 feet, compared to 0.94 feet per 100 feet for PVC. PAGE 16 OF 24 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING IX. CAFITAL AND OFEEATIONAL COST CONSIDEF, ATION5 A. Capital Cost~ Exhibit D compares the costs of the various force / gravity main alternates. For purposes of convenience, these are summarized in the following table. Only those capital costs directly applicable to each alternate are included in this analysis. Items common to all alternates (i.e. engineering, permit and application fees, etc.) are therefore omitted. Costs presented are based upon manufacturer's quotes and published cost estimating guides (Means Cost Data Book). For~ion ~Main A1 11~t A~ i1~2 ~ Pump Sra. ~> Bailey Ave. $145,713 $ I45,713 $ 205,862 $ 205,862 Bailey Ave. -> Bridge St. $ 245,022 $128,193 $ 245,022 $ I28,193 $ 390,735 $ 273,906 $ 450,884 $ 334,055 Where: A1 is the Route along the north side of Route 25 A2 is the Route along the south side of Route 25 B1 is a gravity main down Bailey Avenue to Bridge Street B2 is a force main down Bailey Avenue to Bridge Street The table on the following page comprises the cost estimate for the pumping station: PAGE 17 OF 24 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING PI~ELIMINAI~Y CAPITAL COST ESTIMATE (I~UMPING ~TATiON) 1. Provide two (2) new 5 HP cutter pumps w/ motors, $ 27,000.00 tungsten carbide seals and all required accessories, complete. 2. New noncorrosive Integrated Control Panel, Alarm $21,000.00 Dialer for pump station including all wiring, complete. 3. Precast Manhole for wet well, complete with Class B $12,000.00 concrete sloped walls, aluminum access hatches, electric, floats and alarm wiring, complete. 4. Control / Storage Building (200 sq.ft.) $19,000.00 5. Precast Concrete Valve Box w/two 4" check valves and $10,000.00 three 4" plug valves, complete. 6. Site work, yard piping, driveway, walks, landscaping, $ 6,000.00 etc., complete~ 7. Emergency Power Facilities and all Appurtenances, $18,000.00 complete. 6. Miscellaneous costs for temporary services, $11,300.00 contingencies, etc~ TOTAL PF-,ELIMINAF-,Y 605T5 $ 124,300.00 Operational Costs Operational costs would be comprised almost wholly of electric costs for powering the pumping equipment. PAGE 18 OF 24 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO~ 253-04 PECONIC / ANDING Power consumption and costs are detailed in the following tables: ANT!CIFATED FOWEE CONSUM?TION Item I~rake H? Hr,/day, KW-hrst&ay Cutter Pump (1) 5.0 6 22.38 Ventilator (1) Q,1 24 1.79 Misc. Electrical items 0.3 24 5.37 TOTALS §.4 29.§4 The Monthy Cost of Electricity is equal to the sum of energy and demand charges. Since service charges can not be estimated at this time, these will be ignored for the purposes of this analysis. ANTICIFATED POWEE COSTS Charge Unit Cost, Cost, / Month kw-hre / Aver. Days day per Month Monthly Energy Charge 28.65 30.4 $0.1010 $87.97 I~rake HP Kw/HP Monthly Demand Charge 5.4 0,746 $40.40 $41.90 TOTAL POWER COST $129.86 5ay $130.00 PAGE 19 OF 24 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING X. F. ECOMMENDATIONS AND CONCLUSIONS A. Force Main Routing The shortest and most cost effective route for installing a sewer connection for the Peconic Landing site to the Village of Greenport Sewer District is to run the main from the pumping station to the southwest corner of the site, then along the north side of Route 25, then down Bailey Avenue onto Champlin Place then on to Atlantic Avenue to MH No. 185 at Bridge Street. Running along the north side of Route 25 will, at the least, require a "working easement" from the a~oining property owner. Maintaining appropriate distances from the existing water main places the force main within 1 or 2 feet of the property line. The use of an excavator will result in the disturbance if vegetation for approximately 5 feet on either side of the force main. A working easement of approximately 10 feet along the existing east-west property line, from the Peconic Landing site to a point opposite the west R.O.W. tine of Bailey Avenue is recommended. In addition, the jacking pit will require a working easement of approximately 40 feet by 20 feet immediately opposite Bailey Avenue. If this easement can not be obtained, working easements may be required from individual property owners along the south side of Route 25 from a point opposite the western border of the Peconic Landing property to Bailey Avenue. tt is therefore our recommendation that Option A-l, along the north side of Route 25, be chosen. If, for whatever reason, the easement can not be obtained then Option A-2, along the south side of Route 25, remains the only feasible option, PAGE 20 OF 24 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253- 01 PECON lC LAN DIN G Gravity Main or Force Main on f~aile3/Avenue it is obvious that it would be in the Village of Greenl~ort's interest to have a gravity main installed beginning at the intersection of Bailey Avenue and Route 25 and running to Atlantic Avenue and Bridge Street. This would allow for the immediate connection of at least 32 homes along the route of the main. There is however a significant cost difference ($ 116,829) between the force and gravity mains. As the developer of the Peconic Landing site is compelled only to construct a force main, the additional cost of the gravity main, over and above that of the force main, would have to be picked up by the Village. The original agreement between the developer and the Village stipulated a connection fee of $ 2,570 per dwelling. At this cost, connecting the 32 homes alon~ the route would bring the Village Revenue in the amount of $ 82,240 or approximately 70 % of the additional cost. Based upon the preceding, it would be our recommendation that a gravity main be constructed from Route 25 and Bailey Avenue to existing MH No. 185 C. Pump Station Equipment A summary of pertinent information relative to the facility's actual average daily flow and pumping equipment is as follows: The proposed facility's design flow rate, under current SCDHS design ?tandards~ is 6Q,OQQ GPD, The appropriate peaking factor for a facility of this size range is 4.0 resulting in a peak flow of 240,000 GPD or 165 gpm. The use of a pump alternator whereby successive calls to the control system to empty the wet well result in the use of any one pump only on every other pump call allows for the sizing of the wet well below the maximum volume recommended to prevent septic conditions. PAGE 21 OF 24 NA'¥LOR ENGINEFRiNG SEWER DISTRICT CONN~:C'iION JOB Nu. ~,,o-~ PECONIC ~,~,.N[,INu~ Depending upon the option chosen, the pumping equipment will be as follows: PUMPING CHARACTERISTICS Ol~ion Dee~Hption Static Friction TDH Head Head B1 Pump to Bailey Avenue (2,085') 8.00 21.00 29.00 B2 Pump to MH No. 185 (3,381') 2.00 36.60 38.60 Subsequent to final design analysis, it is envisioned to use the following pumping equipment: OF~ion I~1 - Barnes 4SCC, 4.8 HP, 1750 rpm Cutter Pump with Tungsten Carbide Seals and 6.5 inch impeller. The design point for this pump would be 165 gpm ~ 29 feet of TDH. Ol~lon f~2 - Dames 4SCD, 4.8 HP, 1750 rpm Cutter Pump with Tungsten Carbide Seals and 7.1 inch impeller. The design point for this pump would be 165 gpm ~ 39 feet of TDH. Catalog Cuts for the proposed pumping equipment are attached as Exhibit F. PAGE 22 OF 24 NAYLOR ENGiNEERiNG SEWER DISTRICT CONNECTION JOB NO. 253~ 01 PECONIC LANDING Xl. SCHEDULING All scheduling listed below is based u~on the submission date stipulated on the Title Page of this Engineering Report. Postponements or other delays beyond the control of the Owner or Design Engineer, due to resubmissions, approvals etc., will result in equivalent setbacks in this schedule~ TARGET DATE 06~05-98 06-26-98 07-17-98 07-31-98 09-30-98 10-31-98 11-21-98 12-07-98 12-15-99 01-31-99 02-15-99 03-01-99 05-15-99 05-31-99 SUBMISSION OR DESCRIPTION Submit Engineering Report Obtain SCDHS / Village of Greenport Comments Submit Addenda to Engineering Report Obtain Approval of Engineering Report Submit Plans & Specs for Approval Obtain Review Comments from SCDHS / Village Resubmit Plans and Specs Obtain Approval of Plans/Specs Solicit Bids Receive Bids Award Contract Begin Construction Corn plete Construction Complete Operational Testing PAGE 23 OF 24 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING Xll. CONDITIONS This report contains design data and information which is proprieta~ and confidential. The entire report is fundamentally based upon independent research, study and long term investigations conducted by Engineer at his own cost and expense. As such, this report is therefore intended for the sole use of the Owner in coniunction with the design of wastewater conveyance facilities serving the proposed senior complex known as Peconic Landing in Southold, Long Island, The information, methods and design data used by the Engineer within, or referenced by., this report are considered proprieta~ and, as such, shall remain the property of the Engineer. All such information provided under this contract is considered as confidential information, and as such shall be held in strict confidence by all parties receiving copies from the Engineer. Neither the Owner, nor any other party, may copy this information, provide this information to other persons, nor utilize this information in any manner, except as specifically delineated herein, without first having obtained the written consent of the Engineer. The means, methods, information, content and format of this report are copyricihted by the author. The means, methods, information, content and format and data contained herein may not be used in the preparation of subsequent, or, similar desi~lns by the other parties without the expressed written consent of said Engineer. Usage, by any party, of the means, methods, information, content and format of this report in any manner and for any purpose, except as specifically delineated herein will be prosecuted, both in criminal and civil courts, under the full extent of the law. Any questions or comments relative to this report shall be directed to said Engineer at the address / telephone number indicated in the foreword of this report. Res NAYLOR ~!NEERING PAGE 24 OF 24 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING EXHII~ITS NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING EXHII~IT A FOOTNOTE REFERENCE5 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING FOOTNOTES: 5oil 5u~/ey of Suffolk County, New York, page 81, United States Department of Agriculture Soil Conservation Service, April, 1975. 2. Generally known as the Ten States Standards. 3. Han~lbook of PVC Pipe, pg. 284, UniBell PVC Pipe Association, December 1993. 4. Handbook of PVC Pipe, pg. 336, UniBell PVC Pipe Association, December 1993. NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING EXHIBIT CONTE. ACT/ AGEEEMENT WITH GF. EENFOI~T 5EWEI~ DISTI~ICT {'CONFIDENTIAL~ WATER SUPPLY AND SA~;ITARY SEWAGE AGREEMENT T~I$ AGREEMENT made this day of March, 1986, by and between the VILLAGE OM GREFMPORT, e municipal corporation h.~vtn~ its office end principal place of busine,e at 2]6 Third Street, Greenport, New York 11944, hereinafter called the 'VILLAGE", and the GREENPORT DEVELOPMENT CORP., at 53 Glen Cove Road, Greenvale, called the "OWNER". WHEREAS, the OWNER is as "Breakers at Islands End', York, on its property, which July 16, 1984 and recorded in with principal offices located New York 11458, hereinafter WITNESSETH~ about to co,enos a development known Grsenport, Town of $outhold, New it presently owns, by deed dated the Suffolk County Clerk's Office on July 20, ].984 in Llber 9604, page 529, located on the northerly ~lde of Main Road, State Route 25, which is more par- ticularly de~cribed in Schedule A which ia annexed hereto; which involves the dnvelopment and ccnstr~ction of~ 350 individual dwelllng units along with a recreational building, existing dwellings, buildings and accessory structures. The construction will require the installation of a water mupply well, water and ~ewage mains, fire hydrants and a sewage collection station(s) on certain rights-of-way and portions of as genernlly ~hown on the Preliminary Plan for Water Sanitary Sewage Systems prepared by Staven J. Hymen, is attached )~ereto a~ Schedule B; and to connect the lift the property Supply and P.E., which aforesaid -1- Water supply and sewage collection systems with the VILLAGE water and sewage treatment systems which are shown on Schedule C, in conformance with plan. and specification, which will be approved by the VILLAGE, and a~ may be amended fr~m time to time during the course of construction of the proJect~ and W}{EREAS, tbs OWNER is willing, st its cost and expense, to construct and install the complete water supply and sanitary sewage ~y~tem~ which will include among other things, wells, water maine, hydrants, sewage mains, lift station(s), all of which will be merged with the water supply and sewage systems of the VILLAGE for the project called the "Breakers at Islands End' located on the premises more particularly described in Schedule A, and to transfer and convey same to the VILLAGE upon co~ple- tion, in whole or in part, and to give and procure easements for the maintenance of the wells, water and sewaqa systems, fire hydrants, lift station(s) end other necessary appurtenances for the proper operation of the aforesaid water supply and sewage collection systems~ and WSEREAS, th~ VILLAGE is willing to supply the OWNER with its