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HomeMy WebLinkAbout52752-Z TOWN OF SOUTHOLD BUILDING DEPARTMENT SOUTHOLD, NY -Vufl 11a 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#: 52752 Date: 03/12/2026 Permission is hereby granted to: Greenport Group LLC PO BOX 1000 Woodbury, NY 11797 To: Unit f-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 5CTM#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 $1,094.00 Building Inspector TOWN OF SOUT'HOLD BUILDING DEPARTMENT ' Town Hall Annex 54375 Main Road P. O. Box 1179 Southold, NY 11971-0959 ^ �, w 0,0 d p (631) (631)�'e1e home7�5-1$�2 Fax765 95 2 �W V r � o Y Date Receivers 6 APPLICATION FOR BUILDING PERMIT 4q r%; For Office Use Only AIII it PERMIT NO. ^ wBuildin Ins ector 0'~ ' , Now" 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. Dates OWNER(S)OF PROPERTY: Name: SCTM # 1000- Project Address Phone#. Email.. r"e L m Mailing Address., Y, CONTACT PERSON: Name.- 0 kI Mailing Address rg4 ,. n D hone# .�� Email n I DESIGN PROFESSIONAL INFORMATION: Name a Mailing Address: u Phone#. Email CONTRACTOR INFORMATION Name a ti Mailing Ad� re.ss,, I . o R Phone Ems ..._ � DESCRIPTION OF PROPOSED CONSTRUCTION El New Strut re, ❑Addition Alt ration air DDernolition Estimated host o Project ❑Other , Will the lot be re--graded? nYes o Will excess fill be removed from premises? C1Yes i PROPERTY INFORMATION Existing use of property. Intended use of property. Ione or use distri I hich ises is situated* Are there any covenants and restrictions with respect to .000" this property? ❑Yes o IF YES, PROVIDE A COPY. �L 0 Check Box' After Rea�t"in : The owner epritraetorj+design professional is responsible for all drainage and storm water issues provided by Chapter" of the Town rer Co e. ,, PUCATION IS HEREBY MADE t the Building Dop�artmen',fir�+�i Inc f�`�i�i��dir� P+sr it�uurs�aan �c�rho Building Zone Ordinance of the Townof Southold sit l un e�ir end other appli able laws$Cirdin r+es or R egu,ao ,fc r the construcUch of buildings, alterations or for r a al or cler�nolit! as�sere tl ++ ibed.'fhe app ant � s to comply with ail a li+abie laves,erdinanees,buildingcode, additions, hau�Ld �c+ a a +d ulati r to`edrnit utl or ed r p c r on pre is and in building(s)for necessary Inspections.False to eme�'made here are punishable as a Class A misdemeanor pursuant to Sect on 210.45 of the New Fork:Mate Pend to r. kt . Submitted (prin ame uthorlized Agent ❑Owner Application Su Signature of Applicant.- � Date: STATE OF NEW YORK) CO►U OF Bing duly sworn, deposes and says that (s)he is the applicant (Na e of individual signing cI ntraet) above named, (S)he is the (Contracto Agent,, rporate Officer, etc.) of said owner or owners and is dulya o e arm or have �f,N r� the said work and to make and file this r p lication• that all statements contained in this a licatian are tru o the best of his�her knowledge e app pPnd belief; and that the work will be performed in the manner set forth in the applicati r I therewith. Sworn,I efore me this dewy of 20 p ;fit ,bir�ata#e for Qualified in Suffolk inty My Commission Exp. PROPERTY OWNE TORIAT ON (Where the applicant, is not the owner) N residing at --� do hereby authorize to apply on my behalf to the Tow; Southold Building Department for approval as described e,rei a wner's Si nat re Y tie . �P int0'vner's' dame 2 ! 1- 1 � �� TOWN OF SOUTHOLD BUILDIEPT. 