HomeMy WebLinkAbout52747-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#: 52747 Date: 03/12/2026
Permission is hereby granted to:
Greenport Group LLC
PO BOX 1000
Woodbury, NY 11797
To:
Unit-1- 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 $1084.00
JA�)
Building Inspector
Brat 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 ! � itlslce °r�tlmmr>
Date Received
APPLICATION FOR BUILDING PERMIT
For Office Use Only
ti
PERMIT NO. �� Buildin Ins ector: �aliN! 2 3 ��75
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 O
Name: ° 0 a lie r SCTM # 1000- 9 _2— `� �S_ —
Project Address;
Phone#: ��'� �s� ._�.�1� Email: ����
Mailing Address:
CONTACT PERSON:
Name O .Q —
Mailing Address: �
AtPhone#: - �� Email A,
DESIGN PROFESSIONAL INFORMATION:
Name:
Mailing Address: 05
Phone 1���— � � Email:
CONTRACTOR INFORMATION:r
Name:
Mailing Address: a
C 1
Phone#: ( � Ema' .
—
DESCRIPTION OF PROPOSED CONSTRUCTION
... Project:
� . ��, C�lon ._._.._._..—....�._ Esti..� Cost c�'l,
❑New0the truce re ❑Addi 'on Alt ration e air ❑Demob $ mated C
P
Will the lot be re-graded?N ❑Yes Vo Will excess fill be removed from premises? ❑YesAzTe
1
PROPERTY INFORMATION
Existing use of property: Intended use of property:
J-
6Z'7ona or use distr' v�hich mises is situated: Are there any covenants and restrictions with respect to
JL this property? ❑Yes , o IF YES, PROVIDE A COPY.
❑Check Box After Reading: The owner/contractor/design professional is responsible for an drainage and storm water issues as provided by
Chapter 236 of the Town Code, APPLICATION IS HEREBY MADE to the Building Department for the Issuance of a Bundling Permit pursuant to,the Building Zone
Ordnance of the Town of Southold,Suffolk,County,New York and other applicable Laws,Ordinances or Regulations,for the construction of buildings,
additions,alterations or for removal or demolition ps hemeln described.The applicant agrees to comply 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 210,45 of the New York State Penal law.
Application Submitted By.(print ame uthorized Agent ❑Owner
Signature of Applicant: Date:
STATE OF NEW YORK)
CO U T+/O F Nit
"individual
sing duly sworn, deposes and says that (s)he is the applicant
ning c ntract) above Warned,
(S)he is the ----
(C��ent'
�have
e Officer, etc.)
of said owner or owners, and is duly auperformed 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 applica canjile therewith.
Swornibefore me this
ay of �w � � �,20 L)t
ota Pd*00b701r�WA6364
State �1`+0
-- No. D
Qualified in Suffolk unty
PROPERTY OWNE I"UTHORIZATION `/Commission xp.tl 1/2025
(Where the applicanit is not the owner)
I, residing at
t
do hereby authorizes �' to apply on
my behalf to the TowriA#Southold Building Department for approval as desc ribed oe
wners Si nat ,re
P int Owner'same
2
pg 14 L tIT Bc .MC
U P.a VelD l E G WI I�.�A
SITE PLAN USE DETERMINATION MAR 0 5
(i;O9.6'6'HOLID TOWN
JLA,4WNG BOARD
Initial Determination S
6 O Date Sent:
Date. �. Lf_ a5
Pro}ect Name
Project Addressn < �.... ..__ :... �?.. ......--,W �_...-.. ..
I D 5 Zoning District.__ . ._..._.
Suffolk County Tax Map No.: 1000-
Request".... