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HomeMy WebLinkAbout52748-Z TOWN OF SOUTHOLD BUILDING DEPARTMENT SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 52748 Date: 03/12/2026 Permission is hereby granted to: Greenport Group LLC PO BOX 1000 Woodbury, NY 11797 To: Unit 2-Legalize as built interior alterations to a commercial apartment to create a two-bedroom unit as applied for. Premises Located at: 920 Chapel Ln,Greenport, NY 11944 SCTM#45.-2-10.5 Pursuant to application dated 01/23/2025 and approved by the Building Inspector.. To expire on 03/11/2028. Contractors: Required Inspections: DRAINAGE, FOOTING/REBAR, FOUNDATION 1ST, FOUNDATION 2ND, FRAMING/STRAPPING, PLUMBING, ELECTRICAL-ROUGH, FIRE RESISTANT PENETRATION, ELECTRICAL- FINAL, INSULATION, FIRE SAFETY INSPECTION , FIRE RESISTANT CONSTRUCTION, FINAL, Fees: As Built Commercial $ 84.00 CO Commercial-Addition/Alteration $100.00 Total 1 4_00 Building Inspector �r TOWN OF SOUTHOLD-BUILDING DEPARTMENT Town Hall Annex 54375 Main Road P. O. Box 1179 Southold,NY 11971-0959 Telephone (631) 765-1802 Fax (631) 765-9502 It lay . .tartNticl:i:< 11 .1"c1r Date Received APPLICATION FOR BUILDING PERMIT For Office Use Only ^ PERMIT NO, �� Building Inspector:wmm,,,, n ..._.. J A N 2 3 21025 Applications and forms must be filled out in their entirety. Incomplete applications will not be accepted. Where the Applicant is not the owner,an Owner's Authorization form(Page 2)shall be completed. Date: OWNER(S)OF PROPERTY: f O Name: . SCTM # 1000- 9 Project Address: -. Phone#: � � _ � Email: I Mailing Address: CONTACT PERSON: i Name: c~, Mailin Address. Phone# ,„ Email; DESIGN PROFESSIONAL INFORMATION: Name: r - _( - Mailing Address: Phone#: _ Email it r-3z'r4ul CONTRACTOR INFORMATION:r,\ Name: aAJ -� Mailing Address: Phone#: �. - Ema . �.._... DESCRIPTION OF PROPOSED CONSTRUCTION El New Structqre EDAddi pan � Alt ration . e a"r ❑Demolition Estimated Cos Project: - ., ❑Other _ � - _ $ Will the lot be re-graded? ❑Yes, 00 WW 1 WYWill excess fill be removed from premises? ❑Yes es 1 PROPERTY INFORMATION Existing use of property: Intended use of property: 6.,,,qon or use distr` v}hich mises is situated: Are there any covenants and restrictions with respect to JL x this property? ❑Yes o IF YES, PROVIDE A COSY,. ❑ Check Box After Reading: The ownerJwntractor/design professional Is responsible for all drainage and storm water issues as provided by Chapter 236 of the Town code.,APPLICATION�S HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southdid,Suffolk,County,Newllork;and other applicable Laws,Ordinances o►Regulations,for the construction of buildings, additions,alterations or for removal or demolition as herein"described.The aQpficant agrees to rnmpry with all applicable laws,ordinances,building code, housing code and regulations and to admit authorized inspectors on premises and In building(s)for necessary inspections,False statements made herein are punishable as a class A misdemeanor pursuant to Section 218.45 of the New York State Penal Law. Application Submitted By (prin a ✓ Llthorized Agent ❑Owner Signature of Applicant: Date: STATE OF NEW YORK) COU TY 4*�enamecl, Bing duly sworn, deposes and says that(s)he is the applicant (Na a of (S)he is the (Contracto Agentt, rporate Officer, etc.) of said owner or owners, and is duly a o pe orm or have piFformed the said work and to