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HomeMy WebLinkAbout52749-Z w 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#: 52749 Date: 03/12/2026 Permission is hereby granted to: Greenport Group LLC PO BOX 1000 Woodbury, NY 11797 To: Unit 3-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 S1,094.00 Building Inspector °s,rs TOWN OF SOUTHOLD-BUILDING DEPARTMENT IF Town Hall Annex 54375 Main Road P. O. Box 1179 Southold, NY 11971-0959 P ) t ) 1 . 0utl �^w7pTele hone 631 765-1802 Fax 631 765-95021���1,��� k ��,� 41 Date Received APPLICATION FOR BUILDING PERMIT For Office Use Only a PERMIT NO. �:.. ... ...... Building Irspectar�,.. .,. w . .,.. 10 _ .........._. 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 Au.thorization form(Page 2)shall be completed. Date: 5 OWNER(S) OF PROPERTY: o. Name: �- at ° SCTM # 1000- 9 Mailing Address: CONTACT PERSON: M Name: Mailing Address: zz _. o Email: Phone#: ail: DESIGN PROFESSIONAL INFORMATION: , Name: Mailing Address: �L— Phone#: � Email CONTRACTOR INFORMATION: Name: _1 Mailing Address: 1 Phone#: � � � Ema' DESCRIPTION OF PROPOSED CONSTRUCTION El New Structure ❑Add' Non Alt ration e it ❑Demolition Estimated Cost of Project: ❑Other " — V, Will the lot be re-graded? ❑Yes o Will excess fill be removed from premises? ❑YesAi tlme PROPERTY INFORMATION Existing use of property: Intended use of property:.,�,V ��. on or use distr" vOich miser is situated: Are there any covenants and restrictions with respect to J this property? ❑Yes o IF YES, PROVIDE A COPY, L ❑ Chuck Box After Reading: The owner/wr ntrador/design professional is responsible for all drainage and storm water issues as provided by chapter 236 of the Town Code.APPUCATION IS HERBY MADE tp the Buiding Department for the issuance of Bulding Rennit pursuant to the Building Zone i „ - ��mi Ordinance the?own of Siiuthold,Suffolk,county, York and other applicable laws,Ordinances or Regulations,for the constnictlpn of buildings, „ ,, ad dons,alteratforia or for removal or"demiolitlon as herein'des nbed fie applicant agrees to comply with all applicable laws,ors#iTanc�s,building code, housing code and reguladans and to admit autharaed inspectors o►pnemues and in buildingf;)for necessary inspect(ons,False statements made b4rein are �o punishable'as a class A miSdemeanorpursuarit to Section 210.45 of the New York State Perial Law. Application Submitted 13 (prin ame a utMorized Agent ❑Owner Signature of Applicant: F Date: STATE OF NEW YORK) COU TY OF Z� Bing duly sworn, deposes and says that (s)he is the applicant (Na a of individual signing c ntract) above named, (S)he is the (Contracto Agent rporate Officer, etc.) of said owner or owners, and is duly au o pe orm or have pe„rformed the said work and to make and file this application; that all statements contained in this application are truito the best of his/her knowledge and belief; and that the work will be performed in the manner set forth in the applica ion. ile therewith. Sworn afore me this Y �'j 6tCiblir- State YCi No.Gi MA6354 0 11 Qualified in Suffolk Linty Ivl Commission Exp. �I 1/2026 Pr ►PERTY C)VVIVE All1`FlOP�� ► �tfV (Where the applica t� is not the owner) �ra residing at _ - .i �w do hereby authorize f to apply on my behalf to the Towpaj Southold Building Department for approval as described Vte $ wner's Si nat re Pint O`wner's ame 2 Jul TOWN OF SOUT OLD BLlILDI G DEPT. "{ 31 5-1802 . INSPECTION [ ] FOUNDATION 1 ST/ REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION/CAULKING ] 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 _... .... .._... vf\ ; 10 w DATE INSPECTOR ivies � � �.a Syb1� v pB E:60ARD +L SITE PLAN USE DETERMINATION 5 2025 TOWN Initial Determination S Date: U�D� 5 Date Sent:U�� 2 Project Name: _.., -!_r .... '.C ......., ._._ l Project Address:: _. --w .. �� ,."......_.� � ,..�......,,. �. --. .��_.,___..._...n�._.._-�._._......,_.�.M_..� - . � Suffolk Count Tax Map No.: 1000- .o� i n District: s y Request: Le C-1.(._._�.j.o�. ;c Wif !�g ...... Co of Building Permit Application and supporting documentation as to proposed use or uses should (Note Copy be submitted.) Initial Determination as to whether use is permitted: "-- Initial Determination as to whether site plan is required: '���:...�._._.....-.-.�..._.�....__�..�...�,._. Signature o ui�lding Inspector t Planning Department (P.D.) Referral:_, w, ..__. .._.._..........._. ..- - Date of Comment: 25 "M P.D. Date Received: 5 - Z Comments: _ .. Cr e �.& L rxi;�LA;l 'J Signature of Planning Dept. Staff Revie ' r Final„Determination Date: -�--J Signature of Building Inspector ! r�/Olcilmiurrim,<o r, r � � �- •. ;s.4� s��,�i������h�,/r��i��iif�9�i/�Ji��/��(?Dll�ll�r� TJ�i"�Jll/l �l!/�1aq/�/� �un��vmr���,u�a��i�or�wNv�cu©,ii��ial�m�����2��/�/.,ei � 80 + ` � V La March fia' 2026 Suffolk County Department of Health Services " zW TKRD � 360 Yaphank Avenue hank N ��� ,Mr ia� Ya P Y 11980 Tara ( 1)4"-0 r ;-. l631lM-1477 RE: GREENPORT GROUP LLC vnlap ,w 920 CHAPEL LANE,GREENPORT NY 11944 TAX MAP ID# MAyoft 1000-045.00-02.00-010.005 KENIN S7UESSI EXT 215 To whom it may concern: TRUSTNS The possibility of sanitary sewers, appurtenances, and sewage disposal facilities PAMU DEPUTY *" for the above-referenced parcel have been inspected by the Greenport Sewer District (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 mss pmulm 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 ULY OOUGHERTY-JOHNSON permit from the Village. If I can be of any further assistance,please contact me at(631)477-0248 JULUA ROBINS Regards, KLLAGE CLEAK CANDACE HAUL EXT 214 Adam Hubbard Village of Greenport Waste Water Treatment Plant Ernesto Rosini,PE, Engineering Consulting Services RC. ERNESTO ROSINI, P.E. C, 9 Leonard SLreet ENGINEERING SERVICE P C. Wmfirig River, NY 11792 Uh 7'el 631-680-248S crnestrosirii(�Pumaflxorn 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 (8) two-bedroom cottages. In reviewing g the historical engineering report prepared by Michael Chiarelli, P.E., of Im 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, hesitate to contact me: I please do not hes' Sincerely, 15�_­__ rF N 0 Ernesto Rosini, P.E. Licensed Professional Engineer—NY License No. 094477 Z 0dl SAN SIMEON PUMP STATION TOWN OF SOU HOLD, NEW YORK ENGINEERING REPORT FOR REFURBISHMENT OF SAN SIMEON PUMP STATION 8 'o GREENPORT GROUP LLC P. Michael P. Chiarelli ,En '� eer, P.C. 1954 NEW YORK A'VZ HUNTINGTON 91'AMON,NEW YORK 11746-2M TEL (631)673-UN FAX (631)6733942 REVISED NOVEMBER 2012 