requested water allowances of approximately 200,000 gallons a?eraga daily flow and 250,000 gallons peak demand flow, coll,ct the sewage from the proJectl and W~EREAS the OWNER repre~ent~ report of ~olxmachar, McLendon & 15, 1984 that the primary based upon the engineering teat Murrell, P.C. (H2M) dated June water mup~ty ~ll will supply as least -2- two hundred forty (1440) (200) gallons per minute times fourteen hundred and minutes par day or a total daily gallonage ~apscity (288,000) gallons per day~ of two hundred eighty-eight thousand and W~EREAS, the partie~ have agreed upon the terms and con- ditions for tbs supply of water supply sod sewage collection systems and other matters Ms hereinafter ~et forth%. WHEREAS~ The parties understand that final approval of the development map has not been received by the OWNER from all the necessary public authorities. The VILLAGE enters into this agreement to assist the OWNER in securing such approvals and by way of contractually assuring to the ~WN~R a public water supply and sanitary sewage system if devalop~nt'approval ie secured by the OWNER. NOW, T~EREFORE, in consideration of the premises ~nd cove- nants herein, it is mutually agreed as follows~ FIR~T~ The VILLAGE agrees to assist the OWNER in securing ell municipal approvals and permits and assuring to the public authorities a public water supply and sanitary sewage system to the OWNER's project 'Breakers at Islands End", and the VILLAGE will be responsible for obtaining all permits fro~ municipal authorities well(s). SECOND~ for the installation .nd hookup of the water supply The OWNER agrees to in,tall, at its own cost and on the property described in Bchedule A, a water supply -3- system and a sanitary sewage collection system limited to, s water supply well or wells, water and distribution of water, and sewage mains and including, but not mains for supply lift station(a) for the proper collection of sewage from the project as outlined on the attached Preliminary Plan for Water Supply and Sanitary Sewage Systems prepared by Staves J. ~ymsn, P.E., which ia attached hereto as Schedule B. THIRD~ All necessary engineering and construction for the installation of the complete water supply and sanitary sewage systems on the OWNER's property described in Schedule A will be referred to as the "WORK", which shall be designed and constructed by the OWNER and/or its subcontractors. Tbs WORK shall be in accordance with plans and spectficatious which are be prepared by the OWNER's engineer, to be approved by the VILLAGE Engineer and Superintendent of Utilities in writing before the OWNER commences the WORK. ~owever, the design and engineering for the well field and the lift station(s), together with appurtenant structures will be c~leted by ~olsmacher, McLendon & Murrell, P.C. (H2M), of 575 Broedhollow Road, Melville, New York. FOURTH~ All of the for the installation of at the OWNER's property, Bailey Avenue, to Avenue, Greenport, to design, engineering and construotion work sanitary sewage mains from the connection across and along Stats Route 25, along the VILLAGE's existing sewage main on Atlantic New York, shall be the responsibility of the -4- VILLAGE to perform and construct same. fowever, all costs incurred e~d associated with the engineering end construction of this off-site sewage line will be reimbursed to the VILLAGE by the OWNER. Reimbursement payments will be made by the OWNER within thirty (30) days of when billed by the VILLAGE, and said payments w~ll be the VILLAGE's actual cost incurred. FIFT~ A. The VILLAGE requires a charqe for each dwellin~ unit of TWO THOUSAND FIVE ~UNDRED SEVENTI ($2,570.00) DOLLARS for the hookup of a public water supply and a charge of TWO T~OUBAND FIVE RUNDRED EIG~TY-FIVE ($2,585.00) DOLLARS per dwelling unit for the hookup of wa~tewater sewage services. Said charges ss received by the VILLAGE shall be placed in a "Back Bone Plant - Reserve Fund" to be used for the following needs of the VILLAGE! well, site production, transmlaelon mains, storage facilities, plant site treatment, added westewater treatment plant, pump sta- tion, force and gravity maine, so as to assure the Q~FNHR of future adequate water supply and a sanitary sewage treatment facilities, pursuant to a resolution of the VILLAGE Board of Trustees on July 18, 1985. Upon the execution of this agreement the OWNER shall pay the VILLAGE the sum of TWENTY (20%) PERCENT of the aforementioned charges which ia T~P~EE ~UNDRED SIXTY T~OUSAND EIGBT RUNDRED FIFTY ($360,850.00) DOLLANS. The balance of the aforesaid charges shall be paid as followa! TWENTY-FIVE (25%) PERCENT of the per unit fee then in force and effect at the time the OWNER applies for and receive, a Building Permit for -5- dwelling units on the premises and the balance of FIFTY-FIVE (55%) PERCENT of the fee for each dwelling unit at the time a request i~ made by the the Town of Southold. the time of receipt of OWNER for a Certificate of Occupancy from The actual money paid to the VILLAGE at a Building permit end the request for a Certificate of Occupancy (TWENTY-FIVE [25%] PERCENT and FIFTY-FIVE [55%] PERCENT respectively) shall be based on the current charges of the VILLAGE at the time of the request, as said charges may be periodically amended Trustees after s public hearing pursuant the VILLAGE engineers. entitled incurred by the VILLAGE Board of to a recommendation by B. It is understood and agreed that the OWNBR shall be to a monetary credit for actual co,ts and expenses by the OWNER, including design, engineering and construction costs in the development of the well or wells and accessory capital structures, e~cluding water mains, appurtenant thereto in the water supply system. At the time of the dedication of the systems to the VILLAGE, the costa of same will be sub- mit%ed by the OWNER to the of Utilities for approval, unit basis at the time the VILLAGE's Engineer and Superintendent and the credit shall be applied on per f~4NER requests a Certificate of Occupancy. The charge.~ to be paid by the OWNER for the hookup of , water supply and connection of a sewage collection system for the ~ accegaory atructure, on the OWNER'S prmmiae, as de,cribed in Schedule A, in their present usage, such sa the recreation building, tennis building, stable, buildings, barns and the Superintendent of charges will be based courts, security guardhouse, maintenance equestrian cent.r, exllting dwellings, other appurtenances, will be established by Utilities. The determination of these on the u~e and water/sewage requirements of the structure to he serviced Superintendent of Utilities of said Appendix 1 which is attached hereto and a determination of the VILLAGE charges will set forth in and made a part hereof. C. If the VILLAGE allows any third parties to connect end uss the facilities of the lift station(a) or any force sewage main servicing the OW~;ER'a property, the VILL~E shall impose a charge upon the third parties baaed upon the percentage of load flow used by the third 9artie~ as is related to the total flow of the lift station(s) repayment shall be the third parties' station(s), and/or force main. The percentage of in the same Droportion ee the uercentsgs of flow is to the total flow of the lift end force main. Said reimbursement ~bell be paid an annual basis ~ver a period not monies shall be paid to the OWNER 30) day~ of collection from said to exceed ten by the VILLAGE third parties. (10) years. Said within thirty 6IXTH~ The VILLAGK agrees to supply fire hydrants for the ~netallations as mhown on Exhibit B. The coat of the fir. hydrants, together w~th the delivery charges shall be pa~d by th. OWNER who aqree~ to reimburse the VILLAG~ mt the VILLAGe's actual co~t, which costa shall be .u b mitred to the C~N~R for Dayment. The VILLAGE shall deliver the hydrants to the site at the time appropriate for the expeditious completion of the WORK, provided the VILLAGE is given at least 21 days notice and subject to the availability of the hydrants from the suppliers to the VILLAGE. Until such time as the rental for the fire hydrants is paid for by the East-Meet Fire Protection District, the O~4NER will pay to the VILLAGE such rental for each fire hydrant as is from time to time being paid by such District to the VILLAGE for other hydrants in the District. SEVENTH! All WORK shall be inspected by the VILLAG~ which hereby designates its Superintendent of Utilities or his designee, with full power of inepectiom hereunder. The OWNER will grant access for purposes of inspection to all parts of the premises and the WOR~. The VILLAG~ shall have an authorized inspector at the site st all proper times ~o aa not to delay the WORK. No backfilling shall be dome until the pipe and the WORK in the trenches have been approved and tasted or prior permission has been obtained from the Inspector. ~ The OWNER agrees to pay the VILLAGE's coats for all inspection fees charged by the VILLAGE, which costa shall be baaed on mn hourly charge to be submitted to the OWNER periodically in advance of the inspec- tions. EIG~T~ A one inch service line shall be installed to each dwelling unit amd appurtenant structures under the direction end supervi.iom of the VILLAGE, with s curb stop to be located at a place approved by the VILLAGE. NINT~z The VILLAGE will supply without sufficient water to make all tests that are VILLAGE, or sny other governmental agenoy, for and approval of the water supply system and the system. charge to the OT~ER required by the the installation, sanitary sewage TENTH~ The OWNER agrees, upon written approval of the completed WORK by the VILLAGE and compliance with all other pro- visions of this agreement, the OWNER will formally dedicate to the VILLAGE, and the VILLAGE will accept, the entire water supply/distribution ,yetem, and the ~ntire sanitary sewage collection system. The OWNER shall e~ecute such inmtruments transferring to the VILLAGE all of its right, title and interest to the water supply distribution and sanitary sewage collection systems, including but not limited to the water wells, mains, lift station(s), appurtenances, free and clear of all encumbran- ces and liens. At the same.time, the OWNER will grant and convey to the VILLAGE easements and rights-of-way for ~be purpose of laying, relaying, repairing, operating, maintaining water supply well or wells, water mains, distribution system lines, sanitary sewage collection facilities and apDurtenancem, including domestio services and fire hydrants, and any other rights-of-way and easements, the VILLAGE needs or req~lre~ for hookup 6f the systems to its other water mains and sewage mains. The aforesaid right.-of-way and easements shall extend five feet on either ~lde Of the water and sewer mainm to be installed pursuant to this -9- agreement, whether or not such distance shall be within the road- way. However, with regards to the water supply site(s), the ease- ments shall be for s two hundred (200) foot radius from the sit. of well point(s). The maine, appurtenances, easements and rights- of-way shall be granted to the VILLAGB, its successors and assigns, in perQetutty. The easements granted herein are not exclusive; however, no other poles or cables are to be set within seven feet of either side of any water or sewer msia. If utility, sewer or other services necessarily cross the water mains, the OWNER will advise the VILLAGE in writing of the exact location of such inter.action, and upon Installation shall supply maps to the VILLAGE showing the exact locations. Said intgrsec- tions shall not be permitted without tbs prior written consent of the VILLAGE, which consent shall not be unreasonably withheld. ELEVENT~ The WORK covered by this menced within one year from thm date of contemplated 350 units will constructed agreement mhall be cpm- this agreement end it is on tbs following schedule I00 unite with[n three years of date of this agreement, 125 addi- tional units within six years of the date of this agreement, 125 units within nine years of the date of this agreement. The development of the recreational building, existing dwellings, buildings, and accessory structures, will be aa reguired by the If the NORK contemplated in this agreement for installs- the water supply end .swage collection systems shall be sta~ss, it is mutually agreed and understood that ali tion of done in -10- specifications and references to materials used for the construc- tion of said systems and the WORK to be completed thereon Will be changed to conform to the then currant standards set by th. VILLAGe. The VILLAGE will notify the OWNER of any changes from the plans and specifications which have b.en previously approved by the VILLAGE. Should the OWNER desire to lay the mains or sewage collection facilities in sections, ~eparste construction contracts may be let if In the opinion of the VILL~,E Engineer and Superintendent of Utilities ~uch sections will provide for the prodsr water supply and sewage collection in conformance with the Overall plan. ~4ELFT~ Upon completion, inspection and approval of the WORK, the Village shall operate the water supply system, the sanitary Sewage collection system to the development, and the individual owners of the units and buildings. The VILLAGE shall charge the rates applicable to all other such owners similarly situated pursuant to the rules and regulations of the VILLAGE in force and effect from time to time. THIRTEENTH, This agreement contains the complete understand- lng between the parties for the acquisition by the VILLAGE of the water supply and sanitary sewage collection systems and fire hydrants hereinbefore described. The OWWER agree~ it will not make any claims ,gainer the VILLAGE on account of the installa- tion of the water supply, wells, sanitary sewage system, other than as Orovlded for tn this agreement. FOURTEENTR~ This agreement shall lnure to the benefit and -ti- ceaeore and aaalyne of the Park/es. IS ~/T~sS W~R~0~, the Parties have in four counterparts, all of Which "hall day and Year f/ret above written. heirs, legal representatives, eUc- executed this agreement constitute original , th, VILLAGE OF GREENPORT ,TE OF NE~ YORKt COUNTy OF SUFFOLK, GREENPORT D/~V/~LOPMENT CORp. ~Y ~ ol ' ~ ' On the GEORGE H.