63 1-765-1 802 INSPECTION ( ] FOUNDATION 1ST/ REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATIOWCAULKING ( ] 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 REMARKS: �(� vi millDel �r Vf\ t klo-qw VA Lf) o hu ---c k Vol T1 7 DATE INSPECTOR, , II '�YMMq�y�l SITS PLAN USE DETE RMINATION M J4 R 0 5 025 SOUTHOLD TOWN Initial Determination P"-NNING BOARD ent;0.3 Z Date � Date: ''�./" ''`�- .I_.� � Protect Name " �► .' � —r—Ono—P� ProjectAddress: L Ir - 1 �Mm Suffolk County Tax map No-, 1000- - ' Zoning D i st r ct Request,: aA I e�, a - ur�enation as to proposed use or uses should 'Note: Co of Building Permit Application and supporting doc � P be subrnitted_) K whether i ermitted r Initial Determination as to r Use s p ... 61 mmmmo ..... ..... Initial Determination as to whether site plan is require . mm m Signature o ucldsng Inspector, nn 1 n g D e P a rtm e nit (P.D.) Referral f�Coninnent: 1_ / 6� Feeeied�° �,� , � � D a t e o _ P D pate A ..... M 6-41e Comments' � � 0 I's ?h l� F C,- g , Signature of Planning Diept. Staff Revie° r Final Determ ination p a t e: ------ Y DeCiSio 1 Signature of Budding, Inspector is A i i i / l / f l /yI I r� / ,I,iJ/.,i.%,. Y.11l. Yr' i.i ,. r����,� v„ rr i,r.� � / f/rf�;,. � ..�i/d�..�rr���///,,,/ l/l ll J)/, // / i / i....> ""ixi ,... .,,. yy....i�r��f�r�% /1/i'i'�111����h/1,1/!�i///iD 11 i� i r r i i s J � / Jig �r r r. /��,. vl�����11�...i%�,,r,� i l � �/ i lii"/.. 7�,,,i �y;,/// 1„i�lt3iw F � � � rra /� 1 � i� /. �ir� / �/,r „� 11 %ii r, �i i i i f ,sir_i� ail, � i� ,, i iir i, �iii, /r//.% ��il�,,,u1;�f//'�`�Icr/�.i��„r/�ae�, �r�rr,.ir rr„ f �' 11 r 4, March +nth 2026 w ,r !• I f n 1 x 7 v Y Suffolk County:.department of Health Services 36p��'`aphank Avenue ��s Y�� �� �' �a hank NY 119�� G E NY'i ice# Yap hank, 21 RE: GREENPORT GROUP LLC yiU� n 920 CHAPEL,LANE,G REENP ORT NY 11944 TAX MAP ID# "Ayog 1000-045.00-02-00-010.00S W 215 To whom it may concern: possibility of sewers appurtenances, and sewage disposal facilities r�►°r�tCK� v �`°' �'' t� pp � � Po ��'9N NAN for the 4b ove-refe�c ed parcel have been inspected by the Gr+eenpo rt Sewer District (the"13istrict")and the district hereby confirms that it currently has the c*p►acity to der we the extant g wits on the property, each consisting of 2 bedrooms and ] Kmy wad pHugM bathroom. Please note that any changes to the property`that could result in an 1 ro� expansion of sewer usage shall require prior notice to and reinspeaction by the Village and any alterations to existing or new sewer connections shall require first obtaining a LILY DOUGHERTY-30NNSON permit from the Village. If I can be of any further assistance,please contact me at(631)477-0248 JULIA ROBII'+ Regards, U CANDACE HILL. EXT 214 Adgm Hubbard Village of Greenport Waste Water Treatment Plant Y • % ,PE, E ngineeringConsulting Sctrvi%ces PC, ERNESTO ROSINV, P.E. 9 Leonard Street ENGINEERING VCR , ,, 'adin(T River, NY 11792 Uh I'd 631-680-248S ernestrosini a .c 7 Date:April 16, 2025 Southold Torn wilding Department 53095 .oute 2 PO Box 1179 Southold., NY 11971 Re: Wastewater Load Evaluation--920 Chapel Lane, Greenport, NY 11.944 reenport group LL Tax Map ID number: 10 0--045.00-02.00-010.00 920 Chapel Lane 'rreenport 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 U 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. tn reviewing the historical engineering report prepared by Michael Chiarelli, P.E., of