make and file this application; that all statements contained in this application are truto the best of his/her knowledge and belief; and that the work will be performed in the manner set forth in the applicatibr. %therewith. Sworn efore me this )j 5ay of 20 of Podl - State f" Yor No.01 MA 354 0 Qualified in Suffolk unty PROPERTY OWNE UTHO IZATION '� My Commission Exp.0 iJ tf A (Where the applicant is not the owner) a I, residing at i do hereby authorize to apply on my behalf to the Tow 'Southold Building Department for approval as described erei, wner's Si nat4m to P int Owner's ame 2 S� 9114tr)T1.2—11�-) Bc 00 0 � a ro SITE PLAN USEDTERMINATION 6 0 5 ? W t Initial Derminatira n L__�LANNNG BOARD ...._.r _. .........— Date Sent: Date: U��A`✓ _. r r �?. �... . tom... .... _.. ..__. Project Name: ,,-.,... Project Address � ......._. .��. ...,_... . ...... ... .... � __w.�,...�..._,_-_..__........w--__..�.............�,�...�........�_-.,.,.�.__ �.�....-„.......�.���� Zoning Districts Suffolk County Tax Map No.: 1000- Request: �Le_ o-11 ..W, .._t. -6 ..:.w al�. Q I�_ supporting documentation as to proposed use or uses should (Note: Copy of Building Permit Application and supp g be submitted.) Initial Determination as tow use �s permitted� «i m, ,...._.. .- I ._..�....Initi_a.I.Determination Ma�s.w.-t.-o- whether site.plan Ian_i..s�.I,_e_-qw�u_.i_r�e d �....�_�. ............w....w�......_... .n......�...m.��..... Signature o wilding Inspector p R e f e r r a I: _... .._. ,_.�_....__...... ... _.. .,,,_� �. __._..�.�t __.m.__�_.. ......H./267 _ ...... ._. ,,. Planning Department (P.D.) � Date of Comm �_ P.D. Date Received: / G 1Ia L•' Comments:_ ..w . .m -An � C t _ '� Signature of Planning Dept. Staff Revie r Fin W, l Q t rminatiort Date: �...-..._.. ..-._�_. ..-..�_�_...�..........�_......�w.__.w.�.._._. Decision_ .___. . _. .. Signature of Building Inspector P y/`NI d l/'>•Y /J5 1..,,,� O/!•l/.✓Ulf ✓ �, /%1/ / /// /,:/„W"V, N /� 10 f /,/OL � 8O 0 ,. March 6t' 2026 Suffolk County Department of Health Services 360 Yaphank Avenue zas Trio a Ya hank +a " ,toy 11"4 Yap hank,NY 11980 Tel: (431)4"-0 ftx; ( 1)477- $7'7 RE: GREENPORT GROUP LLC vru. 920 CHAPEL LANE,GREENPORT NY 11944 TAX MAP ID# MAY** 1000-045.00-02.00-010.005 KEVIN SIWSSI EXT 21 To whom it may concern: TRAWrIm The possibility of sanitary sewers, appurtenances, and sewage disposal facilities PATRICK BRENNAN for the above-referenced l have been inspected the Green Sewer District DEMM MIA P P by P (,the")istrict")and the district hereby confirms that it currently has the capacity to service the extant 8 units on the'property, each consisting of 2 bedrooms and 1 MARY`s p"nups bathroom. Please note that any changes to the property that could result in an expansion of sewer usage shall require prior notice to and reinspection by the Village and any alterations to existing or new sewer connections shall require first obtaining a LILY DOUGHERTY-JOHNSON permit from the Village. If I can be of any further assistance,please contact me at(631)477-0248 JULIA ROBINS Regards, VILLA" RK �,- CANDACE HALL EXT 214 Adam Hubbard Village of Greenport Waste Water Treatment Plant Ernesto Rosini,P.E. Engineerizig Consulting Services RC, ERNESTO ROSIN[, P.E. 9 Leonard Street ENGINEERING SERVICE P.C. Wading River, NY 11792 Uh Tel 631.