~ .... day of March, 19 COrporation; that the seal so e-w the Seal of said ~-cees of ~atd co.-~c w~s so affixed by order of the board of by like order. ' ~poratlon, and that he ~lgned hie name thereto STATE OF ,~q--~ On the V day of March, 20LDIR WOLOWIT~, to me known, ,did depose and ea¥ that westbur¥, New York; that abe NANCy ~. COOk' Not~ry PUblic, State of Suff~ik County No N. %'. Term · 4735161 Explm. s March 30, 1977 1986, before me Per~Onally came who, being by me duly SWorn, reside, at 6 Park Drive Es.t, Old l~ the Secretary of GREENPO~T -12- NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253~01 PECONIC LANDING EXHIB, ITC FF, ELIMINAF, Y 5FACE ?F. OGF-,AM T~l~O~ (~16) 727-2209 ru~b (~16) 727-01,44 UOWARD W. YOUNO, L,md THOI~A.~ e. WOLI~RT, P[Q~OMI K~NIIETU [. ASRUZZO, LaM JOUI. I g(~UUURR, Leml ATTN: Mr. John W. Naylor, Jr., P.E. Naylor Engineering 3 Long Pond Road Ridge, New York 11961-1828 March 23, 1998 RE: PECONIC LANDING AT SOUTHOLD at Greenport, T/O Southold, New York (97-0290) Dear Mr. Naylor: Enclosed is a copy of the Preliminary Space Program prepared by the architect for the above referenced project. This information is provided for your use in verifying the preliminary sanitary design flow calculations prepared by us. If you have any questions regarding this matter, please contact us. Very truly yours, TCW/nac Encl. Thomas C. Wolpert, P.E. PECONIC LANDING Preliminary Space Program for 250 Independent Living Units SUMMARY Total NSF A. RESIDENTIAL A.1 Apartments 156,300 Total Net SF 156,300 Grossing Factor x 1.20 Total Gross SF 187,560 A.2 Cottages 204,450 Total Net SF 204,450 Grossing Factor x 1 Total Gross SF 204,450 TOTAL GROSS SF - RESIDENTIAL 392,010 B. COMMUNITY CENTER B.1 Entrance Facilities 1,400 B.2 Administration 2,360 B.3 Public/Commons Facilities 13,600 B.4 Recreational Facilities 11,200 B.5 Receiving/Dietary/Housekeeping 8,350 B.6 Maintenance/Engineering 2,280 Total Net SF 39,190 Grossing Factor x 1.35 TOTAL GROSS SF - COMMUNITY CENTER 52,907 C. HEALTH CENTER C.3 Shared Facilities - Health Center Total Net SF Grossing Factor X 5,030 5,670 36,020 1.50 Revised March 5, 1997 Revised Mamh 6, 1997 Revised Mamh 20, 1997 Revised March 24, 1997 Revised June 18, 1997 Total GSF Development Plan 406,600 60,000 C.4 Resident Care Center C.5 Wellness/Fitness Center C.6 Child Day Care Center Total Net SF Grossing Factor Total Gross SF :: TOTAL GROSS SF~ HEALTH CENTER D. BRECKNOCK HALL D.1 Cultural/Ar~s Center TOTAL GROSS SF - BRECKNOCK HALL 2,155 3,680 1,480 7,315 1.20 8,778 62,808 14,000 14,000 42,500 0 PECMHSUM.XLS pECMHSUM Page 1 6/18/97 1:41 PM PECONIC LANDING Prelimina~J Space Program for 250 Independent Uving Units Facility/Space A. RESIDENTIAL A.1. Apartments 2. 3. 4. 5. One Bedroom, One Bath One Bedroom and Den Two Bedmom, Two Bath Two Bedroom and Den, Two Bath Three Bedroom, Two Bath Subtotal (Net Square Feet) A.2. Cottages One Bedroom Two Bedroom, Two Bath Small Two Bedroom and Den, Two Bath Large Two Bedroom and Den Subtotal (Net Square Feet) Total Units B. COMMUNITY CENTER B.1 Entrance Facilities 1. Lobby/Lounge 2. R~ceptio~/Switshboard/Concierge 3. Public Restrooms 4. Resident Mail Area Mall Room (U.S. Postal Service) Subtotal (Net Square Feet) B.2 Administration 1. Administrator Office 2. Marketing Director Office 3. Secretary/Reception Area 4. Secretary Areas 5. Comptroller Office 6. Accounting Staff Pemonnel Manager Office 8. Personnel Staff 9. Medicare Manager Office 10. Auxiliary Office 11. Conference/Boardroom 12. Co.operative Office 13. Toilet Room 14. Staff/Marketing Conference Room 15. Work/Copy Room 16. ComputsdFile Server/Storage Subtotal (Net Square Feet) B.3 Public/Commons Facilities 1. Gathering Room 2. Chair/Equipment Storage 3. Formal Dining Room (1) 4. Informal Dining Room (1) 5. Pdvate Dining Room (1) 6. Extedor Dining Patio 7. Living Room/Lounge Subtotal (Net Square Feet) 7B. Library 8. Coat Area 9. Public Toilet Rooms Sq Ft/ Unit 250 Units NSF 20 800 16,000 2O 900 18,000 35 1,150 40,250 40 1,350 54,000 17 1,650 28,050 132 156,300 0 900 0 15 1,300 19,500 53 1,650 87,450 50 1,950 97,500 118 204,450 250 1 1 0 1 1 2 3 2 1 1 2 4 1 360,750 8OO 150 3OO 3OO 150 180 150 100 8O 100 80 120 8O 8O 120 30O 100 5O 250 150 100 3,000 3OO 6OO 6OO 6OO 6OO 1,250 1,600 2OO 30O Revised Febmary 13,1997 Revised Feb~a~ 25,1997 Revised Mamh 20,1997 Revised June 18,1997 Remar~ Adjacentto B.3 800 150 0 See B.3.9 300 With community builedn board, could be incorporated into Lobby/Lounge area 150 180 150 100 160 Workstations 100 240 Workstations 120 160 Workstations 80 Workstation 120 300 100 For Resident's Association 50 250 15 people at 15 sf/person 150 100 2,360 3,000 300 people at 10 sf/person 300 For gathering mom 1,200 30 people at 20 sf/person 2,400 30 people at 20 sf/person 600 30 people at 20 sf/person (potentia~ to divide into two spaces) 600 30 people at 20 sf/person 1,250 Could be 2-3 intemonnected moms 9,350 1,600 2OO 6OO Locate adjacent to Living Room/Lounge PECMHPG.XLS PECMHPG Page 1 6/18/97 1:42 PM PECONIC LANDING Preliminary Space Program for 250 independent Living Units Revised February 13, 1997 Revised February 25, 1997 Revised March 2011997 Revised June 18, 1997 250 Sq Ft./ Units FacilitT/$rneCe QT' Unit NSF Remarks 10. Bank/Bmkerage I 100 100 11. Beably/Barber Salon 1 350 350 12. Convenience Market/Gift Shop 1 600 600 Pharmacy - see C.4.11 13. Storage 1 100 100 For Market/Gift supplies 14. Cart Parking 1 200 200 15. Chapel/Meditation 1 500 500 Subtotal (Net Square Feet) 4,250 TOTAL B. 3 (Net Square Feet) B.4 Recreational Facilities 1. Swimming Pool 1 6,000 2. Lacker/Toilet Rooms 2 300 3. Exercise Room 1 900 4. Physical Therapy I 600 5. Craft Rooms 2 900 6. Shop (Wood/Metal) 1 900 7. Tennis Courts 2 8. Billiard Room 1 400 Subtotal (Net Square Feet) (1) Vedfy seating capacity: items B.3.2 through B.3.6 include seating for 240. B.5 Recalv[ng/Dietary/H ousekeeping 1. Food Preparetioo/Storage 1 4,000 13,600 2. Receiving Area I 500 500 3. Breakdown/Staging Room 1 400 400 4. Central Supply Room 1 400 400 5. Waste Management I 100 100 6. Clean Linen Holding 1 150 150 7. Soiled Linen Holding I 150 150 8. Laundry 1 900 900 9. Housekeeping Storage 1 400 400 10. Janitor Closet 0 0 0 11. Employee Locker/Toilet Rooms 2 300 600 12. Employee Lounge 1 300 300 13. Employee Education Room 1 300 300 14. Record Storage 1 150 150 Subtotal (Net Square Feet) 8,350 Adjacent to Resident Care (C.4) and Wellness Centers (C.5) 6,000 600 900 600 1,800 Single space st~bdivisible into 2 spaces 900 Locate adjacent to Maintenance/ Engineering areas Extedor 400 11,200 4,000 Includes 'scramble' servery. Locate immed adjacent to Dining Areas B.3.3, 4, 5 and accessible to C,3.3. Shares receiving area (B.5.2),Potential reduction based on dining mix(formal/informal)and number of seatings. Anteroom to extedor dumpster/compactor Included in Housekeeping Storage provide kitchenette area & vending machines Fire-resistant construction B.6 Maintenance/Engineering 1. Facility Manager Office 1 120 120 2. Maintenance Director Office 1 80 80 3. Housekeeping Director Office 1 80 80 4. Conference/Plan Room 1 250 250 5. Secretadal/Receptioo Area 1 150 150 6. Carpentry Shop 1 400 400 7. Electrical Shop 1 400 400 8. Paint Shop 1 400 400 9. Supply/Parts Storage 1 400 400 Subtotal (Net Square Feet) 2,280 Workstation Workstation 15 people at 15 sf/person Workstation and seating area for 4or 5people include paint booth C. HEALTH CENTER C.1 Skilled Care Center I ~ Private Resident Rooms 32 beds; 2 units of 16 rooms; 4 clusters of 8 rooms PECMHPG.XLS PECMHPG Page 2 6/18/97 1:42 PM PECONIC LANDING Preliminary Space Program for 250 Independent Living Units Revised February 13, 1997 Revised February 25, 1997 Revised March 20, 1997 Revised June 18, 1997 Facilit,//Space Q~' 2. ~.: sero pr vate ReS dent R0~m ~ 16 3. Isolation Patient Room 1 4. Team/Charting Room 1 5. CNA Substations 4 6. Staff Toilet Rooms 2 7. Staff Lounge 1 8. Conference/Consult Room 1 9. Clean Workrooms 4 10. Soiled Workrooms 4 11. Medications 1 12. Equipment Storage Room 1 13. Nourishment Station 0 14. Resident Bathing/Spa Rooms 2 15. Activity Room 1 16. Activity Director Office 1 17. Resident Toilet Rooms 2 18. Equipment Alcoves 4 19. Solariurn/Lounge 2 20. Nursing Director Office 1 21. Health Care Secretary 1 22. Janitor Closets 2 23. Resident Laundry Room 2 24. Lobby 1 ~ ~ Subtotal (Net square Feet)i C.2 Assisted Living Center 25O Sq Ft/ Units Unit NSF 2. Aide Workrooms 3. Clean Linen 4. Soiled LinerVWorkrooms 5. Resident Laundry Room 6. Tub/Bath and Toilet/Spa 7. Parlors 8. Janitor/Housekeeping Rooms 9. Elevators/Lobbies 500 · 300 250 50 50 20O 120 50 100 120 100 0 3O0 500 8,000 300 Full Bath&CNA Sink 250 200 100 20O 120 200 400 120 100 0 600 500 100 100 5O 100 50 200 150 300 120 120 100 100 60 120 120 240 200 200 !!!~ i 14,320 Incorporate into pantry; see C.3.4 16-17 people at 30 sf/person; noisy room Use Dining Area (C.3.3) for quieter activities Quiet room 24 Apartments - 2 Story BIdg· 800 :.;:6;400 One bedrrn, apartment, bathrm, w/oversized 500~: ; 8,000 shower, kitchenette, living area, bedrm, w/ 120 50 60 200 0 150 60 200 walk-in closet 240 100 120 200 0 Ati bathing in rooms 450 Quiet room/Living Room 120 400 C.3 Shared Facilities - Health Center 1. Lobby/Reception Area 2. Resident Storage 3. Dining Rooms 5. 6. 7. Pantry/Food Prep/Nourishment Public Toilet Rooms Wheelchair/Cart Parking Resident Mail Center Subtotal (Net Square Feet) C.4 Resident Care Center 1. Lobby/Waiting Area 2. Secretary/Reception Area 3. Visitor Toilet Rooms 4. Work/Records Storage 5. Consultation Room 6. Patient Toilet Room 7. Staff Toilet Room 7. Health Service Admin. Office 8. Nurse Practitioner Office 9. Social Workers Offices 70 4 2 2 1 2O0 30 500 500 50 120 150 150 100 50 150 150 50 50 120 100 100 200 2,100 Possible remote location 2,000 70 beds at 28 sf/bed; design as a series of connected, smaller "rooms" or areas 1,000 Serviced by Central Kitchen (B.5.1) 100 120 150 5,670 150 10 people at 15 sf/person 100 100 150 150 50 50 120 100 200 PECMHPG.XLS PECMHPG Page 3 6/18/97 1:42 PM PECONIC LANDING Preliminary Space Program for 250 Independent Living Units Facility/Space 10. Offices/Exam Rooms 11. Dental Treatment/Exam Room 11. Pharmacy/Medications 12. Equipment Storage 13. Weights/Measurements Alcove 14. Janitor/Housekeeping Room 15. Mini Lab 16. C[ean Utility Room 17. Soiled Utility Room 18. Draw Station 19. View Box Alcove Subtotal (Net Square Feet) C.5 Wellness/Fitness Center 1. PT/OT Offices 2. Hydrotherapy 3. PT Exercise Treatment 4. OT Activity Room 5. PT/OT Storage 6. OT Patient Toilet/Bath Room 8. Exercise Room Subtotal (Net Square Feet) C.6 Child Day Care Center 1. Infant Room 2. Toddler Room 3. Toilet Rooms 4. Office 5. Kitchen 6. Lobby Subtotal (Net Square Feet) D.1 Brecknock Hall 1. Cultural/Arts Center Sq Ft/ Qty. Unit 4 1 1 1 1 1 0 0 0 0 0 2 1 1 1 1 1 4 1 1 250 Units NSF Revised February 13, 1997 Revised February 25, 1997 Revised March 20, 1997 Revised June 18, 1997 120 120 200 100 25 60 200 100 100 80 80 480 To be shared by physicians; includes exam table and desktop area with stor cabinets 120 200 Verify storage needs 100 25 60 Share with C.5 0 Future 0 Future 0 Future 0 Future 0 Future 2,155 100 1,000 1,000 4O0 100 80 900 400 500 60 120 100 120 14,000 200 1,000 1,000 400 With ki~hen 100 80 900 3,680 Forchitdran ofemployees 400 500 240 120 100 120 1,480 14,000 To be Vedtied PECMHPG.XLS PECMHPG Page 4 6/18/97 1:42 PM NAYI_OR ENGINEERING SEWER DISTRICT CONNECTION JOB NO~ 253~01 PECONIC LANDING EXHII~IT O COST ESTIMATE5 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 263-01 PECONIC LANDING LAKE PANAMOKA 06-05-98 253-01 NA ESTIMATE WORKSHEET AI.TERNATIVES ANALYSIS WASTE'WATER PHMPING AND CONVEYANCE FACILITIES PECONIC LANDING, SOUTHOLD, LONG ISI),NI) n-r~ Al - North Side of Route 25 x3^T%6-01 - 98 09-01-98 JO~P4 w. NAYLOR, JR., P.E. SttEET NO. 1 OF 4 QUANTITY NLhTERIAL LABOR DESCRIPTION OF WORK NO. LINIT PER PER SUBTOTA1.S LINITS MEAS. I~'IT SUBTOTAI.S LINIT SUBTOTAI,S Jacking 80 I.F. 53.00 4,240.00 245.79 19,663.20 23,903.2C Jacking and Receixdng Pits 1 Job 3,000.00 3,000.00 22,ooo.o0 22,000.00 25,000.0C 4' Dia. PVC Main 2,103 L.F. 3.38 7,108.14 3.74 7,865.22 14,973.3f 4" Dia. Fittings 17 30.42 517.14 7.48 127.16 644.3C Clean Outs 6 EA. 400.00 2,400.00 300.00 1,800.0C 4,200.0(2 Excavation (Ha~d) 0 Cu. Yd. 0.00 0.00 41.00 0.0C 0.0C Excavation (Machine) 2,797 Cu.Yd. 0.00 0.00 4.47 12.502.55 12,502.5~c Bacldill (Hrmd) 699 Cu. Yd. 0.00 0.00 l~.64 10,932.36 10.932.36 aliickfill ( NLachine) 2,098 Cu. Yd. 0.00 0.00 1.79 3,735.42 3,733.42 ~l~.pacUon 2,797 Cu. Yd. O.00 0.00 3.42 9,565.74 9,565.74 Pavement / Sidewalk / Driveway Restoration O S.F. 1.78 0.00 1.51 O.OC O.OC Air Release Chamber 1 EA. 2,000.o0 2,0OO.00 2,000.00 2,0OO.0C 4,000.0C S[IBTOTAL 109,476.9~ SUBCONTRACTOR O & P (10 % + 10 % 22,990.16[ I SHBTOTAI 132~467.13 GENERAL CONTRACTOR O & P (10 % ~ 13,246.71 TOTAl 145~713.85 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253~01 PECONIC LANOING LAKE PANAMOKA 06-0%98 253-01 NA ESTIMATE WORKSHEET ,5~,TERNAT1VES ANALYSIS WASTEWATF~R PUMPING AND CONVEYANCE FACII.ITIES PECONIC ld~NI)ING, SOUTHOLD, I.ONG ISI~-NI) A2 - South Side of Route 25 a^T;)6 01 98 09-01 08 JO~rN W. NAYI.OR, JR., P.E. SIIEET NO. 2 OF 4 QI1ANTITY a,L~TERIAL LABOR DESCRIPTION OF W©RK N©. UNIT PER PER SUBTOTALS UNITS MEAS. UNIT SUBT©TALS UNIT SUBTOTALS Jacking 80 I..F. 53.00 4,240.00 245.79 19,663.20 23,903.2C Jacking and Recei~5 ng Pits 1 Job 3,000.00 3,000.00 22.ooo.oo 22,000.0(] 25,000.0£ 4 Dia. P'vC ,'ltdn 2,085 L.F. 3.38 7,047.30 3.74 7,797.9~ 14,845.2£ 4" Dia. Fittings 18 EA. 30.42 547.56 7.48 134.64 682 Clean Outs 6 EA. 400.00 2,400.00 300.00 1,800.0( 4,200.0£ Excavation (Hand) 924 Cu.Yd. 0.00 0.00 41.00 37,884.0C 37,884.0( Excavation (Mad~ine) 1,849 Cu.Yd. 0.00 0.00 4.47 8,265.03 8,265.0~ Backfill (Hm~d) 693 Cu. Yd. 0.00 0.00 15.64 10,838.5,2 10,838.52 i~ -kfill (Machine) 2,079 Cu. Yd. 0.OK) 0.00 1.79 3,721.41 3,721.411 ~,~pacxion 2,773 Cu.Yd. 0.00 0.00 3.42 9,483.66 9,483.66 Pavement / Sidewalk / Driveway Restoration 3,600 S.F. 1.78 6,408.00 1.51 5,436.0( l 1,844.00 Air Release Ch~unber I EA. 2,000.00 2,000.00 2,oo0.oo [ 2,000.0( 4,000.00 SUBTOTAl 154~667.22 SUBCONTRACTOR O & P (10 % + 10 %)i 32,480.12 I SUBTOTAL 187,147.34 GENERAL CONTRACT©R © & P (10 % ) 18,714.73 TOTAl. 