Huntington Station, N , dated November 2012, it is noted that the current sewage disposal system was designed for eight units (each >1,200 sq. fit.) at a capacity of300 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 2,400rPD (8 units x 300 -PD) is sufficient to accommodate the proposed conversion. The total projected wastewater lead for the proposed eight two-bedroom cottages is 1,760 GPD (8 units x 220 PD), 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 1" o. 094477 , I have reviewed the proposed changes and confirm that the existing system has adequate capacity to handle the increased lead. Therefore, no upgrades to the existing sever 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, Gnw Y w mug„ v Ernesto R.asini P.E. Licensed Professional Engineer—NY License No. 094477 .o iik..,Mwww!wwugwMi it rr�'ll�19V oli Mnu�Mii■��'�9MEiMMIMYIMMMMM'WlY WpMpYY�' � we ur �M SAN SIMEON MP STATION A 1 TOWN OF SOUTHOLD, w. r I �I I i a ENGINEERING FOR REFURBISHMENT SAN SIM PUM'P 'A S,T,, ,TION' �I GREENPORT GROUP LLC I I�. i Michael P. Chiarelli 195 'N Y AV',, R' ,................ HUN'TINGTON 9VATION,NIEW`ARK 11746-29N TEL (£31)673 8 FAX (6.31)6733942 wM �J s- RE,VISED .M. ARCH 2012 i R , VISED FEBRUARY 2012 REVISED JANUARY 2012 RE, SED, j u NOVEMBER AUGUST 2011 ti i &E!CT1.0,N III PUMP h Y aANLTARY The average daily design flow for sewage is the average of the daily volumes of sewage to be r pumped for a continuous twelve 10 month period. 4 The average daily design flow for the proposed refurbishment of the Pump Station is derived as follows. In A. low—4#0,1 P"" e M113 The a sting fore main is 4" dieannter, a roximatel 1, feet long and pp � terminates at the 13reenport ,Sewage Treatment Plana. SCDHS standards require a m' ' uM Velocity of 2 fps 'n the pipe at all times. 'Therefore, the min mourn► Purnp►mg rate is 78-17 gprn or 112,565 gpd as shorn in the foUowig calculation: AIIIIIIIIIIIIIII0 ft2 Q V x A 2 x .08725 .1745 78.17 gpm SIT Sec Be Semm Flow—SCDH�Stan 0u u The original destp, was for a 150 cottage type retirement community. However, the pump station ,� y serves the existing g cottage t houses and a church. The p g g standard design �111,Iowcriteria of the SC HS is based upon the type, number and size of units and Brat an average daily design flow as follows: tjo.--o" ni s Ejow nitTotal 8 ttAges x 300 gpd (>1,200 sq. ft. 2 450 seat ch.urc� x 4 gpd/seat1800, h TOTALv. 180 ; , ARON 43?EAKFXCTOR U 5 ce T�a►g P.C. a • l�. v P( I i f 5 Pea g factor is 4,stablished by criteria established in Ten States Standards. 18 18.236 F. = = 43 r ,e Fk mar, of A, Se&#g, ,. OW Sam gjy s summary of thim. various techniques for estimating the sewage flow as related to the pump station ��!s as follows: .. 4" existing force,, main(tor etain velocity of 112:156 gpd r 2. SCDHS desi Criteria 18,060 gpd a X 1 X X e D. 1 j The basis for this irefurbishment design flow shall be men as the maximum of the X r calculated flows listed above, which is 112,565 gpd. , X r l &IILE 11W, t I I Based upon the is ' conditions of the site, the calculated peak flow will be 12.54 d :- l min/day), ►�hich is well below the 7� .17 � (18,060 � yet flow required to itaintain a 2 fps minimum carrying velocity through the existing 4 y 4"force main. Therefore, the pear flow used will be 78.17 gpm. X X The basis of desi' for the proposed refurbishment of the pump station is 78.17 P m