-680-2485 ernestrosini@(7rnaH.con) b Date:April 16, 2025 Southold Town Building Department 53095 Route 25 PO Box 1179 Southold,NY 11971 Re: Wastewater Load Evaluation—920 Chapel Lane, Greenport, NY 11944 Greenport Group LLC Tax Map ID number: 1000-045.00-02.00-010.005 920 Chapel Lane Greenport NY 11944 Dear Sir or Madam, This letter is to inform you that I have been retained by the property owner of the referenced project located at 920 Chapel Lane, Greenport,NY 1]944 to provide professional engineering services related to wastewater load calculations. The owner is proposing to convert eight (8) existing one-bedroom cottages into eight (8) two-bedroom cottages. In reviewing the historical engineering report prepared by Michael Chiarelli, P.E., of Huntington Station, NY, dated November 2012, it is noted that the current sewage disposal system was designed for eight units (each>1,200 sq. ft.) at a capacity of 300 gallons per day (GPD)per unit. That report also indicates that two-bedroom units require 220 GPD. Based on this information, it is clear that the system's original design capacity of 2,400 GPD (8 units x 300 GPD) is sufficient to accommodate the proposed conversion. The total projected wastewater load for the proposed eight two-bedroom cottages is 1,760 GPD (8 units x 220 GPD), resulting in an additional wastewater load of 880 GPD compared to the existing usage. As a Licensed Professional Engineer in the State of New York (License No. 094477), 1 have reviewed the proposed changes and confirm that the existing system has adequate capacity to handle the increased load. Therefore, no upgrades to the existing sewer connection are necessary as a result of this proposed conversion. Should you require any additional information or documentation, please do not hesitate to contact me; Sincerely, OF Nk-t�, 7' 000 C� A —NY License No. 09447 Ernesto Rosini, P.E. Licensed Professional Engineer 7 yy� J rfi N SAN SIMEON PUMP STATION TOWN OF SOUTHOLD, NEW YORK ENGINEERING REPORT FOR. REFURBISHMENT OF SAN SIEON PUMP STATION .PREPAUD FOR GREENPORT GROUP LLC or P. "' % Michael P. Chiarell Reeer, P.C. 1954 NE A"YORK HUNTINGTON STATION,NEW PORK 11746-2906 TEL (631)673.3M FAX (631)6733842 REVISED NOVEMBER 2012 REVISED MARCH 2012 VISED FEBRUARY 2012 VISED JANUARY 2012 REVISED NOVEMBER 2011 AUGUST 2011 SECTION III PUMP STATION CAPACITY SANITARY...Sid: !FI.O .+' The average daily design flow for sewage is the average of the daily volumes of sewage to be pumped for a continuous twelve (12)month period. i The average daily design flow for the proposed refurbishment of the Pump Station is derived as follows: A. ewage,Elow, 4� EiRe Miniffigal The existing forge main is 4" diameter, approximately 1,400 feet long and terminates at the Greenport Sewage Treatment Plant. SCDHS standards require a minimum velocity of 2 fps in the pipe at all times. Therefore, the minimum pumping rate is 78.17 gpm or 112,565 gpd as shown in the following calculation: 3 Q = V x A = 2 L x .08725 f tz = .1745 sec = 78.17 gpm B. Ntw"S Low— SQHS S f gndrd The original design was for a 150 cottage type retirement community. However, the pump station my serves the existing 8 cottage type houses and a church. The standard design low criteria of the SCDHS is based upon the type, number and size of units and generates an average daily design flow as follows: i No. of Units ( Flow nit To 8 cottages x 300 gpd (>1,200 sq. ft.) _ 2,400 gpd 450 seat church x 4 gpd/seat . 