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Home My WebLink About52751-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#: 52751 Date: 03/12/2026 Permission is hereby granted to: Greenport Group LLC PO BOX 1000 Woodbury, NY 11797 To: Unit 5- 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 $984.00 CO Commercial-Addition/Alteration $100.00 Total SI.R$4.99 r Building Inspector s tea' 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 I ttl2, ,f:'wN°N w soutilo](lt:owilkl ,ggy Date Received APPLICATION FOR BUILDING PERMIT (-u l'O^ i For office Use Only t �P PERMIT NO. .`—� � Building l�astre��:�e�'.w lb _www_�. �" '�3.J is N 2 90/5 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: r I O Name: SCTM # 1000- 9 Project Address: �,;, � ~ -Jimail 1 Mailing Address: � . CONTACT PERSON: Name: ! � Mailing Address: _. Phone#: - ��_ Email: DESIGN PROFESSIONAL INFORMATION: Name: ,„ Mailing Address:��.��"' t, Phone#: _ �i� " Email: / L CONTRACTOR INFORMATION: Name: Mailing Address; c Nl _w.. � rN Ph Emat.one#: �...., -. t � ro DESCRIPTION OF PROPOSED CONSTRUCTION ❑New Structs.re ❑Addi ion �-]Altjration eppair ❑D•molition Estimated Cast of Project: ❑other_ �.... . $Y - Will the lot be re-graded?.❑Yes — Will excess fill be removed from premises? ❑Yekm 1 PROPERTY INFORMATION Existing use of property: Intended use of property: on or use distr'' v�hich Zmises is situated: Are there any covenants and restrictions with respect to JL this property? ❑Yes o lF YES, PROVIDE A COPY. ,Check Box After ReadIng: The owner/contractor/design professional is responsible for all drainage and storm water issues as provided by chapter 236 of the Town Code.APPuCATIDN Is HEREBY elfADE to the Building pepartment for the issuance of#'Building Permit pursuant to the Building Zone Ordinance of the Town of Southold',Suffolk,County,New fgrk and other applicab{e Laws,Ordinances or Regulations,for the construction of buildings, additions,aiterations or for remorral or demolition as herein described.The applicant agrees to comply with inapplicable laws,ordinances,building code, housing code and regulations and to admit authorimd Inspectors on premises and in bulks ft(s)for necessary inspections.false statements made herein are punishable as cl a ass A misdemeanor pursuant to Section 210.45 of the New York State Penal Law. Application Submitted By((prin ame : "tip 4 uthorized Agent ❑Owner Signature of Applicant: Date: STATE OF NEW YORK) COU 'TY OF eing duly sworn, deposes and says that (s)he is the applicant (Na a of individual signing c ntract) above named, (S)he is the - —K:(Co�tracto�Age�nt, porate Officer, etc.) of said owner or owners, and is duly au have performed the said work and to make and file this application; that all statements contained in this application are tru �to the best of his/her knowledge and belief; and that the work will be performed in the manner set forth in the applicati of ile therewith. Sworn efore me this ay of ,20 � - otalldpPagbPoblic-State Yo No.01 M' A 354 0 Qualified it Suffolk unty Poly Commission Exp.02 1/2025 PROPERTY OWN ERJAUTHORIZATION (Where the applica it is not the owner) residing at i do hereby authorize to apply on my behalf to the Tow Southold Building Department for approval as described herei wner's Si not re to w P int Owner's ame 2 TOWN OF SOUTHOLD BUILDI G DEPT: 631-765-180 INSPECTION [ ] FOUNDATION 1 ST/ REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION/CAULKING i ] FRAMING / STRAPPING [ ] F AL ] FIREPLACE & CHIMNEY [ FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ECTRICAL (ROUGH) [ ] ELECTRICAL (FI AL) [ CODE VIOLATION [ ] PRE C/O [ RENTAL V N -'T VIAL VA DATE ID INSPECTOR A-4 LLB( �__: �.... ... .