and all naic�l.ations in this report address the requirements for the pump station to deliver i8.17 gpm. i 3 i I 9 M1 Id n 1 a MicMel P.ChlaraW Engineer,P.C. 6 San Simeon Pump Station Joy 19-001-10 Gr=port Group Aerial view showing existing sanitary PL1n1Pit1g station kind force main locations TM SECTION 7—PUMP STATION BASIS OF DESIGN I* Averag ,Lt y, 21F low Cri tetia Nowl The average daily design flow for the development using established SCD HS eritel[l'a, basc4 on the origm' at approved retirement home community is presented in Table No.7-1 below' '. I'AHLE NO.7- 1 ORIGINIAL AVERAGE DAILY I)ESIGNPLOW UNIT DESIGN FIA)W AVEI"GIE FLOW USA(;E QUANTITY .............. ---------- I -Bedroom Units 124 Units o 100 Qtls.T�a Nan 12,400 Gals.X 2-BWroom UniLs 26 Uniti 225 Gals./D /Unit 5 800 Gals-ID Nursipg Horne Beds 84 Beds Gals./Da)��Bed 12 600 Gals./D 150 1= -Motel Units 9 Units 100 Gals./Day .knit 900 Galls,# 1.5 Gals./g Included Tcftl �Flow 3,,L700 GalsJO 2 p fill,* Dat, !01,1214 Elo:w Criteria: A. Population Equivalent: Desip,Criteria: 75 gals./day/per-son Population=3 1 700 gals./day/75 gals./day'person Population -422.7 people Say 423 people B. Peak Hour Flow Rate Factor(f peak): f peak =(18+ q P) / (4+-�`P) f peak- (18+ �.4223) / (4 4, �4-23) = 18 -+­ 0.65 4 +0.65 f peak= 18.65 = 4.0107 Say 4.02 4.650 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./Al4filute 3. A. Criten*a, Minimum wet well capacity 30 minutes detention @ average daily flow. P.W. Grosser Consulting, inr. 9 P.,,v. Grosser Consulting Engineer&Hydrogeologist, PC 9 630 Johnson Avenue, Suite 7 a Bohemia, NY 11716 PH 631.589.6353 v FX 631,589.8705 *www.pwgrosser,com New York, NY - Seattle, WA* Greensboro, NC B. Minimum Required Wet Well Capacity: Minimum Wet Well Capacity = _j, _,700 Gttls/f X,x 30! Minitte's_ 1,440 Minutes/Day Minimum Wet Well Capacity =660.4 Gallons Say 660 Gallons C. Existing Wet Well Sizte: T-2"diameter precast concrete wet well with interior diameter of 6'-0"' D. E"'sting Wet Well Effective Depth#- Minimum Effective Depth=6,60 T5-1- 4 Minin iam Effective Depth —3.12 feet Say 3 -2"' Existing Wet Well Depth-, (Based on plans of H2M Consulting Engineers on file at the office of the SCDHS)-. Existing Low Water Level 2.87 Existing High Water Level + 10,79 Existireg-Effective Depth 3.66 feet—3)_ 8'Pj E. Existing Wet Well Depth Characterizes: Existing Wet WeU Characteristic: (Based can plans off -:M Consulting Enw'neers 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 flip Water Alann Elev. None specified D. High Water Alarm Elev. + 0.79 E. Both Pump on Elev. 0.00 R Lead Pump On Elev. (-)1.00 G. Stith Pumps Off Elev. (-)2,87 H. Low Water Level Alarm; Elev. None provided 1. Low Low Water Level Alarm None provided L. Bottoni of Wet Wel 1 (-)3.37 K., Bottom Elevation of Base Slab Elev. (-)4,05 Total Height of Wet Well (10-30— 3371 — 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 63L.589.8705 * www,pwgrosser.com New York, NY&Seattle, WA P Greensboro, NC 4. tie } . The design report for the ptIm P station prepared by F12M CAmsulting 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 (w 4.05. The SCDHS raised this; issue in a letter dated October 24, 1984, however the design engineer responded that calculations were made Land " it was detennined that ground water would not cause a buoyancy effect can the structure." A. Design Maxlimum 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 around the station. B, Minimum Top Slab Elevation* Use elevation 12.0 for required mimmum top slab elevation of station. C. xi*ti g Uplift Forces(full submergence): Uplift Force `ir( 7'-2")x( 14.. 