DEVISED MARCH 2012 REVISED FEBRUARY 2012 VISED JANUARY 2012 REVISED NOVEMBER 2011 AUGUST 2011 EC"T'IOIII PUMP STATION CAPACITY aAW—TAR" EffAC QEFLOW" 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 for the proposed refurbishment of the Pump Station is derived as follows: A. w ow —4' Eige KinijUMM The existing for0e main is 4" diameter, approximately 1,400 feet long and terminates at the Cireenport 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 d�x .08725 ftz = .1745 5! = 78.17 gpm ec B. — M H nd The original desin 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 ow criteria of the SCDHS is based upon the type, number and size of units and generates an average daily design flow as follows: i ni s ! flow n A Tom 8 cottages x 300 gpd (>1,200 sq. ft.) = 2,400 lid 450 seat church x 4 gpd/seat t = :18:0:0:i�) TOTAL _ _.. 18,060 gpd pEAKFLOW B�SED UPON 4,3 PEAK FACTOR — r 5 ` `" IJi�chael4. " �aypnae�,P.G Peaking factor is established by criteria established in Ten States Standards. 18 + — 18.236 .F.= ., — = 4.3 4 + P 4.236 C. Sewage E12W--Slummary Of l A summary of th various techniques for estimating the sewage flow as related to the pump station s as follows: 1. 4" existing fo ' main (to maintain velocity of 2 fps) 112,565 gpd 2. SCDHS design criteria: 18,060 gpd i A Basil of ian Fl w The basis for this refurbishment design flaw shall be taken as the maximum of the calculated flows lists,-d above, which is 112,565 gpd. E. Based upon the existing conditions of the site, the calculated peak flow will be 12.54 gpm (18,060 gpd _ 1,440 min/day), which is well below the 78.17 gpm i flow required to raintain a 2 fps minimum carrying velocity through the existing 4"force main. Therefore, the peak flow used will be 78.17 gpm. I N The basis of desire for the proposed refurbishment of the pump station is 78.17 gpm and all calculations in this report address the requirements for the pump station to deliver 78.17 gpm. t Michael P.ChiaToW Engineer,P.C. 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 .W —���- 1. Average Daily De i n Flow Criteria: The average daily design flow for the development using established SCDHS criteria, based on the original approved retirement home community is presented in Table No. 7-1 below: '['ABLE NO.7— 1 ORIGINIAL AI'ERAGE DAILY DESIGN FLOW USAGE QUANTITY UNIT DESIGN FLOW AVERAGE FLOW v _Bedroom Unit... ..— ..w 1_4 Unitb._._.._ w. ...100 Gal �._......... ..... .. 1 Bedroom Units — � s, /1J11it 12,400 Gals./Day, 2-Bedroom Units 26 nit _ 55$00 Gals./Dq Nursin�ome Beds 84 Bids.. 150 Galfi.%Da 12,600 GaIsJDa Ch el-�,. �— its. ..._.. 100 Gals/Dayta Included l 5 Uals/C arlta M.... _�.. — ..._.. Not Included Motel nits _ 9 Un.��.,—..,—. .__..�.... ___. ..—,—.__. ........ 20G 2. 'Peak Daily Design F ow :riteria: A. Population Equivalent: Design Criteria: 75 galsJday/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+V P) f peak= (18+ �.423) / (4 +4.423) = 18 :, f1.6 4 +0.65 fpeak= 18.65 = 4.0107 Say 4.02 4.65 C. Peak Flow Rate(Q peak): Q peak= fpeak 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./Minute 3. ttnt 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 631.589.6353< FX 631.589,8705 . www.pwgrosser.com New York, NY• Seattle, WA • Greensboro, NC B. Minimum Required Wet Well Capacity: Minimum Wet Well Capacity = ..