205,862.07 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-0t PECONIC LANDING LAKE PANAMOKA 06-05 98 253 01 NA ESTIMATE WORKSHEET ALTERNATIVES ANALYSIS WASTEWATER PUMPING AND CONVEYANCE FACILITIES PECONIC LAN1)ING~ SOUTHOLI)~ I.ONG ISLAND B1 - GRAVITY SE~R 09 01-98 JOHN W. NAYI OR, JR., P.E. 1-98 SIIEET NO. ~ OF 4 QUANTITY MATERIAL LABOR DESCRIPTION OF WORK NO. ~'IT PER PER SUBTOTAl UNITS MEAS. ~IT SUBT()TALS UNIT SUBTOTAI~ 8" Dia. PVC Gra~ty Sewer 1,296 L.F. 28.~ 36,339.84 6.74 8,735.04 45,074.88 5 D~a. ~ ~m holes 6 EA. 1,393.~ 8,358.00 928.~ 5,568.0~ I 3,926.0( Pavement Sawcmtling 2,592 L.F. 0.45 1,166.40 3.26 8,449.92 9,616.32 Excava~on (MacNne) 1,552 Cu.Yd. 0.~ 0.00 4.47 6,937.~ 6,937.~~ Excava~on (H~d) 172 Cu. Yd. 0.~ 0.~ 41.00 7,052.~ 7,052.~ ~c~ (H~d) 431 Cu. Yd. 0.~ 0.~ 15.64 6,740.84 6,740.84 BacHill (MacNne) 1,293 Cu.Yd. 0.00 0.~ 1.79 2,314.45 2,314.47] Compamion 1,724 Cu. Yd. 0.~ 0.~) 3.42 5,896.08 5,896.08[ ~vcment Resloration 8(~ Sq. Yd. 11.99 10,359.36 28.95 25.012.8( 35,372.16 ~¢ D~ & Conne~l Io E~s~ng MH 1 EA. 150.~ 150.~) 550.~ 550.0( 700.~)i ItC Stubs 32 EA. 3(~.22 9,735.~ 106.66 [ 3,413.12 13,148.16i 4' Dia. House Conne~on 480 L.F. 11.81 5,668.80 3.94 1,891.2( 7,560.~ Excavation 638 Cu. Yd. 0.00 0.~ 4.47 2,851.8~ 2,851.86 Bac~fll (H~d) 1~) Cu. Yd. 0.00 0.~ 15.(~ 2,502.~ 2,502.40 ~c~ll (MacNne) 479 Cu. Yd. 0.~ 0.~ 1.79 857.41 857.41 Companion 638 Cu. Yd. 0.~ 0.~ 3.42 2,181.96 2,181.96 Pavement Resto~on 320 Sq. Yd. ll.99 3,836.8 28.95 9,2~ 13,1~.80 Pavement Remov~ 8~ Sq. Yd. 0.~ 0.~ 6.11 5,279.~ 5279.~ Refuse Remov~ 360 Sq. Yd. 0.~ 0.~ 8.27 2,977.20 2,977.20 SUBTOTAL $ I M,089.02 SUBCONTRACTOR O & P (10 % + 10 %) $ 38,658.69 SUBTOTAL $ 212,747.71 GENERAL CONTRACTOR O & P (10 % ) $ 22,274.77 TOTAl $ 245,012.49 NAYLOR ENGINEERING JOB NO~ 253~ 01 SEWER DISTRICT CONNECTION PECONIC LANOING LAKE PANAMOKA 06 05 98 253-01 NA ESTIMATE WORKSHEET ,~L'rEBXAm'}~S ANAI.YSIS ¥~'ASTEWATER PUMPING AND CONVEYANCE FACILITIES PECONIC LANDING, SOUTHOLI), LONG ISlaND ~rm B2 - FORCE MAIN llArr06-01-98 09-01-98 JOIINW. NAY1.OR JR. P.E. SIIEETNO. 4 OF 4 QUANTITY MATERIAL LABOR DESCRIPTION OF WORK NO. UNIT PER PER SLIBTOTAI,S UNITS MEAS. UNIT SUBTOTALS UNIT SUBTOTALS 4 Dta. P'~,(. Force :.lain 1,296 I.F. 3.38 4,380.48 3.74 4,847.04 9,227.52 5' Dia. Cleanouts 6 EA. 400.130 2,400.00 300.00 1,800.0t2 4,20( Pax, ement Sawculting 2,592 I..F. 0.45 1,166.40 3.26 8,449.92 9,616.321 Excavation (Machine) 172 Cu.Yd. 0.00 0.00 41.00 7,052.0C 7,052.00 Excavation (Machine) 1,552 Cu.'x'd. 0.00 0.00 4.47 6,937.44 6,937.44[ Bacldill (t land) 431 Cu. Yd. 0.00 0.00 15.64 6,740.84 6,740.84 Backdill (Machine) 1,293 Cu. Yd. 0.00 0.00 1.79 2.314.4'~ 2,314.47 Compaction 1,724 Cu. Yd. 0.00 0.00 3.42 5,896.08 5,896.08 ~l~.ement Restorarkm 8(5[ Sq. Yd. 11.99 10,359.36 28.95 25,012.8C 35,372.16 ~re D~51I & Connec~t to Existing MI I 1 EA. 150.00 150.00 550.00 550.0C 700.00 Pavement Removal 864 Sq. Yd. 0.00 0.00 6. I 1 5,279.04 5,279.04 Refuse Removal 360 Sq. Yd. 0.00 0.00 8.27 2,977.20 2,977.20 SUBTOTAL $ 96,313.07 SUBCONTRACTOR () & P 110% + 10%) $ 20.225.74 SUBTOTAL $116,538.81 GENERAL CONTRACTOR O & P (10 % ) $ 11,653.88 I I TOTAL $128,192.70 NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING EXHIBIT E SITE PLAN NAYLOR ENGINEERING SEWER DISTRICT CONNEC'ilON JOB NO. 253-0t PECONIC LANDING EXHIBIT F CaTaLOG CUTS FOR PUMPING EQUIPMENT BARNES® 4SCC SUBMERSIBLE CUTTER PUMPS SECTION 'lJ PAGE 1 DATE 2197 REPLACES 6~96 Series: 4SCC 4.2HP 1'150 RPM Series: 4SCC 4.SHP '1750 RPM Description: SUBMERSIBLE CUTTER PUMPS DESIGNED FOR HEAVILY SOLIDS LADEN WASTEWATER APPLICATIONS. Sample Specifications: Section 1 Page 13. :ifications: DISCHARGE: LIQUID TEMPERATURE: VOLUTE: MOTOR HOUSING: SEAL PLATE: IMPELLER: Design: Matedah CUTTER CONE: CUTTER BLADE: SHAFT: SQUARE RINGS: HARDWARE: LIFTING DEVICE: PAINT: SEAL: Design: Materiah Inboard: Ou~oa~: CABLE ENTRY: SPEED: UPPER BEARING: Design: Lubrication: Load: LOWER BEARING: Design: Lubrication: Load: MOTOR: Design: Insulation: THREE PHASE: MOISTURE SENSOR: TEMPERATURE SENSOR: OPTIONAL EQUIPMENT: 4" (102mm) 1251b Flange, Horizontal. 104°F (40°C) Continuous. Cast Iron ASTM A-48, Class 40B. Cast Iron ASTM A-48, Class 25. Cast Iron ASTM A-48, Class 25. 2 Port, Enclosed, Dynamically Balanced, ISO G6.3. Austenitic Cast Iron ASTM A436-80-55-06. Integral with Impeller, Hardened Steel 52/53 Rockwell "C". Hardened Steel, 45/47 Rockwell "C". 416 Stainless Steel Buna-N 300 Series Stainless Steel Yoke Air Dry Enamel. Tandem Mechanical, Oil Filled Reservoir. Rotating Face - Carbon Stationary Face - Stainless Steel Elastomer- Buna-N Hardware - 300 Series Stainless Rotating Face -Tungsten Carbide Stationary Face - Tungsten Carbide Elastomer- Buna-N Hardware - 300 Series Stainless 30 ft. (9M) Cord, Pressure Grommet For Sealing And Strain Relief. 1150 and 1750 RPM (Nominal). Single Row, Ball Grease Radial Double Row, Ball Grease Radial & Thrust NEMA B-Three Phase, Torque Curve. Air-Filled, Squirrel Cage Induction. Class F Dual Voltage 230/460, Includes Overload Protection in Motor. N/O, Requires Relay in Control Panel. N/C, Requires Relay in Control Panel. Seal Material, Impeller Trims, Additional Cable. J CRANE I PUMPS & SYSTEMS Barnes Pumps, Inc Distributor Sales & Service Dept. 420 Third Streel/P.O. Box 603 Piqua, Ohio 45356-0603 Ph: (937) 773-2442 Fax: (937) 773-2238 Barnes Pumps, Inc. Bid-To-Spec & Project Sales 1485 Lexington Ave. Mansfield, Ohio 44907-2674 Ph: (419) 774-1511 Fax: (419) 774-1530 I Barnes Canada, Inc. Pumps 83 West Drive I Bramalea, Ontario Canada L6T 2J6 Ph: (905) 457-5223 Fax: (905) 457-2650 SECTION 1J PAGE 2 DATE 2/97 REPLACES 1196 14.22 4.96 (36~) -1 -~ J II 12.00 23.73 .69 118) DIA. 8HOLES SPACED ON 7.50 1191) ' 1603) 9.00 (229) r~ 2~'~o' 4.i4 2.42 ~ 11~5) 3 (62) f (le9) Iinches (mm) MODEL PART HP VOLT PH RPM NEMA FULL LOCKED CORD CORD CORD NO. NO. (NOM) START LOAD ROTOR SIZE TYPE O.D. CODE AMPS AMPS 46CC4236A 094843 4.2 230 3 1150 G 12.8 63.0 14/4 SO 0.570 46CC4246A 094844 4.2 460 3 1150 G 6.4 31.5 14/4 SO 0.570 4SCC4834A 094850 4.8 230 3 1750 H 14.4 80.0 14/4 SO 0.570 46CC4844A 094851 4.8 460 3 1750 H 7.2 40.0 14/4 SO 0,570 Control Cable Size for all models is 14/3, SO, 0.53 O.D. NOTE: The use of a 4" Break Away Fitting (BAF-4) is required with these pumps. NOTE: A relay is required for use w~th Moisture Sensor. Recommended relay is Barnes Part number 064675. IMPORTANT ! 1 .) PUMP MAY BE OPERATED "DRY" FOR EXTENDED PERIODS WITHOUT DAMAGE TO MOTOR AND/OR SEALS. 2.) THIS PUMP IS APPROPRIATE FOR THOSE APPLICATIONS SPECIFIED AS CLASS I DIVISION II HAZARDOUS LOCATIONS. 3.) THIS PUMP IS NOT APPROPRIATE FOR THOSE APPLICATIONS SPECIFIED AS CLASS I DIVISION I HAZARDOUS LOCATIONS. 4.) INSTALLATIONS SUCH AS DECORATIVE FOUNTAINS OR WATER FEATURES PROVIDED FOR VISUAL ENJOYMENT MUST BE INSTALLED IN ACCORDANCE WITH THE NATIONAL ELECTRIC CODE ANSI/NFPA 70 AND/OR THE AUTHORITY RAVING JURISDICTION. THIS PUMP IS NOT INTENDED FOR USE IN SW1MMING POOLS, RECREATIONAL WATER PARKS, OR INSTALLATIONS IN WHICH HUMAN CONTACT WITH PUMPED MEDIA IS A COMMON OCCURRENCE. CRANE PUMPS & SYSTEMS Bames Pumps, Inc Distributor Sales & Service Dept. 420 Third Street/P.O. Box 603 Piqua, Ohio 45356-0603 Ph: (937) 773-2442 Fax: (937) 773-2238 Barnes Pumps, Inc. Bid-To-Spec & Project Sales 1485 Lexington ,ave. Mansfield, Ohio 44907-2674 Ph: 1419) 774-1511 Fax: 1419) 774-1530 Barnes Pumps Canada, Inc. 83 West Drive Bramalea, Ontario Canada L6T 2J6 Ph: 1905) 457-6223 Fax: (905) 457-2650 SECTION IJ PAGE 4 DATE 2~97 REPLACES t/96 TOTA HEAD PERFORMANCE CURVE Series: 4SCC, 4.8HP, 1750 RPM 18 16 14 12 l0 8 4 2 U.S. GALLONS 300 379 450 PER MINUTE LITERS I I PER SECOND 5 '10 15 20 25 Testing is performed with water, specific gravity of 1.0 @ 68° F, other fluids may vary performanco. CRANE I PUMPS & SYSTEMS Barnes Pumps,/nc Distributor Sales & Service Dept. 420 Third Street/P.O. Box 603 Piqua, Ohio 45356-0603 Ph: (937) 773-2442 Fax: (937) 773-2238 Barnes Pumps, Inc. Bid-To-Spec & Project Sales 1485 Lexington Ave. Mansfield, Ohio 44907-2674 Ph: (419) 774-1511 Fax: (419) 774-1530 Barnes Pumps Canada, Inc. 83 West Drive Bramalea, Ontado Canada L6T 2J6 Ph: (905) 457-6223 Fax: (905) 457-2650 BARNES 4SCD SUBMERSIBLE CUTTER PUMPS SECTION 1J PAGE 5 DATE 2197 REPLACES 6~96 Series: 4SCD, 4.2HP 1150 RPM Series: 4SCD, 4.8HP '1750 RPM Description: SUBMERSIBLE CUTTER PUMPS DESIGNED FOR HEAVILY SOLIDS LADEN WASTEWATER APPLICATIONS. Sample Specifications: Section 1 Page 13. Specifications: DISCHARGE: LIQUID TEMPERATURE: VOLUTE: MOTOR HOUSING: SEAL PLATE: MPELLER: Design: Material: CUTTER CONE: CUTTER BLADE: SHAFT: SQUARE RINGS: HARDWARE: LIFTING DEVICE: PAINT: SEAL: Design: Materiah Inboard: Outboard: CABLE ENTRY: SPEED: UPPER BEARING: Design: Lubrication: Load: _OWER BEARING: Design: Lubrication: Load: MOTOR: Design: Insulation: i'HREE PHASE: MOISTURE SENSOR: TEMPERATURE SENSOR: OPTIONAL EQUIPMENT: 4" (102mm) 1251b Flange, Horizontal. 104°F (40°C) Continuous. Cast Iron ASTM A-48, Class 40B. Cast Iron ASTM A-48, Class 25. Cast Iron ASTM A-48, Class 25. 2 Port, Enclosed, Dynamically Balanced lSD G6.3. Austenitic Cast Iron ASTM A436-80-55-06. Integral with Impeller, Hardened Steel 52/53 Rockwell "C". Hardened Steel, 45/47 Rockwell "C". 416 Stainless Steel Buna-N 300 Series Stainless Steel Yoke Air DP/Enamel. Tandem Mechanical, Oil Filled Reservoir. Rotating Face - Carbon Stationary Face - Stainless Steel Elastomer - Buna-N Hardware - 300 Series Stainless Rotating Face - Tungsten Carbide Stationary Face - Tungsten Carbide Elastomer - Buna-N Hardware - 300 Series Stainless 30 ft. (9M) Cord, Pressure Grommet For Sealing And Strain Relief, 1150 and 1750 RPM (Nominal). Single Row, Ball Grease Radial Double Row, Ball Grease Radial & Thrust NEMA B-Three Phase, Torque Curve. Air-Filled, Squirrel Cage Induction. Class F Dual Voltage 230/460, Includes Ovedoad Protection in Motor. N/O, Requires Relay in Control Panel. N/C, Requires Relay in Control Panel. Seal Material, Impeller Trims, Additional Cable. I CRANE I PUMPS & SYSTEMS Barnes Pumps, Inc Distributor Sales & Service Dept. 420 Third Street/P.O. Box 603 Piqua, Ohio 45356-0603 Ph: (937) 773*2442 Fax: (937) 773-2238 Barnes Pumps, Inc. Bid-To-Spec & Project Sales 1485 Lexington Ave. Mansfield, Ohio 44907-2674 Ph: (419) 774-1511 Fax: (419) 774-1530 Barnes Pumps Canada, Inc. 83 West Drive Bramalea, Ontario Canada L6T 2J6 Ph: (905) 457-6223 Fax: (905) 457-2650 SECTION 1J PAGE 6 DATE 2/97 REPLACES 1196 14.22 .69 (18) DIA. 8HOLES SPACED ON 7.$0 (191) DIA. B.C. o 9'00 (229) 2.42 (62) 23.73 (603) 4.14 (105) 7.43 (189) l (nches (mm) MODEL PART HP VOLT PH RPM NEMA FULL LOCKED CORD CORD CORD NO. NO. (NOM) START LOAD ROTOR SIZE TYPE O.D. CODE AMPS AMPS 4SCD4236A 094845 4.2 230 3 1150 G 12.8 63.0 14/4 SO 0.570 4SCD4246A 094845 4.2 460 3 1150 G 6.4 31.5 14/4 SO 0.570 4SCD4834A 094852 4.8 230 3 1750 H 14.4 80.0 14/4 SO 0.570 ¢SCD4844A 094853 4.8 400 3 1750 H 7.2 40.0 14/4 SO 0.570 4SCD7134A 094854 7.1 230 3 1750 H 19.4 114.0 8/4 SO 0.780 4SCD7144A 094855 7.1 460 3 1750 H 9.7 57.0 8/4 SO 0.780 Control Cable Size for all models is 14/3, SO, 0.53 O.D. NOTE: The use of a 4" Break Away Fitting (BAF-4) is required with these pumps. NOTE: A relay is required for use with Moisture Sensor. Recommended relay is Barnes Part number 064675. IMPORTANT I 1 ) PUMP MAY BE OPERATED "DRY" FOR EXTENDED PERIODS WITHOUT DAMAGE TO MOTOR AND/OR SEALS 2.) THIS PUMP IS APPROPRIATE FOR THOSE APPLICATIONS SPECIFIED AS CLASS I D/VISION II HAZARDOUS LOCATIONS. 3.) THIS PUMP IS NOT APPROPRIATE FOR THOSE APPLICATIONS SPECIFIED AS CLASS I DIVISION I HAZARDOUS LOCATIONS. 