1 00 gpd TOTAL — � pEAKFLrOW SE' UPON 4,3PEAKFACTOR MOW W'd 5 MkhulF.(niuelli EnOuw,P.C. Peaking factor is established by criteria established in Ten States Standards. 18 + p 18.236 P.fi, -72 3-6 4.3 rp C. Sew= Flow—Skimmary of AnLtIjkgj A summary of th various techniques for estimating the sewage flow as related to the pump station , as follows: 1. 4" existing force main (to maintain velocity of 2 fps) 112,565 gpd 2. SCDHS design criteria: 18,060 gpd D. BMIij of RtfurbidlMent De-sigM FI!2w The basis for this'refurbishment design flow shall be taken as the maximum Of the calculated flows listed above, which is 112,565 gpd. E. ftah Flo. Based upon the 4isting conditions of the site, the calculated peak flow will be 12.54 gpm (18,0 gpd - 1,440 min/day), which is well below the 78.17 gpm flow required to maintain a 2 fps minimum carrying velocity through the existing 4"force main. Therefore, the peak flow used will be 78.17 gpm. The basis of desio for the proposed refurbishment of the pump Station is 78-17 gpm and all calcolations in this report address the requirements for the pump i station to deliver 7,8.17 gpm. Michael P.ChiaTelli Engineer,P.C. 6 San Simeon Pump Station Job#319-001-10 Gremport Group Aerial view showing existing sanitary pumping station and force main locations SECTION 7-PUMP STATION BASIS OF DESIGN 1. Average Daily Dc§ign `low Criteria: The average daily design flow for the development using established SCDHS c6teiia, based on the original approved retirement home community is presented in Table No. 7-1 below: TABLE NO.7- 1 ORIGINIAL AVFRAGE DAILY DESIGN FLOW USAGE QUANTITY UNIT DESICN FLOW AVERAGE FLOW 100 Galls,2pa�/Unit 12,400 Gals./Day 2-Bab-omn Units 26 Units 225 Gals,_DR/Unit 5_- M Gals./Dav--.-- Nlynt�H�me 84 Beds 150 Gals./Dammed 12,600 GalsJDay .__.._w._ Motel Units —its 11 M GaI8/Da W----L--y-—- Chavel ? 1.5 Gals./CTita Not 1. ed Total Dt Flow 31,700 2. Pelk Daily DgNign Flow Criteria: A. Population Equivalent: Design Criteria: 75 gals./day/person Population 31,700 gals./day/75 gals./day/person Population=422.7 people Say 423 people B. Peak Hour Flow Rate Factor(f peak): f peak=(18-i- �P) / (4+Nj P) f peak =(18+ w1.423) / (4 4 4.423) 0,65 4 -f-0.65 f peak= 18.65 = 4.0107 Say 4.02 4.65 C. Peak Flow Rate(Q peak): Q peak= f peak K Average Daily Flow/1,440 Minutes/Day Qpeak=4.02 x 31,700 Gals./Day/1,440 Minutes/Day Q peak=92.4 Gals./Nlinute 3. Painy Station Des`Ewa: A. Criteria: Minimum wet well capacity 30 minutes detention @ average daily flow. P.W.Crosser consulting, Inc® P.W, Grosser Consulting Engineer&HydrogeoJogist, PC 9 630 Johnson Avenue, Suite 7 - Bohemia, NY 11716 PH 631-589.6353- FX 631.569.8705 - www.pwgmsser.corn New York, NY - Seattle, WA- Greensboro, NC B. Minimum Required Wet Well Capacity: Minimum Wet Well Capacity = .4LI.,iC1,)a , x30 Minutes 1,440 Minutes/Day Minimum Wet Well Capacity=660.4 Gallons Say 660 Gallons. C. Existing Wet Well Size: T-2"diameter precast concrete wet well with interior diameter of 6'-0" D. Existing Wet Well Effective Depth: Minimum Effective Depth= 660 Q a Is, 4 Minimum Effective Depth=3.12 feet Say 3'- 2" Existing Wet Well Depth: (Based on plans of 142M Consulting Engineers on file at the office of the SCDHS); Existing Low Water Level = (-) 187 Existing High Water Level + 0.79 Existing-Effective Depth T-'6 feet=3'- 8" E. Existing Wet Well