µ}I" t"_tl,sl,;la a a .',0 Mintttcs 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= fi60 Qals.7.,49 Qa1 r u.LL1_(E)A!E tJ 2j g.Ft,. 4 Minimum Effective Depth=3,12 feet Say 3'-2" Existing Wet Well Depth: (Based on plans of HzM Consulting Engineers on file at the office of the SCDHS): Existing Low Water Level = (-) 2.87 Existing High Water Level — + 07 Existing Effective Depth = 3.66 feet=3'- 8" E. Existing Wet Well Depth Characterizes: Existing Wet Well Characteristic: (Based on plans of 112M 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 Elcv. = 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. — (-)2.87 H. Low Water Level Alarm Elcv. — 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, Suite 7 - Bohemia, NY 11716 PH 631,589.6353- FX 631.589.8705 - www.pwgrosser.com New York, NY-Seattle, WA- Greensboro, NC 4. Buoyancy Calculations-. The design report for the pump station prepared by H2M Consulting Engineers on file at the office of the SCDHS trade: 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 aro111id 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 62.4 Lbs./C;f. 4 Uplift Force=36,035 Lbs. D. Existing Down Forces(weight of empty structure): Down Forces=weight of(top slab 4-bottom slab+ walls) Down Forces=( 2 )' x 0.67' x 150 Lbs.iCf. =4,038 Top Slab 0'-S" 4 +(n j(,,7ZL-. :a:x 0.67' x 150 Lbs/Cf. =4,045 Bottom Slab 0'-8" 4 7'-2 '—a 6". 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= 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 10.3+2.5= 12.8,hereby the following revised calculations would apply: E. Anticipated Uplift Forces (full submergence elevated top slab): Uplift Force=n 7'-2" 1 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.pwgrossLr.com New York, NY• Seattle, WA- Greensboro, NC Down Forces=weight of(top slab + bottom slab +walls) Dowry Forces = 7r T-2")2 x 2.00 x 150 Lbs. = 12,054 New Top Slab 2'-0" 4 t(n)( 7'-2')''x 0,67' x 150 Lbs./Cf. = 4,045 Bottom Slab 0'-8- 4 7'-2 '—ajoj(l 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. 'Pump A. Minimum Pump Size Criteria: Minimum Capacity=maximum flow rate B. Design Maximum Flow Rate: Maximum flow rate=92.4 Gals./Minute 6. For Mjjn and Pumps: 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 FL 2.) Dynamic Head: Interior Diameter Pipe :"D" — 4,0"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 it+25') — 25 Ft. Plug Valve(1 @ 10') = 10 Ft. Total Equivalent Length = 1,472 Ft, Say 1,5011 Ft. P,W. Grosser Consulting, inc• P.W.Grosser Consulting Engineer&Hydroge®logist, 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 H, Head Loss Using Karen-Williams Foi-mula: HI,Read Loss= (10.44 x L x(V,P,,,) C1 K5 X (dind �lc )4 8655 H, Head Loss= (10,44 x 1500 x(V&TIT) Pump Capacity Analysis 160 140 120 100 B0 —;it--Pump Curare so 40 20 0 0 50 100 150 200 250 300 350 Flow(GPM) 5.) Pump Operating Point: Pump Design Point=90-a-Gals,iMlinufeLii.61 TDH 26.41 LbsJSq.In.) 6.) Surge Pressure Calculation: Velocity of Pressure Wave (Ft./Sec.) a L (I+[(kJE)x(dit.)x C I]) a=L (I+[(313,M),`33,000,")x(4/34 x 1.1) P.W. Grosser COnSUftlng, Inc- P W, Grosser Consulting Engineer& Hydrageoiogist, PC 13 630 Johnson Avenue, Suite 7 - Bohemia, NY 11716 PH 631.5M6353 - FX 631,589.8705 - www,pwgros5f-,r.com New Yark, NY- Seattie, WA - Greensboro, NC a= 1500/ 1.l 115858 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.In. 