4.) INSTALLATIONS SUCH AS DECORATIVE FOUNTAINS OR WATER FEATURES PROVIDED FOR VISUAL ENJOYMENT MUST BE INSTALLED IN ACCORDANCE WITH THE NATIONAL ELECTRIC CODE ANSI/NFPA 70 AND/OR THE AUTHORITY RAVING JURISDICTION. THIS PUMP IS NOT INTENDED FOR USE ~N SWIMMING POOLS, RECREATIONAL WATER PARKS, OR INSTALLATIONS IN WHICH HUMAN CONTACT WITH PUMPED MEDIA IS A COMMON OCCURRENCE. PUMPS & SYSTEMS Barnes Pumps, Inc Distributor Sales & Service Dept. 420 Third Street/P.O. Box 603 Piqua, Ohio 45356-0603 Ph: (937) 773-2442 Fax: (937) 773-2238 Bames Pumps, Inc. Bid-To-Spec & Projec~ Sales 1485 Lexington Ave. Mansfield, Ohio 44907-2674 Ph: (419) 774-1511 Fax: (419) 774-1530 Barnes Pumps Canada, Inc. 83 West Drive Bramalea, Ontario Canada L6T 2J6 Ph: (905) 457-6223 Fax: (905) 457-2650 SECTION AGE 8 ATE ~97 IREPLACES 1196 TOTAL HEAD MTRS FT PERFORMANCE CURVE Series: 4SCD, 4.8, 7.'IHP, 1750 RPM 2O t8 16¸ t4 12 t0 4 2 U.S. GALLONS 75 150 225 300 375 450 PER MINUTE I I I I I I LITERS 5 10 '15 20 25 PER SECOND Testing is performed with water, specific gravity of 1.0 @ 68° F, other fluids may vary performances. PUMPS & SYSTEMS Barnes Pumps, Inc Distributor Sales & Service Dept. 420 Third Street/P.O. Box 603 Piqua, Ohio 45356-0603 Ph: (937) 773-2442 Fax: (937) 773-2238 Bid-To-Spec & Project Sales 1485 Lexington Ave. Mansfield, Ohio 44907-2674 Ph: (419) 774-1511 Fax: (419) 774-1530 Barnes Pumps Canada, Inc. 83 West Drive Bramalea, Ontario Canada L6T 2J6 Ph: (905) 457-6223 Fax: (905) 457-2650 BARN ES® ^w^¥ Standard and Non-Sparking Models: BAF-4 & BAF-E4 Model: BAF-4 P/N: 087315 Model: BAF-E4 P/N: 087316 Description: THE BREAK AWAY FITTING IS DESIGNED TO ALLOW THE SUBMERSIBLE PUMP TO BE INSTALLED OR REMOVED WITHOUT REQUIRING PERSONNEL TO ENTER THE WET WELL. SECTION B PAGE 27 DATE 2~7 REPLACES 7~3 cifications: BAF-4; Standard The stationary portion of the BAF consists of a specially designed cast iron base elbow which is bolted to the floor of the wet well. The pump bolts to the cast iron moveable portion which is free to ride up and down the guide rails. An O-Ring is pressed into a dove-tailed groove on the tapered face of the moveable. The tapered faces of the moveable and base elbow allow for a positive mating of the O-Ring to base. This elastomer to cast iron contact assures a complete and positive sealwhich allows pumps to operate without hydraulic leakage, over wide range of discharge pressures. The guide rails aro attached to the base elbow at one end and to a stainless steel Guide Cap which is attached to the underside of the wet well cover at the other end. Both the Guide Cap assembly and the base elbow have cast iron plugs with O-Rings mounted in them which aid in locating the guide rails and in reducing noise and vibration of the guide roils. The guide rails serve only to guide, they carry none of the pump weight. 1-1/2" (38mm) schedule 40 pipe should be used for guide rails. An intermediate guide pipe bracket should be used for depths of 13 feet (4M) or more. BAF-E4; Non-Sparking The stationary portion of the BAF consists of a specially designed cast iron base elbow which is bolted to the floor of the wet well. The pump bolts to the bronze moveable portion which is free to ride up and down the guide rails. An O-Ring is pressed into a dove-tailed groove on the tapered face of the moveable. The tapered faces of the moveable and base elbow a ow for a positive mating of the O-Ring to base. This elastomer to cast iron contact assures a complete and positive sea which allows pumps to operate without hydraulic leakage, over wide range of discharge pressures. These mating parts also allow a Non-Sparking joint which is required in Hazardous Locations. The guide rails are attached to the base elbow at one end and to a stainless steel Guide Cap which is attached to the underside of the wet well cover at the other end. Both the Guide Cap assembly and the base elbow have cast iron plugs with O-Rings mounted in them which aid in locating the guide rails and in reducing noise and vibration of the guide rails. The guide rails serve only to guide, they carry none of the pump weight. 1-1/2" (38mm) schedule 40 pipe should be used for guide rails. An intermediate guide pipe bracket should be used for depths of 13 feet (4M) or more. See page 41 for OPTIONAL Intermediate Support. PUMPS & SYSTEMS Barnes Pumps, Inc Distributor Sales & Service Dept. 420 Third Street/P.O. Box 603 Piqua, Ohio 45356-0603 Ph: (937) 773-2442 Fax: (937) 773-2238 Barnes Pumps, Inc. Bid-To-Spec & Project Sales 1485 Lexington Ave. Mansfield, Ohio 44907-2674 Ph: (419) 774-1511 Fax: (419) 774-1530 Barnes Pumps Canada, Inc. 83 West Drive Bramalea, Ontario Canada L6T 2J6 Ph: (905) 457~223 Fax: (905) 457-2650 SECTION B PAGE 28 DATE 2~97 REPLACES 7/93 2 Holes to Accommodate ; ~:~J~ )1 3/8" (10) Anchor Bolts. 8.00 9.o9 ===~ ~1=~1 Bottom of Access Door. (67) I (45) -- 1301 Sch. 40 Pipe. 4 Slots To Accommodate 314" (19) Duplex = 17.62' (44s) to 26.12 (;s3) 9.00 Anchor Bolts. Triplex = 28.50 (724) (229) (1971 12.68 1.25 (32)~ 1.25 (32) · .- 1.44 Typ. 11.88 (302) ~ (37) (26) 22.12 (662) FOR 4SE10036EHA THRU 4SE25046EHA, 4SE25034EHA THRU 4SE100044EHA, XSE'I0036EHA THRU 4XSE25046EHA AND 4XSE25034EHA THRU 4XSE100044EHA. (99) inches (mm) 8 Slots on 7.50 (191) B.C. To Accommodate 518" (16) Bolts. 125 Lb. 4" (102) Raised Face Flange. 6.10 (100) 7.87 (2oo) 8.79 (223) CRANE PUMPS & SYSTEMS Barnes Pumps, Inc Dislributor Sales & Se~ice Dept. 420 Third Street/P.O. Box 603 Piqua, Ohio 45356-0603 Ph: (937) 773-2442 Fax: (937) 773-2238 Barnes Pumps, Inc. Bid-To-Spec & Project Sales 1485 Lexington Ave, Mansfield, Oh Jo 44907-2674 Ph: (419) 774-1511 Fax: (419) 774-1530 Barnes Pumps Canada, (nc. 83 West Drive IBramalea, Ontario Canada L6T 2J6 Ph: (905) 457-6223 Fax: (905) 457-2650 13ARNES® PUMP HOIST 1,500 lb Load Rating SECTION C PAGE 71 DATE W97- REPLACES 7~3 P/N: 079024 Specifications: CABLE: Lenght: Diameter: Matedah LOAD RATING: Light Duty Service: Position ~1: Position 2: Position 3: Heavy Duty Service: Position 1: Position 2: Position 3: MAXIMUM LIFT: Position 1: Position 2: Position 3: MAXIMUM REACH: Position 1: Position 2: Position 3: ~OTATION: ~OOM: OPTIONAL EQUIPMENT: With Snap Hook 36ft. (11M) 1/4 in. (6mm) Stainless Steel 1,500 lbs. (680kg) 1,200 lbs. (680kg) 900 lbs. (408kg) 1,000 lbs. (454kg) 800 lbs. (363kg) 600 lbs. (272kg) (Varies with size of the load) 59 in. (1499mm) 68 in. (1727mm) 76 in. (1930mm) 46 in. (1168mm) 58 in. (1473mm) 70 in. (1778) Boom rotates 240' for horizontal load movement. Angle adjusts 45°; telescopes to 3 lengths for optimum positioning over load. additional bases. In a typical application, one pedestal base is installed at each pump station, the hoist is designed to be moved from pump station to pump station, to raise and lower submersible pumps. Disc Brake Handle attached to the winch, gives control of the load for both lifting and Iowedng operations. Hand winch with Quick Disconnect cable anchor, allows operator to attach or remove cable. All components are either stainless steel, iridescent dichromate plated, or coated with a fusibond electrostatic finish. PUMPS & SYSTEMS Barnes Pumps, Inc Distributor Sales & Service Dept. 420 Third Street/P.O. Box 603 Piqua, Ohio 45356-6603 Ph: (937) 773-2442 Fax: (937) 773-2238 Barnes Pumps, Inc. Bid-To-Spec & Project Sales 1485 Lexington Ave. Mansfield, Ohio 44907-2674 Ph: (419) 774-1511 Fax: (419) 774-1530 Barnes Pumps Canada, inc. 83 West Drive Bramalea, Ontad~o Canada L6T 2J6 Ph: (905) 457-6223 Fax: (905) 457-2650 SECTION C PAGE 72 DATE 2~97 REPLACES 7~93 74.50 I I 13.5o C inches (mm) D PART A B1 B2 B3 C DI D2 D3 CRANE BASE NO. WEIGHT WEIGHT 079024 15.00 46.00 58.00 70.00 28.00 59,00 68.00 76.00 180 62 (381) (1168) (1473) (1778) (711) (1499) (1727) (1930) (82kg) (28kg) IMPORTANT I Crane is designed to lift rated capacity ONLY, if lifted weight binds or eliminated. CRANE I PUMPS & SYSTEMS Barnes Pumps, Inc Distributor Sales & Service Dept. 420 Third Street/P.O. Box 603 Piqua, Ohio 45356-0603 Ph: (937) 773-2442 Fax: (937) 773-2238 is seized, discontinue using crane .69 (18) Dia. ~ 14.50 (368) Barnes Pumps, Inc. Bid-To-Spec & Project Sales 1485 Lexington Ave. Mansfield, Ohio 44907-2674 Ph: (419) 774-1511 Fax: (419) 774-1530 until obstruction is 15.90 (404) Barnes Pumps Canada, Inc. 83 West Drive Bramalea, Ontario Canada L6T 2J6 Ph: (905) 457-6223 Fax: (905) 457-2650 BARNES® ACCESSORIES SECTION C PAGE 73 DATE 2/97 REPLACES 1196 CHAIN CABLE ROPE GUIDE RAIL PIPE :ations: Lifting Chain: 039238 056954 4/0 Galvanized Lifting Chain, 12001b. (644kg) Working Load for use with, up to 4" (102mm) Pumps. 3/8" (10mm) Galvanized Lifting Chain, 26001b (1179kg) Working Load for use with 6" (152rare) pumps. Lifting Cable: 074874 074878 074882 074886 1/8" (3mm) Stainless Steel Lifting Cable, 21001b. (953kg) Breaking Strength, for 60" (1524mm) thru 72" (1829mm) basin depths. 1/8" (3mm) Stainless Steel Lifting Cable, 21001b. (953kg) Breaking Strength, for 78" (1981mro) thru 96" (2438mm) basin depths. 1/8" (3mm) Stainless Steel Lifting Cable, 21001b. (953kg) Breaking Strength, for 102" (2591mm) thru 120" (3048mm) basin depths. 1/8" (3mm) Stainless Steel Lifting Cable, 21001b. (953kg) Breaking Strength, for 128" (3200mm) thru 144" (3658mm) basin depths. Lifting Rope: 3/8" (10mm) Tuff line polyprepylene rope, 3 strand twisted, breaking strength 2440 lbs. (1107kg) Safe working load is 1/5 breaking strength. Weight: .028 lbs per foot (.04kgs/meter}. 093973 15 ft. (4.5M) of rope with knots in 18" (457mm) increments. Guide Rail Pipe: 041839 042516 042259 042536 625-01225 042537 625-01224 042538 1" (25mm) Galvanized Schedule 40 Pipe. 1" (25mm) Stainless Steel Schedule 40 Pipe. 1-1/4" (32mm) Galvanized Schedule 40 Pipe. 1-1/4" (32mm) Stainless Steel Schedule 40 Pipe. 1-1/2" (38mm) Galvanized Schedule 40 Pipe. 1-1/2" (38mm) Stainless Steel Schedule 40 Pipe. 2" (51 mm) Galvanized Schedule 40 Pipe. 2" (51mm) Stainless Steel Schedule 40 Pipe, I CRANE I PUMPS&SYSTEMS Barnes Pumps, Inc Distributor Sales & Service Dept. 420 Third Street/P.O, Box 603 Piqua, Ohio 45356-0603 Ph: (937) 773-2442 Fax: (937) 773-2238 Barnes Pumps, Inc. Bid-To-Spec & Project Sa[es 1485 Lexington Ave. Mansfield, Ohio 44907-2674 Ph: (419) 774-1511 Fax: (419) 774-1530 Barnes Pumps Canada, Inc. 83 West Drive Bramalea, Ontario Canada L6T 2J6 Ph: (905) 457-6223 Fax: (905) 457-2650 Consolidated Electric Co. Bulletin I]100 - 9G Installation Instructions 9G Direct Acting Float Switch Installation Instructions and Accessories 141 South Lafayette Freeway St. Paul, MN 55107-1420 USA 9G Construction and Identification The 9t3 float is a mercury tilt type direct acting float switch with a 5½' Type 316 Stainless Steel ball which has continuously welded seams and is pressure tested to ensure leak-proof operation. New (as of 1989) is the Teflon coating which minimizes possible grease or de- bris build-up. With the improved Teflon coating comes a new means of identification. The Normally-Open (NO) float is identified by a Yellow marking band lo- cated around the neck of the float. The Normally-Closed (NC) float has a Red marking band. ~4void installing floats near a pump suction or other simi- lar location where the flow of liquid past the floats might cause towels, rags, etc., to be drawn around the float and prevent free operatiot~ The 9G has "Single LeveP (non-differentia/) Operation Each Model 9G Float Switch operates ON and OFF at about the same level. The difference between the ON and OFF setpoint (differential) is less than one inch. Applications Alarms. 'I~pically, one float is used to operate an alarm. Some applications may require the alarm to acti- vate on the alarm sensor and de-activate on a second float. In this case, a relay can be used in conjunction with the second sensor to provide differential setpoints. Single Pump or Valve Control. Since minor wave action could cause erratic ON/OFF operation, when floats are used to control a single pump, two floats are required for differential control in single pump applications. Multiple Pump or Valve Control. Similarly, several floats are required for multiple pump control. Here, the number of floats required depends on 1) the number of pumps in the system and 2) the pumping sequence (In- dependent ON/OFF, Common OFF, etc.). 612/224-9474 Fax 612J224-3628 Typical "C/amp and Socket'' Pipe-To-Wall Mounting Figure 1 Typical clamp and socket pipe-to-wall mounting installation of three floats in wot well of sewage lift station (plus an additional high alarm float ff desired). NOTE: Mount the float(s) away from walls and other objects and space them as far as possible from each other to avoid mechanical abuse in turbulent situations and possible .fouling in sticky media. Bulletin BIO0 - 9G Installation Instructions Cable Mounting The CBM Cable/Cast Iron Weight Suspension Kit .(601204-XX) provides drift free mounting and convert- rant removal for float switch adjustment. The cable/ weight suspension system also requires less space and no tangling problems when Compared to individually suspended float/weight mounting arrangements. Thc CBM Cable/Cast Iron Weight Suspension Kit includes: · a heavy-duty, stainless steel cable (20' standard length, longer lengths optionally available) · a plust isol-coated, 25# east iron weight with integral stain- less steel eannecting link · 4 - stainless steel cable ¢laml~ (2 for connection of lhe weight and 2 for a loop at lhe top end of the cable to suspend the assembly) The 9G-CC Stainless Steel Float Mounting Cable Clamp~ which mount thc floats to Iht cable are included as pert of the Suspension Type Model 9G Float Switch assembly. The CBM Cable/Weight Suspension Kit can accommodate up lo eight 9G Floals. Model CBM Stainless Steel Cab/e/Cast Iron Weight Suspension Mounting Kit PiN 601204-)0( ~- specify cable length Figure $ A duplex pump station control set is shown with independent ON float (for lead and lag pumps), a common OFF float and a high level alarm float. Figure 7 Mode/9G-CC F/oat- To- 1/8" Cable Stainless Steel C/amp Kit PIN 601212-01 Stainless Steel Cable C~amps (included with CBM Kit) Model 9G Float Switch /8 Stain~ How to Cable Mount a Float l. Connecting thc anchor. Mount the anchor to the cable by stringing the cable through lhe cnchor's s mounting eye and securing the cable to itself by fastening two of lhe four mount- ing claml~. 