�... .. r" �bF 4 L C- Me SITE PLAN USE DETERMINATION p 1 2025 SO11'IX`HOLD TOWN PLANNING BOARD initial Determination --..., Date Sent:O�� ZS Date: U�� Project Name, : .._._......_.0 _-..... .. ., w. . .... .-- ww .., __.... _....._, Project Address; Suffolk Count Tax Map No.—l00 µ__.. 5.. olmµPXµ zoning Dist - 10 5 � District: e .. _� . nit r' r' __.�. �.... Requests L � M .� �..—._w.._..� ,.,..��_: .C� .r._ (Note- of Building Permit Application and supporting documentation as to proposed use or uses should (Note Copy g be submitted-) Initial Determination as to whether use is permitted: m—�.J.._... --m•- - -- "" °°°— — "� "` `M Initial Determination as to whether site la .. n i s required: �...�?_.,_._...w...—.�_._.——,.��..._._..�.._. Signature o wilding Inspector - - Jt� / �J� .... .......—....�.._.�.....�Date of Co .. ... w�..--..;�_�..... Comment: 7j 1 /26 Planning Department(P.D. Referral: P.D. Date Received: �v ��`�� .,—.4 E u�"a"�'' � q ; r - _ t 4_,__. om NtL — r _ �� or J Signature of Planning Dept. Staff Revie r Fin l Determination Date: Signature of Building Inspector y� H rvh i„i� U�O�illl,o/�/ 1�" �r11��/r�l>�,/9 r��irx�el��,,,✓ira�m� �r�ro�I��i/�r/��i�c�rr✓o�,�. �a,,,io�., 1,, � S® March 6t' 2026 4. e` Suffolk County Department of Health Services 236 TKMD SMrr 360 Yaphank Avenue Gana ,NY 11"4 Ya Phank NY 11980 Tel- (4311)477-0 Pax: (631)477-1477 RE: GREENPORT GROUP LLC vftt+rg r**n 920 CHAPEL LANE,GREENPORT NY 11944 TAX MAP ID# MAYOR 1000-045.00-02.00-010.005 KEVIN STUESSI EXT 21 To whom it may concern: era The possibility of sanitary sewers, appurtenances, and sewage disposal facilities PATRICK II for the above-referenced I have been inspected b the Green port Sewer District DEPUTY parcel P Y Po (the"District")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 ams minum 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 CAI UGHERTY-3OH fit permit from the Village. If I can be of any further assistance,please contact me at(631)477-0248 JULIA ROBINS Regards, VILLA" ' CANDACEHAU EXT 214 Adam Hubbard Village of Greenport Waste Water Treatment Plant Ernesto Rosizii,T'E. E'ngineering C()nsi.ddn1c1 T S�I,rvk:e PC ERNESTO ROSINI, P.E. 9 Leoriard Street ENGINEERING SERVICE P.C, Wading River, NY 11792 Uh 1'el 631-680,-2485 erriestrosiniftabmail.corn 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 11944 to provide professional engineering services related to wastewater load calculations. The owner is proposing to convert eight (8) existing one-bedroom cottages into eight (9) 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 N. 7 Ernesto Rosini, P.E. Licensed Professional Engineer—NY License No. 094477 ORR- SAN SIMEON PUMP STATION TOWN OF SOU'THOLD, NEW YORK ENGINEERING REPORT � e FOR REFURBISHMENT OF SAN SIMEON PULP STATION PREPARED FOR GREENPORT GROUP LLC car P. Michael P. Chiarelli En eer, P.C. 1954 NEW YORKAVE E HUNTINGTON Sl'ATION,NEW YORK 11746-2906 TEL (631)673-MU FAX (631)6733942 Jy f bF REVISED NO