Depth Characterizes: Existing Wet Well Characteristic: (Based on plans of H2M Consulting Engineers on file at the office of the SCDHS): A. Top Slab Elev. +10.3 B. Invert Elevation of Influent Sewer Elev, + 2.09 C. High High Water Alarm Elev. None specified D. High Water Alarm Elev. + 0.79 E. Both Pump on Elev. 0.00 F. Lead Pump On Elev. (-)1.00 G. Both Pumps Off Elev. (-)2.97 H. Low Water Level Alarm Elev, None provided 1. Low Low Water Level Alarm None provided J. Bottom of Wet Well (-)3.37 K. Bottom Elevation of Base Slab Elev. (-)4.05 Total Height of Wet Well 110.30- 3-37) = 13.67 feet P.W.Grosser Consulting,Inc• P.W.Grosser Consulting Engineer&Hydrogeologist, PC 10 630 Johnson Avenue, Suite 7 • Bohemia, NY 11716 PH 631.5139.6353 . FX 63L 589.8705 - www.pwgrosser.com New York, NY•Seattle, WA• Greensboro, NC 4. Buoyancy Calculations: The design report for the pump station prepared by F12M Consulting Engineers on file at the office of the SCDHS made no mention of buoyancy, in spite of the fact that the bottom of the station wet well was at elevation (-) 4.05. The SCDHS raised this issue in a letter dated October 24, 1984, however the design engineer responded that calculations were: made and " it was determined that ground water would not cause a buoyancy effect on the structure." A. Design Maximum 100 Year Elevation: 11.0 + 1.0 foot or elevation 12.0(See Section 6,0 for data on 100 year flood elevations and datum's in area immediately arowid the station. B. Minimum Top Slab Elevation: Use elevation 12.0 for required minimum top slab elevation of station. C. Existing Uplift Forces(full submergence): Uplift Force=n 7'-2" 7 x( 14.35' ) x 62.4 Lbs./Cf, 4 Uplift Force=36,035 Lbs. D. Existing Down Forces(weight of empty structure): Down Forces=weight of(top slab+bottom slab+ walls) Down Forces=(7jc ( 7'-2")2 x 0.67' x 150 Lbs./Cf. =4,038 Top Slab 0'-8" 4 +(-x_tC7'-2- 2 x 0,67' x 150 Lbs/Cf. =4,045 Bottom Slab 0'-8" 4 7'-212-rt (a' ()- x 13.0 Ft, x 150 Lbs./Cf.=23,361 Wet Well Wall 0'-7" 4 4 Down Forces =31,444 Lbs. Net Up Lift Force= 3 6,03 5 Lbs. -31,444 Lbs. =4,591 Lbs. Currently there is a deficiency of 4,591 Lbs, It is proposed to correct this deficiency by raising the top slab about 2'-6"at a new top slab elevation of 103+2.5= 12.8,hereby the following revised calculations would apply: E. Anticipated Uplift Forces (full submergence elevated top slab): Uplift Forcc=7E 7'-2" 2 x ( 16.05') x 62.4 Lbs./Cf. 4 Uplift Force=40,304 Lbs. F. Proposed Down Forces (weight of empty structure elevated top slab): P.W.Grosser Consulting,Inc- P.W. Grosser Consulting Engineer&Hydrogeologist, PC 11 630 Johnson Avenue, Suite 7 - Bohemia, NY 11716 PH 631.589.6353 - FY. 631,589,8705 - www.pwgrosser.com New York, NY- Seattle, WA- Greensboro, NC Down Forces=weight of(top slab +bottom slab +walls) Down Forces=(?t : _ 1 x 2.00 x 150 Lbs. = 12,054 New Top Slab 2'-0" 4 +(n)( 7'-212 x 0,67' x 150 Lbs./Cf. = 4,045 Bottom Slab 0'-8- 4 (70 7'-2 '—It f�a'-_C"")`„x 14.16' x 150 Lbs./Cf.=25,446 Wet Well Wall 0'-5" 4 4 Down Forces =41,545 Lbs. 41,545 Lbs.Downward forces are greater than uplift forces of 40,304 Lbs, OK 5. Puma Size: A. Minimum Pump Size Criteria: Minimum Capacity=maximum flow rate B. Design Maximum Flow Rate: Maximum flow rate=92.4 Gals./Minute 6. Force L,4gin and Pum ors: A. Force Main. Existing 4"0"Ductile Iron Force Main 1.) Static Head: High Point Elevation: 46,77' Pump Shut Off Elevation (-)2.87' Static Head — 46.77—(-}2.87=49.64 Ft. 2.) Dynamic Head : Interior Diameter Pipe :"D" — 4.0"inside diameter Coeff.of Friction"C": — 120(30 years old) Pipe Length: — 1 A00 Ft. Equivalent lengths of: Bends 90 deg.