2. Connecting the upper support (customer supplied). Pa.va the cable through the eastomcr supplied mounting ring at thc top of thc tank and secure the cable to iuelf by fastening two of the four mounting clampe. 3. Mark thc float's operating poinl on the cable. Often, thc floats are mounted Io thc cable as thc cable rests on thc ground. The cable is then dropped into the tank and thc floats are wired 1o the COnlrol panel In order to position thc float correctly, mark the cable at the dusired float-moanting levels before clamping the floats to thc cable. 4. Assemble the float's cable mounting clamp. Each ileal has a cord gripping tube crimped to the cable. The float's cable mounting kit is assembled around the cord grip tube by follow- ing the iratructions provided with the mounting kit. The mounling kit is then l'mger tighlened to secure the float to the cable. 5. Orient the float. Note that each float has a tape marker with "For proper operation, install THIS SIDE UP." Rotate the float's cord gripping tube until the tape marker is on the top side of the float as it hangs freely in the wrtical position. 6. Tighten the assembly. While holding the float in the proper orientation (see #4 above), and at the proper operating set- point (see #3 above), tighten the nuts securely. 7. Secure the cable. Lash the ileal cables to the stainless sleel cable by using the cable ties included with each float. 3 Bulletin 8100 - 9G Installation Instructions ' ' 1" Pipe Mounted Dimensions 5Y2" diameter/~ / ¥ ~ur~ 8 Model gG-CL 1 or 9G-CL3 MounEng Clamp designed to hold 1 · diameter float mounting pipe (by others) to basin wall Model 9G Float Switoh with PIN 601184-01 1" Pipe Clamp Kit Wiring to the Controller Connect the black and white cable conductors to the proper terminals as shown on the project wiring dia- ram for the equipment installation. Connect the green conductor of each float to a grounding bar, and run a ground connection ns required by the National Electric Code. Testing and Connections Follow the operating instructions furnished with the Consolidated Electric Pump Controller or Powerpack panel. Iftbe float circuit oftbe Consolidated Electric Pump Controller/Alternator has a "closed-open- automatic" toggle-type test switch, which simulates the operation of the float circuit, leave the lest switches in the 'automatic' position after completion of testing. Observe the functioning of the complete system through several normal operating cycles to be certain all work is complete and the system operates properly. Caution/. While the switch will operate with the marker in any position, it will have normal operating characlcrislica only if the float marker is in the vertical position. A deviation from the vertical position of -+45' will not eft'ecl switch operation. Any position other than vertical requires a greater angle of lilt to operate the r switch thus affecting operation. Consolidated Electric Co. 141 South Lafayette Freeway St, Paul, MN 55107-1420 USA 612/224-9474 Fax 612/224-362.8 MB00062-190 Cat. FileBl.020 ©1990 Why the gG Float System is worth its price as a sewage- level- sensing pump control · Since its introduction in 1957, the Model 9G Direct Acting Float Switch has earned an enviable reputation as a reliable raw sewage or sludge wet well level sen- sing device. It has also found wide areas of applica- tion in process sumps, water reservoirs, irrigation ditches, hydropneumatic tanks, pneumatic sewage ejec- tors, etc., where its simplicity of operation, its quality and ruggedness of construction and its relia- bility of consistant performance has won the approval · of knowledgeable pump control specifiers and users. Some of the reasons users give for choosing the Model 9G Direct Acting Float Switch Control System on job after job can be stated under the following headings; · Reliability and Performance Record · Simplicity of Operation · Quality and Ruggedness · Maintainability and Convenience · Economy 1. Reliability & Performance Record Thousands of gG 0irect Acting Float Switches go to work each year in a variety of new applications. Some jobs are full of challenge - like sensing the level in a tannery waste sump where live steam is shot in each day to keep the stuff moving. Some jobs are as mundane as detecting levels in w~ter reservoirs or irrigation ditches and controlling pumps and alarms. In some 15 years of field experience, we have heard of only a few floats that have given any sort of trouble. Actually, I suppose over these 15 years we have heard of from IS to 30 individual floats (not systems) that have been In a few instances over the years, a float has shown up with holes eaten in one half of the float body and with the other half in sparkling- shiny good condition. These have evidently been mistakenly-made with ordinary steel on one half and type 316SS on the other. These are included in the total number of "bad units" over the years. We have seen the Model 9G Direct Acting Float Switch "glommed on" by grease, chicken feathers, and ether less mentionab)e things and are acquainted with only a handful of problems in 9G operation as referenced above. Floating grease is a real problem for conductivity type probes, sliding floats in guide pipes or cages, etc., but as floating grease would accumulate on the Model 9G Direct Acting Float Switch, it is of somewhat neutral buoyancy and it adds to the displacement of the float as it adds to its weight. The result is that the float, although sometimes almost unidentifi- able,continues to operate reliably thanks to its size, ruggedness and fixed level of mounting. Typical Installment for Automatic Control of ·ewage Lift Station troublesome for one reason or another. Percentage-wise this is an incredib]y small number. This number ex- cepts a bad batch of floats in April of 1966 which had "bad mercury switches". That problem initiated an im- mediate design change and the floats in question were immediately replaced. It would be unrealistic to think that there haven't been ~operating problems. Consider a few: At Redondo Beach, California some years back, a 9G Float Switch controlled pump station did not operate when the level in the wet pit rose and it was found that a hotel towel had wrapped itself around the bottom '!pump-off" float and had been drawn into the pump suction pipe. The problem stemmed from the fact that the floats were mount- ed entirely too close to the pump suction. Upon changing the float pipe location, reliable per- formance was obtained. In Wisconsin in a wood chip pumping situation, the wood chips "filled in" the process sump and blocked the float movement so the floats could not lower on a lowering liquid level. The sensed media has to be somewhat liquid - even the pumps couldn't handle the chips here except as they kept in motion and in mixture. CONSOLIDATED ELECTRIC CO. ~ 6i2 224 947,4 141 South Lafayeile Freeway · St Paul, MN 55107-1420 USA Fax 612/224-3628· Easylink Mod~)ox~ ' 62602690 · rnlernational Telex 757753 2 2. Simplicity of Operation The gG Ploat is about as simple a "mechanism" as can be. Its flexible mounting, direct action {with the output circuit control switch within the float body and directly operated by its ti)ting upon the rise or fall of the sensed level past its mounting elevation) and weight/buoyancy ration combine to make it under- standable by operating personnel and reliable in per- formance. The mercoF~ switch actually opens and closes its cir- cuit on a level change around the horizontal of less than 1". Its total travel from a fully submerged to a hanging-free position of some I2" under typical condi- tions gives more-than-ample movement to assure relia- ble operation. The fixed-pipe-mounting of the 9G seems to be a prob- lem to some people in terms of inconvenience of in- stallation in the first place or readjustment of the operating levels of the pump or alarm control points as it is in service. The need for resetting of con- trol levels is sometimes brought about as a pump sta- tion receives an increasing flow as the area it serves develops. Such resetting can be accomplished quite readily if e- nough slack is left in the float cables and the pipe clamps are sufficiently accessible to allow the entire pipe and float assembly to be lifted out of the wet well and the readjustment made above the wet pit on the ground level. Another more common way to provide convenience of adjustment is to place the floats near the wet well ladder so that the adjustments can be made by merely sliding the type 316 stainless steel float mounting hardware to its desired level with the pipe and floats generally in place. The same fixed-pipe-mounting that looks like a problem to some people is considered a real asset by most users. You know that as the liquid level rises or falls past the mounting elevation of the float clamp, the flea, will perform ~n spite of .sludge, grease blankets, rags or "what have you". A rising blanket of floating debrit or grease will not grasp the float and cause it to rise uneperated - the 9G will break through the blanket and "do its thing". As the level lowers, the weight of the float will again give relia- ble performance and cause it to drop and go to its un- operated position. That sort of fixed mounting reliability of operation is the long-term benefit that is worth some sma)) in- convenience in making the initial and subsequent level settings. The understandability of the 9G Float System, the con- venience of the controller/alternator test switches, the reliable "all-relay" design of the two-pump auto- matic alternator (without ratchets, pawls or rotating parts - doesn't need "phasing out" of pump motor starter wiring) are factors that have won the approval of operating personnel across the country. 3. Quality and Ruggedness The Model 9G Direct Acting Float Switch was primarily designed to do a sometimes-difficult job and do it well - not to meet a price. The sizable type 316 stainless steel float body, the specially-stranded and jacketed AWG No. 14-3 cable with extra Neoprene jacketing in the hinge area, the specially-flared type 316 Clamp tube and type 316 fittings were all si zed and specified with these factors in mind; * resistance to corrosion * weight/buoyancy relationship of the float (to achieve reliable operation in high- solid-content liquids) * ruggedness to withstand on-the-job punishment * practicability of design to allow manufacture The result of the quality:criteria-design is a product that ships out to a variety of jobs and does them without complaint or call-back. It mingles with rail- road ties in some trash sumps, with grease blankets in rendering wastes, wi th chicken feathers, cJnnery, citrus or sanitary wastes, cutting oils, chemicals tnd sometimes refreshing)y-pure water. It does its job reliably day after day and year after year. After seeing the float for the first time and consid- ering its operation, many ask "What is the life ex- pectancy of the cable in the hinging area?" When the gG was being developed, the early clamp tube design was round-flared on each end just enough to e- liminate a sharp edge and the cable had 84 strands per conductor. The float thus consteucted was placed under a life test to determine its flexing life. It was fully-submerged and then hanging freely on a 5.second cycle basis. When a conductor fail ed, the test rig had accumulated operations equaling 35 years of 15 minute cycling. The 15 minute cycling is thought to represent sewage lift station service. That 35 year life figure might seem ~dequate, but two significant things were done to considerably improve the flexing li~e. The cable clamp tube was developed to a bell-shape with a long flare just a little straighter than the natural curvature of the cable. This distributes the cable bending point over some 3/4" of its length. The cable was changed to a specially-constructed as- sembly having 105 strands per conductor (315 strands per cable) to give the best possible flexibility and life. The combination of cable stranding and tube flaring has given such an increase in the flexing life ~hat we are not aware of any failures of the 9G cable in this important hinge area. The mercury switch used in the 9G Float (furnished either as a "normally-open" or "normally-closed" cir- cuit when the float is hanging freely) is of single- pole, single-threw, heavy-duty type with ratings as follows: Resistive; AC: 3D Amps ~ 30 V 20 Amps g 115 V 10 Amps @ 230 V DC: 30 Amps ~ 30 V 12 Amps @ 115 V 6 Amps ~ 230 V Motor Loads; AC: .5 hp ~ 115 V .5 hp @ 230 V DC:.25 hp @ 115 V .25 hp @ 23O V AC Lamp Load; 1,000 watts The switch with its completed electrical cable connec- tions is fully encapsulated in an eopxy potting com- pound in a plastic cartridge. The encapsulation mate- rial is forced back up the cable assembly to seal the cable end and protect the switch against moisture that might follow the cable stranding upon submergence of the top end of the cable. The green-jacketed cable conductor is forced against the inner wall of the float tube thus providing an ef- fective ground connection for the float body. The 5½" diameter float is hell-arc welded of No. 20 Gauge (.035") type 316 stainless halves which have first been drawn, trimmed and prepared to receive the switch assembly with the cable and hinge-area jacket to rende~ the switch connections sealed even upon dam- age to the cable jacket. A 7/8" O.D. SS tube extends fully into the float body and allows the entire switch/float assembly to be permanently assembled and sealed with a dual circular crimp. Attention to design detail and the use of carefully selected and sized materials (without cost-concern as a primary criteria) have given a product that can be relied on to do an outstanding job in difficult and challenging applications. That may not sound exciting but it ii impressive to the knowledgeable people that count on it for its re- liable performance and keep repeating the same buying decision on job after job. 4. Maintainability & Convenience The 9G F]oats do not genere]ly require any maintenance. Convenience features such as float circuit test switches, dim-glow pilot lights, etc., are all stand- ard in the Model 9G system controllers and accesso- ries. The entire system is designed with operator con- venience in mind. The Controller/Alternator utilizes relays that are in stock at numerous Potter & Brumfteld distributors a- cross the country (as well as in good inventory et our plant) for convenience in case any replacement is needed. 3 The Controller/Alternator load relays have barriered, molded nylon, plug-in receptacles rated at 300 VAC and load relays with a 10 Ampere, 250 VAC inductive rating (at .8 PF). The float circuit test switches have pos- itive snap-action and generous rating. The Powerpack panels utilize first-quality circuit breakers, magnetic motor starters,NEMA type enclosures and other components of well-known make which are stocked in our inventory and in many other locations across the country. All wiring is in accord with the National Electric Code and State and local require- ments. Each panel is supplied with internal and con- nection electrical drawings, installation and adjust- ment instructions and parts lists for convenient in- stallation, operating and maintenance. 5. Economy The Model 9G Direct Acting Float Switch bears the (du- bious?) honor of being the most "expensive" float of its general type. We say "general type" because there isn't another device just like it. Some of the advan- tages of the 9G over its nearest imitators have to do with its ruggedness (I've neven heard of one cracking apart or dropping off of its cable), its fixed mount- ing (I've never heard of a 9G rising unoperated with the sensed level on a blanket of anything} and its "complete system" availability (the 9G is available from stock with pipe clan~)s, cable junction boxes, basic pump controllers/alternators of complete pumping station Powerpack panels). In terms of cost of operation, the 9G system is econo- mical (anyway you define the term) as an ON/OFF sewage pump control device in comparison with; sliding jugs in guide pipes or cages (they stick) sliding rod or float-on-rod {they often gum up or corrode) and in terms of long-term cost. The 9G is lower cost by most any "initial" or "long-term" evaluation in comoarison with air-purge bubbler systems with their costly and complex air compressors, tanks, reducing valves, etc. Most diaphragm type level controls suffer from conden- sation accumulation fouling and may appear to be. economical but are costly if replaced often. P~obe controls in sanitary wastes suffer from problems of grease-fouling or if their voltage potential is high enough, they constitute an electrical hazard. Trapped air {compressorless air systems) controls are suscep- tible to leakage problems and sensor unreliability due to corrosion and need for accurate level sensing and timing just above the bottom end of the air pipe to achieve air recharge. No one system will fare best on all comparisons, but the Model 9G Direct Acting Float Switch Control System "does its thing" reliably and very economically in long-term cost. The Model 9G Direct Acting Float Switch Control System is acclaimed by many for its reliability-performance record, its simplicity of direct action float/switch, its quality-ruggedness, its maintainability and con- venience and its econonlv. How does it "stack up" in your experience? We will be glad to hear from you regarding your suc- cessful applications of the 9G, any problems you have had with it or your general opinion about the ~ield of sewage pump control. If you're not now a member of the would love to have you join. MB00226-177 CONSOLIDATED ELECTRIC Co. 141 South Lafayette Freeway · St Paul, MN 55107-1420 USA 9G Booster Club, we C~ile B1.030 612/224-9474 Fax 612/224-3628 Easylink Mailbox 62602690 · Internabonal Telex 757753 Shhhockless Swing-Check Valve Bulletin AUTOMATIC VALVE SPECIALISTS 1116 RI[DGE AVENUE PITTSBURGH PA..15233,412:321 !SCi!SE) Shhhockless Swing-Check Valves Installation The swing check valve is installed horizon* tally or vertically' in the line on the pump discharge, or elsewhere in the line at stra- tegic points to prevent back flow, with the inlet pressure against check disc No. 3, tending to open the valve. The lever No. 30 on the outside of the valve should be for most installations equipped with a weight which tends to hold the check disc against the seat to keep the valve closed. Operation The inlet pressure against check disc No. 3 opens the valve and raises the weighted lever on the outside of the valve to the "up" position. Simultaneously, the piston of the shhhockless chamber on the outside of the valve is raised to the "up" position drawing air into the shhhockless cylinder through small check valve on the side of the chamber. When there is a reverse flow in the main line the pressure against the back of check disc No, 3 forces it against the seat -- to the closed position. The action is acceler- ated by the weight on the lever on the outside of the valve, Simultaneously, the piston in the shhhockless chamber is forced down. The air in the shhhockless chamber cannot escape through the aux- iliary check valve because it closes with reversal of pressure. Thus the only escape for the air from the shhhockless chamber is out the bottom of the chamber between the shhhockless plug and the adjustable sleeve. The shhhockless plug is tapered thereby permitting a throttling action when it engages the adjustable sleeve on the downward stroke of the piston. At the factory the adjustable sleeve is set so that the shock-prevention does not take place until the main valve is about 90% closed. Thus the main valve will move rapidly to its seat to the fully closed posi- tion for approximately 90% of its stroke, and then be affected by the action of the shhhockless chamber which permits it to be shhhockless through the last 10% of its stroke. VALVE SIZE ~ ~ Adjustment The air shhhockless chamber on the side of the main valve can be adjusted. If you desire the main valve to be shhhockless earlier in its stroke, screw up, clockwise, on adjustable sleeve No. 26. If you desire t~e valve to be shhhockless later in its stroke, or when it is closer to the seat, then screw out, counter*clockwise, on the adjustable sleeve. The weight on the outside lever is adjust- able to have the main valve close quicker on the reverse flow, and can be moved out toward the end of the lever for quicker closing, or moved in toward the shaft for slower response to reverse flow. FLOW IN U.S. GALLONS PER MINUTE THROUGH VALVE NOTE: Valves are available in sizes 24", 30", 36" and 42". Apply to the main office for drawings, dimensions, weights and prices on these larger sized valves. These valves also available with modified design to accelerate closing speed, and some other special functions - apply to main office for engineering help. GENERAL ARRANGEMENT & DIMENTIONS: LIST OF PARTS BODY CKING KEY -RING '~ 1'7~1'8 I ~ 128 1~3 I~, 1 4o 330 445 457 584 711 838 914 106 01( -12 A © .I UOR[ZONTAL OR VER~C~L 'NSTALLA~Ot :---.,,-,- , ,..-,- t01C-~O8 Specifications General list of materials PART MATERIAL ASTM or SAE The swing check valve shall be constructed with heavy cast iron or cast steel body with a bronze or stainless steel seat ring, a non-corrosive shaft for attachment of weight and lever, and complete non- corrosive shhhockiess chamber. It shall absolutely prevent the return of water, oil or gas back through the valve when the inlet pressure decreases below the delivery pressure. The valve must be tight seating, and must be shhhockless in operation. The seat ring must be renew- able and shall be securely held in place by a threaded joint. The shhhockless chamber shall be attached to the side of the valve body externally and so constructed with a piston opera- ting in a chamber that will effectively per- mit the valve to be operated without any hammering action. The shock absorption shall be by air, and the shhhockless cham- ber shall be so arranged that the closing speed will be adjustable to meet the serv- ice requirements. The valve disc shall be of cast iron or cast steel and shall be suspended from a non- corrosive shaft which will pass through a stuffing box and be connected to the shhhockless chamber on the outside of the valve. All material and workmanship shall be first class throughout and the purchaser reserves the right to inspect this valve be- fore shipment. Any failure of this valve to operate satisfactorily during the first year of installation due to faulty workmanship or defective material will be the responsi- bility of the manufacturer who will be held liable for replacement or correction. THE VALVE WILL BE THE GA INDUS- TRIES, INC. FIG. NO. 250-D (for 125# Os ASA Std.) FIG. No. 250-U (for 250~ ASA td.), Pittsburgh, Pa. Body, Cover, Disc, Levers Cast Iron (semi-steel) or A 126 Cl. B. Disc Arm Cast Steel A 216 Cl. WCB Seat Bronze or B 62 Stainless Steel A-157-C 9 Seat Ring Rubber or Metal to Suit 80 Dur. Yoke Gasket Composition or Garlock 660, Composition 7021 or equal Hinge Shaft Stainless Steel Type 303 Studs, Bolts, Nuts Steel Commercial Shhhockless Chamber Bronze B 62 Stuffing Box Packing Composition Garlock 234 or equal The above references cover the general list shall conform to the most recently pub- of materials for swing check valves. They lished standards. are subject to change to make them con- form to the specific requirements of the All valves designed and manufactured by particular job for which they are required, the company are guaranteed for satisfac- The material specifications shown above tory and durable service. SPECIAL: This valve can be specially lined with rubber, saran, or other similar materials for specific applications such as paper mills, chemical plants, etc. Contact the home office for availability and price. WARRANTY The Shhhockless Swing Check Valve is made of the finest available suitable materials and precaubon has been taken to assure premium quality workmanship consistent with established quahty control Valves or parts which are proved faulty due to defective material or workmanship will be replaced free of charge FOB our plant upon written presentauon of such proo[ This warranty sha~l not cover cost of installation or any charges related thereto, and it is valid for a period of one year from date of shipment More GA Shhh0ckless Valves: Altitude Valves Water Pressure Relief Valves Solenoid Valves Water Pressure Float Valves Reducing Valves Hydraulic Check Strainers Valves Electric Check Valves Complete Line Waste Water Valves H-777aM Product Guide 3 Magnetic-inductive Flowmeters MAGmeter made by KROHNE measure the flow of liquids, pastes and slurries. They operate without moving parts in the fluid and without constriction in the tubes. Therefore they operate without additionel pressure loss and maintenance free. Altoflux Magnetic-Inductive Flowmeters MAGmeter series Altoflux MT 900, Description The KROHNE MAG series MT 900 are using a keyed constant magnetic field. As described on page 10, the magnetic field in these types of MAG's is gener- ated by a direct current given to the coils in the prima~y head. This currant is produced in the converter. The fre- quency in which this constant current is keyed, is 15 Hz, when the power line has 60 Hz (or 12.5 Hz of 50 Hz). The series MT 900 consists of the primary head M 930 through M 960 and the converter T 900. The primary head is mounted into the pipeline as an adapter piece. The electronic converter T 900 is mounted separately. The connection between the two is done with KROHNE provided, special cable. The MAGmeter series MT 900 has the highest accuracy of all Magnetic-Inductive Flowmeters. Under standard conditions the maximum error is below 0.5% of actual flow between 50 and 100% of maximum flow. Guaranteed! Primary heads are manufactured in nominal diameters from 5/64" to 24". (Sizes up to 120" see page 22). The primary head consists mainly of a non-magnetic pipe with an insulating liner; two magnetic ceils mounted on the outside and the electrodes in constant contact with the fluid. The liners can be: hard rubber, so[t rub- bar, neoprene, polyurethane, PTFE, glass or ceramic The coils mounted on to the measuring pipe and the cabling in the series M 940, 950 and 960 are completely isolated from the outside by completely welded housings M 930 has a silicon rubber jacketed housing. Since there are no electronic components in the primary flow heads and since the sealing of the electrodes has been achieved to this perfect degree, one finally could con- vert to th~s ideal design, in which the housing is completely welded, A small connection box mounted on top of the housing with rugged terminals easily allows the connection of the cable to the converter, The cable used bet ween primary head and converter is spe- cially shielded. The measured signal applied to the electrodes also a square wave voltage, directly proportional to the flow, is amplified in the conveder T 900 and converted to an analog standard signal 0... 