VEMBER 2012 REVISED MARCH 2O12 REVISED FEBRUARY 2012 VISED JANUARY 2012 ''WISED NDVEMBER 2011 AUGUST 2011 JECTION III PUMP STATION CAPACITY SANITARY SE31AALE EW 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. The average daily design flow jor the proposed refurbishment of the Pump Station is derived as follows: A. SgwM k]ow —411 Pipe Minimum 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: = V x A = 2 x .08725 ft' _ .1745 `3 = 78.17 gpm sec sec B. E UH da The original design was for a 150 cottage type retirement community. However, the pump station only serves the existing 8 cottage type houses and a church. The standard design fow 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 11n is ow nit To ow 8 cottages x 300 gpd (>1,200 sq. ft.) - 2,400 gpd 450 seat church x 4 gpd/seat _ �,800 TOTAL ?�, �EAKF�OW BSED UPON 43 pEAKFACTOR , OW ad `" tvlich�el P.(;hia�elli "e >P.C. Peaking factor is established by criteria established in Ten States Standards. 1$ + p 18.236 P.F. — = 4.3 4 + 4.236 C. Sewage Flow—Summilry, of AnallLe A summary of th various techniques for estimating the sewage flow as related to the pump station is as follows: i 1. 4" existing fb ` main (to maintain velocity of 2 fps) 112,565 gpd 2. SCDHS design criteria: 18,060 gpd D. BIgis of&furhIdjMjnt Dysigg Flow 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. Based upon theisting conditions of the site, the calculated peak flow will be i 12.54 gpm (18,060 gpd = 1,440 min/day), which is well below the 78.17 gpm flow required to aintain a 2 fps minimum carrying velocity through the existing 4"force main. Therefore, the peak flow used will be 78.17 gpm. f s The basis of desiirl for the proposed refurbishment of the pump station is 78.17 gpm and all calcllations in this report address the requirements for the pump i station to deliver 78.17 gpm. i k ,I Michael P.Chiarelli Engineer,RC 6 San Simeon Pump Station Job*319-001-10 Grecnport Group Aerial view showing existing sanitary pumping station and force main locations SECTION 7—PUMP STATION BASIS OF DESIGN I Average Daily Design Flow Criteria: The average daily design flow for the development using establishers SCDHS criteria, based on the original approved retirement home community is presented in Table No,7-1 below: ' *('ABLE NO.7— 1 ORIGINIAL AVERAGE DAILY DESIGN FLOW USAGE QUANTITY UNITI)FUSIGN FLOWrv- AVERAGE FLOW GaWD*y I -Bedroom Units 124 Units IOO�Gal§,2 X/Unit 12.400 Gals./Day 2-Bodmom Units 26 2-2-5-�� Tq/Unit 50800 Gals NM!!m�&Uonie Beds 84 Beds ISO Gals.LD� 1�� 12,600 Gals./Day Motel UW�— 9 -------- —iOOGals./D 1�jn,it 900 Chapel ? 1. 0 Xy ta jj)t'Alk IDW 3 2. Peak Daily L)csign FIqw L.riteria: A. Population Equivalent: Design Criteria: 73 gals./day/person Population=31,700 gals./day/75 gals,/dayperson Population=422.7 people Say 423 people B. Peak Hour Flow Rate Factor(f peak): f peak=(18+ � P) / (4+ VP) f peak =(18+ �.423) / (4 4- 4.423) = Lg_f, 0,65 4 +0.65 f peak=1 .65 = 4.0107 Say 4.02 4.65 C. Peak Flow Rate (Q peak): Q peak= f peak x Average Daily Flow/1,440 Minutes/Day Q peak=4.02 x 31,700 Gals./Day/1,440 Minutes/Day Q peak=92.4 Gals./Nlinute 3. Eumg Station Design: A. Criteria: Minimum wet well capacity 30 minutes detention @ average daily flow. P.W.Grosser Consulting, Inc- P.W. Grosser Consulting Engineer&Hydrogeologist, PC 9 630 Johnson Avenue,Suite 7- Bohemia, NY 11716 PH 631.S89.635%Fx 631.589.8705 -www.p,,vgrosser.com New York, Y - Seattle, WA- Greensboro, NC B. Minimum Required Wet Well Capacity Minimum Wet Well Capacity = _31_jgt_)C LiaLsj.h, 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 Gals./7,49 QaIsdCu.Ft./(a)0%1X t! 