5" x A2VA 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 Farces x 0.67' x 150 L.bs./Cf. =4,038 Top Slab W- " 4 x 0.67" x 150 bs/Cf: =4,045 Bottom Slab 0 4 7'- — � ' x 13.0 FL, x 150 Lb�s./Cf.=23*3 1 wet Well WallO,s-T„ - - — 4 4 Down Forces 3 1 AA4 Lbs. Net 1<`.Sp►Lift Force—36,03 5 alas.—31,444 L bs. — 4,5 91 Lbs. Currently there is a deficiency of 4,591 Lbs. t is proposed to correct this deficiency by raising the top slab about 2'-6" at a new top slab gel v Lion of 10. +2,5= 12. , berg by the following revised calculations would.apply: Anticipated Uplift Forces Mull submergence elevated tops slab): Uplift Force =n( - "' 1 x ( 16.05')x 62.4 Lbs.I f 4 Uplift Force=40,304 Lbs, F. Proposed Down Forces (wei ltt of empty structure elevated top slab): P.W. Groaner Consulting, Inc*P.W. Grosser Consulting Engineer&Hydrageologist, PC 630 Johnson Avenue,Suite i W Doh-emia, NY 1171.6 PH 631.589,6353 * FX 631,589,8705* ww''►N_pwCgrosser.com New"York, NY* 'Seattle, WA , Greensboro, NC Down Forces=weight of(top slab -�bottom slab 41-walls) Down Forces —(n) jf�.# T- 2")2 x ).00 x 150 Lbs. 12,054 New Top Slab 4 + -x)( 7'-2,)2 X 0,67' x 150 Lbs./Cf = 4:045 Bottom Slab 0"A" 4 W(7es— x 14.16' x 150 Lbs./Cf. —25,446 Wet Well Wall 0'-5" 4 4 Down Forces 417545 Lbs. 41,545 Lbs.Downward forces are greater than-uplift forces of 40,304 Lbs. OK 54 A. Minimum Pump Size Criteria--, Minimum Capacity=maximum flow rate B. Design Maximum Flow Rate: Maximum flow rate=92.4 Gals./Minute 6. J, Force q,!;n,,And', Puvqvs, M, A. Force Maw* : Existing 4"0"Ductile Iron Force Main 1") Stadc Head: High Point Elevation.- 46.77" Pump but Off Elevation (-)2.871 SWfic Head 46.77— 2.87=49-64 Ft 2,) DynoWc Head : In 'car Diameter Pipe :*D"' 4.0"inside diameter Cmff.of Friction"C": 120(30 years old) Pipe Length: 1.1,400 Ft. Eqt6valent lengths of. Bends 90 deg,(3 @ 9') 27 Ft. Bends 45 deg.(2 @ 5 1) 10 Ft. Check Valve(I (c��,15') 25 Ft. Plug Valve(I Ca) 10**) 10 Ft. Total Equivalent Length 13,472 Ft. Say 1,500 Ft. P,W.Gi-osser C onsulting,, 111C* P.W.Grosser Consulting Engineer&Hydrogeologist, PC 12 630 Johnson Avenue, SUite 7 a Bohemia,NY 11716 PH 631.589,63S3* FX 631.569.670S e wwvv.Pw9rosser.com New York, NY*Scathe, WA & Greensboro, NC H1,Head Loss Using flazien-Williams Formula: Hl,Read Loss (10.44 x L.x(V,prn) I Hl,�Head Loss= H 0.44, x 1500 x(VAP1 T1 x Pump Capacity Analysis 140 yoi 120 100- 41�'Solem Curve 80 --*--Pump Curve 40 20 0 0 50 100 150 200 250 300 360 Flow(GPM) 5.) Pump Operating Point. Pump Design Point=90+Gals,/Minute @ 61 TDH(26.41 Lbs./Sq.In.) 6.) Surge Pressure Calculation: Velocity of Pressure Wave(Ft./Sec.) a=L (1+ [(kj'E)x(&t)x C11) a=L -V(I�- [(3137,000/331000,(W)x(4/34 x .1 T �1) P.W_ Grosser Consulting, Inc , P.W. Grosser Consulting Engineer& Hydrogedogist, PC 13 630 Joh(i5an Avenue, Suite 7 a bohen)ia, NY 11716 PH 631.589.6353 * FX 031.589,8705 * ~&,.piwgrosser,com New York, NY a Seattie, WA -Greensboro, NC a= 150041 1,111-05858 a= 11350 Ft-I'Sec. whei-e k—inodulus of water compressibility 313,000 psi at 60'F d=pipe inside diameter 4.00 In. E i modulus of elasticity of ductile 1ron pipe 33,000,000 Lbs./Sq.1n. t=minimum pipe wall thickness 0.34 