20 or 4... 20 mA. Parallel to the analog output a frequency output is available, the frequency of which is directly proportional to the velocity of flow. Internally the converter T 900 consists of 2 sections. The first section "field current supply" supplies a precisely controlled square wave current of ± 0.125 A maxi- mal 60 V to the primary head field coils The other section "signal processing" converts the flow proportional signal voltage from the primary head electrodes which is in phase with the field current and produces a flow-proportional out- put signal0or4 . 20 mA For the block li~nr~m T 900 please see the installation Advantages of the MAG series Altoflux MT 900 condensed 1. The measurement is always underta- ken under stabilized current condition, and hence also with a stationary magnetic field. This means insensitivity to the electric interference of your power supply and voltages of all phase relationship. Similarly there is no zero- point-drifting due to inhomogenities of conductivity or electrode contami- nation. 2. The fully welded sealed steel housing guarantees absolute tightness and optimal shielding against interlering fields. E~xf~,~(J t~,~'.-' ;l~e ( 3 In the primary head there are no elec- tronic components. This makes them highly reliable, especially when used at extremely high temperatures and when ambient conditions are adverse. 4 The MAG series MT 900 has a very Iow power consumption of only 20 VA for the total system (primary head plus converter; independent of nominal bore size) 5. The MAG series MT 900 is available in Ex-proof-version (except M 930). German PTB approval) Special features of the converter T 900: 1. Digital range setting by frequency division. Therefore no sensitivity error due to non-linearity of the measuring range 2. 15 Hz field frequency, consequently improved dynamic characteristics and improved suppression of statistic inter- ference voltages. 3. Galvanic separation of the signal out- puts is standard. Consequently prob leto free connection with the single side grounded recording equipment and systems (Data loggers). 4. Frequency output standard 1 kHz/ft/s flow velocity independent of the measuring range setting or 1 kHz for the measuring range full scale. Active pulse output. Pulse height 2 - 10 V, minimum 2 kOhm, pulse width 15 ps. Suitable for direct connection to an electronic counter 5. Full interchangeability of component boards with retention of the accuracy of measurement. 6. Zero-point-setting and checking without external instruments 7' All signal outputs and field current supply of the converter T 900 are unlimited secured against shorting and open-circuit. M 95O for sizes 1%"...12" M960 for sizes 14"...24' M 950 Meter Weight size a b c d e *f j lbs 2 V2' 33 38 4" 62 77 Scraper type U S.-cleaning electrode only with DN 1V~" - 12" Scraper type U.S.-cleaning electrode Removable electrode only with DN 1 V2' - 12" 2~ Minimum necessary room M 950 M 960 Removable electrode * Minimum necessary room M960 Meter Weight size a b c d e f lbs 14" 19HA~'' 28 V~'! 22~,,~'' 12~5/1~'' 13V~' 57~/~'' 419 16" 23%" 305/~'' 25' 13 ~/~ ~" 13a//' 59 '/~" 463 18- 23%" 32 V=" 27' 14 ~'~c'' 14 V~" 61 V/' 485 20" 23%" 34,/~" 28'/;" 151~¢,~'' 14%'" 63 V2" 529 22" 23%" 36 ~/2" 30 V2" 16~4/~'' 15V/' 65 V=" 551 MAGmeter series Altoflux MT 900, Description The KROHNE MAG series MT 900 are using a keyed constant magnetic field. As described on page 10, the magnetic field in these types of MAC's is gener- ated by a direct current given to the coils in the primary head. This current is produced in the converter. The fre- quency in which this constant current is keyed, is 15 Hz. when the power line has 60 Hz (or 12.5 Hz of 50 Hz). The serie~ M f 900 consists of the primary head M 930 through M 960 and the converter T 900. The primary head is mounted into the pipeline as an adapter piece. The electronic converter T 900 is mounted separately. The connection between the two is done with KROHNE provided. special cable, The MAGmeter series MT 900 has the highest accuracy of all Magnetic-Inductive Flowmetem Under standard conditions the maximum error is below 0.5% of actual flow between 50 and t00% of maximum flow. Guaranteed! Primary heads are manufactured in nominal diameters from 5/r~" to 24'. (Sizes up to 120" see page 22). . The primary head consists mainly of a non-magnetic pipe with an insulating liner; two magnetic coils mounted on the outside and the electrodes in constant contact with the fluid, The liners can be: hard rubber, soft rub- bar, neoprene, polyurethane, PTFE, glass or ceramic. The coils mounted on to the measuring pipe and the cabling in the series M 940, ,950 and 960 are completely isolated from the outside by completely welded housings. M 930 has a silicon rubber lacketed housing. Since there are no electronic components in the primary flow heads and since the seating of the electrodes has been achieved to this perfect degree, one finally could con- vert to this ideal design, in which the housing is completely welded. A small connection box mounted on top of the housing with rugged terminals easily allows the connection of the cable to the converter. The cable used bet- ween primary head and converter is spe- cially shielded. The measured signal applied to the electrodes also a square wave voltage, directly proportional to the flow, is amplified in the converter T 900 and converted to an analog standard signal 0... 20 or 4... 20 mA. Parallel to the analog output a frequency output is available, the frequency of which is directly proportional to the velocity of flow. Internally the converter T 900 consists of 2 sections. The first section "field current supply" supplies a precisely controlled square wave current of ± 0.125 A maxi- mai 60 V to the primary head field coils. The other section "signal processing" converts thc flow proportional signal voltage from the primary head electrodes which is in phase with the field current and produces a flow-proportional out- put signal 0 or 4 . 20 mA. For the block Advantnges of the MAG series Altoflux MT 900 condensed 1, The measurement is always underta- ken under stabilized current condition, and hence also with a stationary magnetic field. This means insensitivity to the electric interference of your power supply and voltages of a!l phase relalionship. Similarly there is no zero- point-drifting doe to inhomogenities of conductivity or electrode contami- nation. 2 The fully welded sealed steel housing guarantees absolute tightness and optimal shielding against interlering fields. ~¢~'~'~,~(~/ 0.,"'~..' ~!-~. (" 3. In the ~rima,w head there are no elec- tronic components. This makes them highly reliable, especially when used at extremely high temperatures and when ambient conditions are adverse. 4. The MAG series MT 900 has a very Iow lption of only 20 VA for the total syslem (primary head plus converter; independent of nominal bore size). 5. The MAG series MI' 900 is available in Ex-Proof-version (except M 930) (German PTB approval.) Special features of the converter T 900: 1. Digital range setting by frequency division. Therefore no sensitivity error due to noo-linearity of the measuring range 2. !5 Hz field frequency, consequently Improved dynamic characteristics and improved suppression of slatistic inter- ference voltages. 3. Galvanic separation of the signal out- puts is standard. Consequently prob leto free connection with the single side grounded recording equipment and systems (Data loggers) 4. Frequency output standard 1 kHz/ft/s flow velocity independent of the measuring range setting or 1 kHz for the measuring range full scale. Active pulse output. Pulse height 2 - 10 V. minimum 2 kOhm. pulse width 15 ps. Suitable for direct connection to an electronic counter 5. Full interchangeability of component boards with retention of the accuracy of measurement. 6 Zero-point-setting and checking without external instruments 7. All signal outputs and field current supply of the converter T 900 are unlimited secured against shorting and open-circuit, COMBINATION SEWAGE AIR VALVES IREGULARLY FURNISHED FOR1 SERVICE UP TO 150 PSI- HIGHER PRESSURES AVAILABLE*SPECIFY IF OPERATING PRESSURE BFLOW 20 PSt. C 106 l e 3'-2 ~ SACK FLUSHING ATTACHMENTS C.I. MANHOLE 2,* 11 1/~ COVER & FRAME "f~t ~ ~ '~"~/~-'t~L TOTAL WT. 280 |0~" RD.. BACK FLUSHING HOSE (2)-3~" DIA, x 2'0" LONG ~RECAST CONCRETE PIPE SECTION 2" MINIMUM CLEARANCE CRUSHE STD. SPEC, SIZE NO. 7 COMPACTED FILL THREADED TO SUIT INLET RD DL~.~ T on INCREASE ITS SERVIC E~elL~l~__Y ARCE~ SIZE INCHES OVERALL HEIGHT IN. WEIGH1 MODEL WT. INLET OUTLET A B C PLAIN WITH ATTCHMTS 401/400 2 NPT 1 NPT 24 25% 33~ 100 130 ~0~40o ~NPT ~NPT? ~2~Z ~'~ ~'t~, 175 403i4~ 3 NPT 3 NPT 28 27% 34 175 220 ~0414~ 4 FLG~ ~ ~ N~ ;~'~ ~ :~ 270 40~4~ GFLG. 6PLAIN 29 33 44 280 35~ 410/4~ 10FLG, IOPLAIN 35 42'%, 51 700 875 414/400 14FLG. 14PLAIN 44 53% 63% 1,100 1,375 4011400--402/400--4031400--4041400 NOT NORMALLY SUPPLIED WITH HOOD These valves combine the large venting capacily of the air and vacuum valve with the ability of the air release valve to venl small pockets of air which collec~ under pressure.'Tbe combination when ordered shippFd completely assembled as shown with accessories. FOR IN PLANT USE SPECIFY AIR AND VACUUM VALVE WITH THREADED OR FLANGED OUTLET While the sewage is standing in the valve body sediment will al- Iempl ~o settle oul al the bottom. This sediment may be blown off by closing ~he 2' Shut Off Valve and nexl opening the I ' Blow Off Valve. The compressed air and gas in the upper part of the valve body will blow the sediment oul of Ihe I. Blow Off Valve. A rubber hose wilh quick disconnect c6uplings is furnished for back flushing the valve. Two quick disconnect couplings are furnished on the valve cover lo which the hose may be rapidly connected and disconnected for flushing using an approved waler supply. The center quick disconnect coupling permits flushing of the venting orifice and mechanism while the o~her wilh the ~" Silul Off Valve permits flushing the valve body when the Y~" Shut Off Valve is Opened. SIZING ~USE APeD SLIDE RULE AIR VALVE COMPUTER FOR ACCURATE SIZE SELECTION NAYLOR ENGINEERING SEWER DiSTRiCT CONNECTION JOB NO. 253-01 PECONIC LANDING EXHIBIT SEWER SYSTEM PLAN - S.C. DISTRICT NO. 48 (VILLA(gE OF GREENPORT) NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING EXHIISIT h PRELIMINARY ARCHITECTURAL PLANS NAYLOR ENGINEERING SEWER DISTRICT CONNECTION JOB NO. 253-01 PECONIC LANDING E~HIBIT i CONNECTION AUTHOF, IZATION LETTEF. FE. OM VILLAGE December 17, 1992 c/o ~racken and Mar~olin, ~sqs. One ~uffolk Square Z&iandi&, ~e~ Xock ~1722 RE: LETTERS O~ AVAILk3!LIT¥ "~REA~R$ AT ISLANDS END" set~lement ~!aced Upon the recor~ on November 2, 1992, to be Supreme court, ~he ¥iliage of Greenport does hereby adviaa ~ha~ ~c ~hal~ makm av&ila~le for your project water and aFproved site plan knou as the "~reakers a= I=land~ End," Gceenpor:, To~n of ~ouChold, Neu York. Very truly yours, VILLAGE OF G~EE~PORT William R. Pall, III WRP:lm= NAYLOR ENGIHEERING ~t W ~ D]S1EIC'i ,~0NNE£.ll .,N JOB NO. 253-01 Et.~ N,~, LAND'ING EXHIBIT J PUBLIC WATER AVAILABILITY LETTER FROM SC'WA SUFFOLK COUNTY WATER AUTHORITY Donald Slotnick Director of Distribution 4060 Sunrise Highway, Oakdale, Long Island, New York 11769 Area Code (516) 589-5200 April 29, 1998 Mr. Joseph H. Baler, P.E. Acting Director of Environmental Health Services Suffolk County Department of Health County Center Riverhead, New York 11901 Dear Mr. Baler: The proposed installation of eight (8) inch main in Easement Areas "A", "B", "C" and "D", and six (6) inch main in Easement Areas "B", "E", "F", "G", "H", "1", "J", "K", "L" and "M", as shown on Map of Life Care Community Peconic Landing at Southold, located in the Town of Southold, as prepared by Young & Young and dated September 17, 1997, is adequate to supply water for domestic and fire protection purposes. The Authority will undertake the installation of this water main under the terms of its standard Construction Contract, but such agreement has not yet been executed by the Authority and the developer. The time required for the completion of the proposed work is necessarily determined by the Authority's ability to obtain delivery of the required materials, easements for maintaining the mains in the streets that are private, weather conditions, and the existence of adequate supply works at the time the work is done. This letter of availability is not to be considered an Action by the Suffolk County Water Authority as defined by SEQRA regulations, and this response does not commit Suffolk County Water Authority to commence, engage or otherwise participate or approve an action where SEQRA is applicable until all aspects of the SEQRA process are complete and the Lead Agency has made a final determination and finding as related to the project. Very truly yours, Donald Siotnick, P.E. ~ Director of Distribution / c.c. E. Rosavitch L. Anderson P. Ponturo