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 = (-) 2.87 Existing High Water Level + 079 Existing-Effective Depth = 3.66 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. Bijtb Pumps Off Elev. (-)2.87 H. Low Water Level Alarrr 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 (10.30— 3,371 = 13.67 feet P.W, Grosser consulting,inc- P.W.Grosser Consulting Engineer&Hydrogeologist, PC 10 630 Johnson Avenue, Sulte 7 - Bohemia, NY 11716 PH 631.589.6353- FX 631,589,8705 - www.jowgrosserxom New York, NY- Seattle, WA- Greensboro, NC 4. Buoyancy nc 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 arotutd 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")z x( 14.35' ) x 62A 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 =(n)( 7'-2" 2 x 0.67' x 150 Lbs./Cf. =4,038 Top Slab 0'-8" 4 +Ca)_ 7' Z 'x 0.67' x 150 Lbs/Cf. =4,045 Bottom Slab 0'-8— 4 zc (7'-2 '—it 't) 0" 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=36,035 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 10.3+2.5= 12.8,hereby the following revised calculations would apply: E. Anticipated Uplift Forces (full submergence elevated top slab): Uplift Force=rr 7'-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 Englneer& Hydrogeologist,PC 11 630 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 Down Forces=wcight of(top slab +bottom slab walls) Down Forces= (n ;2,mm)l x 2.00 x 150 Lbs. = 12,054 New Top Slab 2'-0" 4 +(n)(T-212 x 0,67' x 150 Lbs,/Cf. = 4,045 Bottom Slab 0'-8— 4 7'-2)-—, 6'- 0''j-1 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. tumv A. Minimum Pump Size Criteria: Minimum Capacity=maximum flow rate B. Design Maximum Flow Rate: Maximum flow rate=92.4 Gals,/Minute 6. Eoreg Main and Pttnli :: A. Force Main: Existing 4"O"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.W inside diameter Coeff.of Friction"C": — 120(30 years old) Pipe Length: — 1,400 Ft. Equivalent lengths of Bends 90 deg.(3 @ 9') — 27 Ft. Bends 45 deg.(2 @ 5') — 10 Ft. Check Valve(1 cil25') — 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, Suite 7 •Bohemia, NY 11716 PH 631.589,6353 • FX 631.569.8705 ® www.Pwgrosser.com New York, NY• Seattle, WA • Greensboro, NC Hl,Head Loss Using llazen-Williams Formula: 1-11,Read Loss= (10.44 x L x(V,.,p,-,)185 C I x (di"'l. Hi,Head Loss= (10.44 x 1500 x(V,,j'85 805 Pump Capacity Analysis 160 140 120 100 0 80 —W Pufft$�curv. 60 40 20 0 0 so 100 150 200 250 300 350 Flow(GPM) 5.) Pump Operating Point: Pump Design Point=90 +Gals,/Minute eje�-.61 TDH (26.41 Lbs./Sq.In.) 6.) Surge Pressure Calculation: Velocity of Pressure Wave (Ft./Sec.) a=L/�(I'- [(I,;j"E)x(d/t)x C 1 1) a=L/y(I - [(3 13,00013 3,000,WO)x(4/34 x I P.W. Grosser Consulting, Inc- P W. Grosser Consulting Engineer& Hydrogeoiogist, PC 630 Johnson Avenue, Suite 7 - Bohemia, NY 11716 PH 631.589.6353 - FX 631,589.8705 - www.pwgrOS5Lr.com New York, NY - Seeittie, WA - Greensboro, NC a= 1500/ 1.1115858 a= 1,350 Ft./Sec. where k=modulus of water compressibility 313,000 psi at 60'F d=pipe inside diameter 4.00 In. E=modulus of elasticity of ductile iron pipe 33,000,000 Lbs./Sq.ln. 