(3 @ 9') — 27 Ft, Bends 45 deg.(2 @ 5') 10 Ft. Check Valve(1 @25') — 25 Ft. Plug Valve(1 @ 10') — 10 Ft. Total Equivalent Length — 1,472 Ft. Say 1,500 Ft. P,W.Grosser Consulting, Inc• P.W. Grosser Consulting Engineer&Hydrogeologist, PC 12 630 Johnson Avenue, Spite 7 .Bohemia,NY 1171.6 PH 631.589,6353 •FX 631.56M705 • www.Pwgrosser.com New York, NY•seattle, WA + Greensboro, NC HI,Head Loss Using flazen-Williams Formula: H1,Head Loss= (10,44 x L x (V,p,-,)'"-' C x sirs HI Head Loss= (10.44 x 1500 x(V,,,jl'85 1210"5 x (4,0,j"8"55 Pump Capacity Analysis 160 140 120 .......... IL 100 syslom Curve so PUMP 00VO so 20 0 50 100 150 200 250 300 3,50 Flow(GPM) 5.) Pump Operating Point: ftnp Design Point=90+Gals,,,Minute @ 61 TDH 26Al Lbs./Sq-In.) 6.) Surge Pressure Calculation: Velocity of Pressure Wave (Ft./Sec.) a L (1+ [(k)"E)x(d/t)x C I I) a=L (I-T- [(313,000/33,000,000)x (4/34 x 11) P.W. Grosser COT)SLfting, Inc- P W, Grosser Consulting Engineer ek Hydrogeojoglist, PC 13 630 Johnson Avenue, Suite 7 - Bohemia, WY 11716 PH 631,589.6353 - FX 63 1,589.8 705 . www.pwgrossEr.com New York, NY - Seattle, WA - Greensboro, NC a= 15001 1,1115858 a= 1,350 Ft./Sec. where k=modulus of water compressibility 313,000 psi at 60'F d=pipe inside diameter 4.00In. E=modulus of elasticity of ductile iron pipe 33,000,000 Lbs./Sq.1n. t=minimum pipe wall thickness 0.34 In. C, = pipe constraint constant 1.0 Critical Time of Travel of Pressure Wave(seconds) TCR=2L/a =2 x 1,500/1,350=2,222 seconds where L=length of force main 1,500 Ft. a=velocity of pressure wave 1,350 Ft./See. Maximum Surge Pressure(Lbs./sq. In.) hMAx=aV/g = 1,350 x 2.36/32.2—1 9,89 Feet(6.20 lbs./Sq.In.) where a=velocity of pressure wave 1,350 Ft./Sec. V=velocity of liquid in pipe 2.36 FtJSec. g=gravity acceleration 312 Ft./Sec./See. Total Pressure Exerted on force Main(psi) Maximum Surge Pressure =hNIAX = 19.89 Feet equivalent to 6.02 Lbs./Sq.ln. Pressure Head at Pumping;Station=TDH =61.56 Feet equivalent to 26,65 Lb&Bata. Total Maximum Pressure = 32.67 Lbs./Sq.ln. Class 150 pipe ductile iron pipe is rated for 2,500 Lbs./Sq.ln.burst pressure less than 32.67©K. 7j QrjUjgpl And , la+: rna t turat s: The original construction included the installation of two (2) submersible 3" solids handling pumps with rated minimum capacity of 105 Gals./Min, each at total discharge head of about 65 Ft. Pumps were Peabody Barnes,Model No. 4SEH752, 1750 R-PM with 7,75" impellers, single phase,230 volt. In 2009 these pumps were replaced with two (2) new ABS Model No. E.I30D-4, 3 phase, 230 volts, 7.5 horsepower ABS 3" solids handling submersible pumps. These pumps are capable of handling the peak design flows. P.W. Grosser Consulting,Inc. P.W. Grosser Consulting Engineer& Hydrogeologist, PC 14 630 Johnson Avenue, Suite 7• Bohemia, NY 11716 PH 631.589,6353 • FX 631.589,8705 • www,pwegrosser.com New York, NY. Seattle, WA• Greensboro, NC SECI"I N 2-DESCRIPTION OF SITE The(GG)pump station was formally referred to as the San Simeon Sewage Pump Station was approved by the Town of Southold in 1984. The gravity sewage collection system and pump station was