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 Serge Pressure(Lbs./sq, In,) bMAx=aV/g = 1,350 x 2.36/32,2 19,89.Fect(6.20 lbs./Sq.1n.) where a=velocity of pressure wave 1,350 FUSec. V=velmity of liquid in pipe 2.36 FtJSec. g=gravity acceleration 32,2 Ft./Sec./Sec. Total Pressure Exerted on Force Main(psi) Maximum Surge Pressure =hni,x = 19.89 Feet equivalent to 6.02 Lbs./Sq.ln. Pressure Head at Pumping Station=TDH =61.56 Feet equivalent to ,�Lbsd,S n, Total Maximum Pressure = 32.67 Lbs./Sq.IL Class 150 pipe ductile iron pipe is rated for 2,500 LbsJSq.ln.burst pressure less than 32.67 OK. 7,jIt inn l And Re t ae gnie nit Pw 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. EJ30D4, 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 SM8705 • www.pwgrosser.com New York, NY . Seattle, WA+ Greensboro, NC S I+!�Z-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 Sewagc Treatment Plant was granted to the owners(St.Peters Lutheran Church),by the New York State Department of Conservation and the Village of Gremport. 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 signi-ficantly 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. 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• Sohelna, NY 11716 PH 631.589.6353• FX 631.589.8705•www.pwgrosser.com New York, NY• Seattle, WA• Greensboro, NC ----------------------- -- ......... SITL LOCATHIN COT ON, W co p , SUE OVERViE-W MAP NMV ONLY NOT SUENEY REFERENCE SCTM %7A T"— U- Re�idenVial FLOOR PI-AN SITE OVERMEW 'I=El APPROVED AS NOTED z D TE:3'Io�t Ys B.P. _s22LL9 E F $�BY. I E NOTIFY BUILDING DEPARTMENT AT ``ab4�{T 631-765-1802 8AM TO 4PM FOR THE d z �E NEWY6RK STATE TOWN ;DE 0 a, , FOLLOWING INSPECTIONS: r� I Of AS REQUIRED AND CONDITIONS FOUNDATION-TWO REQUIRED ° of i 6A FOR POURED CONCRETE n ! = ROUGH-FRAMING&PLUMBINGMMINN C a ^ (€ U INSULATION TION"i Niuil�rt 1 7 FINAL-CONSTRUCTION MUSTN.Y.S. E� a n o BE COMPLETE FOR G.O. q�'I~hl 0001 h'Pv I � � L ALL CONSTRUCTION SHALL MEET THE SCe REQUIREMENTS OF THE CODES OF NEW YORK STATE. NOT RESPONSIBLE FOR i I DESIGN OR CONSTRUCTION ERRORS _ Ei 1.' m iCiOR£ s EOSI jl�fit ta ��SD 4 G� E �_o { 1" certffl,a May Be t;.C'C7Od� " } !; 1 � Ei !w' \ I � Jj�, �� t��—� I[ _ il I I CIE [e ELECTRICAL INSPiTIONI�E[1UIRED _ C i C a� 41 Imo. `}2 ;�i I : h: 1 E I EI I I o i j � i o i I E i I L E 10'-8' Elec 10'-e 'f l 3,_4° Bed Living CA Room Room 13 —3' 13'-3 �i I j 5-10° ® 5'-10' -- Rear ... .. 3'-4' 3' -6• 3'-5' - C/L C/L \ /r. Front UNIT 3 �, HID Bath T-9 Bed 14,_ 6 -5° Room Kitchen 0 U�T _......................... wh Q jL° O O c EP stor. stor. 00 EP C/L c L O O wh -� L 5' _._, tf ..................... _ . 2'_2' Kitchen -5` 6'-2• Bed UNIT 4 HILO) Bath7'_9 Room 14'-6' f Front - ................. ' 13'-6' f r C/L C/L 3'-5'Mz .. 3'-4 . ................... Rear 5'-10' S'-10° Bed 13'-3' Room 13'-3° Living Room s-= FLOOR PLAN 3/16" = 1' 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 UNIT 3 & 4 .__;'Q', MBOL D¢SC iiM DRAWN SY DATE M. NO. SHEET NO. SCTM # 1000-045.00-02.00-010.005 R E V I S I O N S ER i 10 2025 1 3 of 5