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./Sec. Maximum Surge Pressure(Lbs./sq, In.) hMAX=aV/g = 1,350 x 2.36/32.2=I 9.99 Feet(6.20 lbs./Sq.1n.) where a=velocity of pressure wave 1,350 Ft./Sec. V=velocity of liquid in pipe 2.36 Ft./Sec. g=gravity acceleration 32,2 Ft./Sec./Sec. Total Pressure Exerted on Force Main(psi) Maximum Surge Pressure =hl,,,,x = 19,89 Feet equivalent to 6.02 Lbs./Sq.ln. Pressure Head at Pumping Station=TDH =61.56 Feet equivalent to 26 L ,su/�SQ.ln,, Total Maximum Presslre = 32.67 Lbs./Sg1n. Class 150 pipe ductile iron pipe is rated for 2,500 Lbs./Sq.in.burst pressure less than 32.67 OK. 7. And Re lau mient Put 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 RPM with 7,75"impellers, single phase, 230 volt. In 2009 these pumps were replaced with two (2) new ABS Model No. E.130D-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.pwgrLsser.com New York, NY• Seattle, WA- Greensboro, NC SECTION 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 29 AMSL in the northern and westem portions of the property to about 10 AMSL along south east portion. Surface 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, Inc- 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.pwgrossL-r.corn New York, NY - Seattle, WA- Greensboro, NC PIT !now! -R ill — SITE L=ATION all —Aso ov\, SITE uVERIVIEW MAP NK�S NOT SURVEY REFERENCE ONLY SCTM 1000-04MOU-02AO-010005 P-M-nti.1 FLOOR Pl&�N SITE OVERWEIV RIM NO APPROVED AS NOTED CD DATE-3j2:A 16 B-P#— FJ I I OK 00 By-- NOTIFY BUILDING DEPARTMENT AT 6 1-765-1802 8AM TO 4PM FOR THE I 3 FOLLOWING INSPECTIONS: �N :� FOUNDATION-TWO REQUIRED FOR POURED CONCRETE g", MBING ROUGH-FRAMING&PLU INSULATION LIST CD L-CONSTRUCTION M FINA CD 3 BE COMPLETE FOR C.O. -3 T ET T14E ALL CONSTRUCTION SHALL ME MIENTS OF THE CODES OF NEW 1 E IBLE F6R E NOT RESPONS C� .0, STAT ROAS D ESI#41 OR CONSTRUCTION ER -onal Addilb A. jp/qSDM wash/dr fi Cerd cation May Be Required. H 4r r < 0 Ei- -01' L dbrvm-Ly,'lf1TH A'� , -E L! F- N E"Vill Y 0 R K S TUIT --10 E& WN Cu),--V �A, WRED AND CONDi.10��IS'C n SOUTHOLD Z-BA iz 0C U! �01��T 1-� —HOEDT LA LD 'TN �Oc !, Do� NX&DEC SO OLD HIP" -uu -1 Id/w! d 'w �—j ref. ref. s- CHI) ELECTRICAL Ei INSPECTION REQUIR 0 0 CD 3 F� J L )> C'n r-1 3'-4' Elec. Living Bed Room Room 13'-3" 13'-3° 5'-10" ® 5'- Rear �5'-10" 3'-5' C/L CAL. Front UNIT 6 _9,Bath (f1 a 14'-6' Bed -2' Room ;'-5d Q Kitchen 2'-2" � U ® 6'j —�? wh O O EP n n F stor. stor. 5/L 1-91 EP wh O OI Q U ® 2'-2" 11'-6'I <0 . Kitchen Bed 14'-6' Room Bath UNIT 5 ® O� 13'-6° Front C/L ;1-5'-10" Rear 5'-10' 5'-10` 13'-3' Bed 13'-3' Living Room Room V ; FLOOR PLAN Ernesto Rosini, P.E. Engineering Consulting P.C. dL'T Team LLC 2042 N. County Rd Suite 105 920 Chapel Lane Gtnport NY Wading River NY o Residential FLOOR PLAN 631.680.2485 ernestnestorosinit�?gmail.com I UNITS 5 & 6 ................................_....._.................._...................._................._........._....._............................_......_..._................_......__.._...._....................._.......__........._......._.._................_.........__..__._._......_....... _ SCTM u 1000—Q45.0Q-02.QQ-010.005 sruW1 orIMM04 ,v>E>rtMD a��E u>3n1rx 13Y tlAT1; DWG. N0. SFfEET N0. 71 R E V I S 1 0 N S ER 1 t 10 2025 h of 5