approved by the Suffolk County Department of Health Services (Reference No C10-89-015) on December 1, 1985 for only eight (8) units. Permission to discharge sewage to the Village of Greenport Sewage Treatment Plant was granted to the owners(St.Peters Lutheran Church),by the New York State Department of Conservation and the Village of Greenport. As of July 1, 1990 the Village gave permission to the then owner of the property, San Simeon Properties Associates, permission to discharge 3,600 gals./day of sewage into the Village collection system(the design flow of the proposed Phase I development). The current owners of the property and pump station, The Greenport Group, LLC, indicate that the original project approval has be rescinded, as the Town of Southold has up-zoned the area for two (2) acre, residential development. Under the two (2) acre zoning requirement the development potential of the parcel would be considerably reduced to about a total of twenty(20)residential units,which in turn would significantly reduce the amount of sewage required to be conveyed to the Village of Greenport collection system. The site is generally flat with grades vary from a high elevation of about 28 AMSL in the northern and western portions of the property to about 10 AMSL along south east portion. Sufface drainage is generally south and southeast towards un-drained areas of the properties located to the east and south of the property. P.W.Grosser Consulting, me • P.W. Grosser Consulting Engineer&Hydrogeologist,PC 2 630 Johnson Avenue, Suite 7- Bohemia, NY 11716 PH 631.589.6353- FX 631,589.8705. www.pwgrosser.com New York, NY- Seattle, WA- Greensboro, NC .......... _ _ ... q m ti _1 a F. E µ in Sd"" a va e, IS rp U f oo + x, Z Ln OA ar i E r i --—------­---------- . ....... n,U_ - 11,11,111,11--.-................ t L, A� u.z.- g . ... ....... ...................... .............. ca.......... -—--------- ------- - -------------- ............. 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La .............. ...................... 0 6 I- U_ Old Q) 0 (l u 45 q". 0ii0 0 V) ......... ............... 12 J. 0 Q) 0 ... .......................................Il- M 0 ZD C) cl, .............. ................... .......................................................................... .... ............... ------------- --------- ............ ...... ............................................. --—-------------- ------—-----.............................. ....... ......­­­­ 1441 Rear Rear wh 14'-6' 6'-5' 6'-5' ji CL CL 5'-10° Bed 13'-6' Bed Room 13'_6° Room A C L, -- � "6'-9" 6'-9 i f i ash/dry wash/dr, �- Bath 6'-2 Living U/T EP EP U/T _Bath g -5"C/L : '-1' ® ® 9'-i �T-5' C/L Room 18'-3' Living MER 0 .._... wh wh 0 0 18'-3• Room 13'-3° C/L -11'`_ -il' C/L 13'-3° t± 3'-4 3'-3' 9'- -Kitchen 0 0 Kitchen -s' 3,-3" ,I4" 'I 0 0 11'-6' 6'-6 ~� s' ref. d/w Id IF ref. s 3' 4 3, i t stor. Bed Bed Room 5'_10' Front 5'-10' Room Fron t _- ..... ................ y NIT 2 13 -3 UNIT 1 stor. jf 13'-3" {'� $��F F y F 9447-7 FLOOR PLAN 3/16 = 1 10' Ernesto Rosini, P.E. Engineering Consulting P.C. JLT Team LLC 2042 N. County Rd Suite 105 920 Chapel Lane Greenport NY Wading River NY 11792 Residential FLOOR PLAN 631.680.2485 ernestorosini@gmail.com UNITS 1 & 2 SCTM # 1.QQ0-045.QQ-02.00-010.005 DESCRIFWN DATE 5UWN BY DATE DWG. NO. SHEET NO. R E V I S 1 0 ER 1 10 2025 2 of 5