In. C = pipe constraint constant 1.0 CritJcal Time of Travel of Pressure Wave(seconds) Top,=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. a; mourn Surge Pressure(Lbs./sq, In.) hMAX=aV/g — 1,35Ox2.')6/32.2-=.19.99.Fect(6.20lbs./Sq.1a.) where a—velocity ol'pressure wave 1,350 Ft./Sec, V=velocity of liquid in pipe 2.36 ,FtJScc g—gravity acceleration 312.Ft./Sec./Scc- Total Pressure Exerted on Force Main(psi) Maxiinum Surge Pressure hf*1AX — 19.89 Feet equivalent to 6.02 Lbs./Sq.ln. Pressure Head at Pumping Station TDH =61.56 Feet eqta'valent to Total Maxfinum Pressure 32.67 Lbs-/Sq.ln- Cal ass 150 pipe ductile iron pipe is rdted for 2,500 Lbs.iSq.ln.burst pressure less thwi 32.67 OK. 7j j&jRa1 And, Purn S-, OWN OIN11 0 BE The odginal construction included the installation of two (2) submersible 3" solids handling pumps with rated mu"U*Mum capacity of 105 Gals./Min, each at total disebarge bead 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. EJ30D-4, 3 phase, 230 volts, 7.5 horsepower ABS 3"' solids handling submersible pumps. These punips are capable of handling the peak design flowst P.W. Grosser Consulting, inc* P.W. Grosser COPSUIting Engineer& Hydrogeologist, PC 14 630 Johnson Avenue,Sufte 7&Bahernia, NY 11716 PH 631.589.6353 v FX 631-589.8705 w www,pwgro:5ser.com New York, NY * Seattle, WA a Greensboro, NC y, SECTION 2 DESCRIPTION OF SITE :. i HNfNJIiN eumKKMmm - .•- mYMJ 6mIM3Wr,,.,,,.'"..•••"", wwenu�mmMmimmmmmaiwi�mrvvwmmmuwwu'wwrr.,.mmaarvw... 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 C1 0-89-01 ) 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 Lute m Church),by the New 'fork 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 Simon Properties Associates penmission to discharge 3,600 gals./day of sewage into the Village collection system(the design flow of the propos-ed Phase 1 development). The current owners of the property and pu nip station, The dire port Group, LL , 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 aonuig requirement the development potential of the parcel would be considerably reduced to about a towl of twenty(20)resident6l units,which its turn would significantly reduce the amount of sewage required to be conveyed to the Village ofGreenpoll collection system. The site is generally flat with grades vary firom a high elevation of about 28 A. L-in the north=and westem portions of the property to about 10 AMSL along south east portion. Surface drainage is generally south and southeast towards►wi-drained areas of the,properties located to the east and sacIth of"the prqxrty. Grosser Consulting, IncPm W. Grosser ConSUlting Engineer&Hydrogeologist, C 2 630 Johnson Avenue, SuiteBohemia., NY 11716 PH 631,589.6353 e FX 631.S89,B-70,5,* ► . r ss r. o flew ..�ffrd ! � ° �ur�&riN. aY�9 A. �" �� '�Gwb�'Fd�db� `./4f.. mw�°��PG7MkVa�?wf�rkGvr®,ar�!U,U!���'r%ro(�,6GdC�✓�raP4e4-.. �� ,, ,v '+,i m7FdhtrocwR�a�¢�`a uVuw✓m�wd�Y�w,Nwdu�ao-orva���:�Mr+�.m,�-,�,w�,,^a�wa,,�.v.,wmu e,P�„„�„.w.,.��.�,�.,�„„. .,, ,,.. , w, SURVEY OF PROPERTY S An TE: T OF THE VMLAGE OF GREENPORT SO OID 51JFFCALK COUNTY TAX 1000-45-2-10,5 VEYED,5FF'r 4,2014 COMM TO: BAST BANN n oN NORTH MAIN LLB COLLTMH[A HANK ib�occewaeti rodlor wfaar CHIa%LW17B HISURANt8 COMPANY APMLA'IH LAND MVICBS LTD ., 18I,f�Ip "tea 91.!!* wi `kxk.Wy� a t /fJ q �9Yrp��• Y w� a� o,m MONUMENT FOUND I PXETLAND FLACK 5=-T BY R05ElRT 6"OR6ER6EN,LA.C P DETAIL_1"=50" Mea»30,qb3l Acres M�. �r,�"" JOHN C.EHLERS LAND SURVEYOR k CAR.APHIC.SCALF I'":00 6 EAST MAIN STREET N.Y.S.L l NO.54202 RNERHBAD,N.Y.11901 0...�.....100 200 300 369-8299 Fax 369-8287 4 € 2 _ u a F { float SITE LOCATION ROOM vol r Nx mn 1 front f # , _ re - --ICE Lam{ r.es �,o. -`� ;n a r_—;try �-t,.5,-��-_� ��,� ea _ (t v t�j a N� Ccum�v Rd Suite z DrF'G INC "'202 t 3 Uj cc C/) U-o ............ ................................ ........................................ ............................................................................... ................ ...................... ........................................ ....... .......... ..................... .......... Uj (D M 0 zUj ....... Co Uj cow cd :E 0 5) Co': z 2 OLL,V5 LL Wj -j 0 Z 0 Crj 4 Cy -j .45 0 L)Uj WC5 C14 loop: z Cd = 0 5 CL L) 0 Uj LU CL 0 0 act a; UJ 0 0 z U Z p o 0 ZVO Z 0 0 U3 <CL z Z W Cn Z W LU Co z Cyj CL Z Ljj Cr ui Cr. r 0Z0 Mt zLZ1 W n 0Z 12 314' W 0. 5 Elec. 0 (D z r, m C3 :jj LU ub" Cr3 OOZ 2f C) ...................... 18, 3" LLJ Z F= 0;3: 0 z Living 0 1C 2 5 Bed C-" CD C:� C> Room uj 13'-,3# Room 13 im = C� = M < �— Cri :e_l CX> C/�p W 51 10# CC %W% , Rear �Q-J-Crr)25 10/ >-Cf ---.LJ "010000 0:5.= Uj LF z 30 50 C/L C/L Front ............. UNIT 6 0 Bed 7' CFn Front UNIT T 6 Room 0 Kitchen 2/-2& UE3/ T C- L Cf) p 0 0 C/' �P'L CA L E () ()r J C) C3wh s --0 store tor. q/L C/L ER (D -51-- --6 0 0CIO U/T —----------90-1 2/ 29 ill 6# 0 Kitchen Bed UNIT 5 14' Room Both Front C/L C/L 1E -----—5'-10.- Rear 13,'-3" Bed Living Room Room ............. 3/1 6 �....��... ..... FLOOR P' N ............. ........... Ernesto Rosini, P.E. Engineering Consulting P.C,, JLT Team LIZ 2042 N. County Rd Suite 105 OPW Chapel Lane Cyr xi Wading River NY 11792 631,630,2485 ernestorosini@grnall-corn Rfasidential FLOOR PLAN UNITS 5 &- 6 ................. Mir DRAWK NO' I S f 0 P, S SCTM # 1000-045.00-02.00-010.005 'ERKI.,-,�. ............................................................................................................................... —----------.................................................................................................................................................................................................................................... ............. ............... 3'-4° Elec. 18'-3' Living Bed Room Room 13'-3" 13' —3° 5'-10" ® 5'-10' Rear 3— 5'-10" 3'-5" o —6 C/L C/L Front 3 3' UNIT 6 14'-6' Bath ? i Bed _9° fl -2' Room o Kitchen 2'-2" � U ® c/L c%L"—1 --t 0 EP O O 01 stor. stor. F! 5/L c/9 EP wf1 O OI Q U 11'-6' � . 0 Kitchen Bed -5° —2' 14'-6" Room -91 Bath �`� a) UNIT 5 13'-6" Front C/L C/L 3'-5' r-L .............__.._....._. ........._.................._ 3= 3'-4" Rear 5'-10" ® 5'-10'. 13'-3' Bed 13'-3' Living Room Room 10'-8' FLOOR PLAN Ernesto Rosini, P.E. Engineering Consulting P.C. SLT Team LLC 2042 N. County Rd Suite 105 920 Chapel Lane Greenport NY Wading River NY 11792 Residential FLOOR PLAN 631,680.2485 ernestorosini@gmaii.com UNITS 5 & 6 ................................................................................_............._._................................_......................................................................__......_................_......_...._......_......._...__. SCT]VI �f 10©0-045.00-02.QO-010.005 t�e�caancw G,�� vretr�n as DRA1yN BY bWfi: nwc. xo, SHEET No. rr R L V I S 1 0 N 9 ER 1 10 2025 4 of 5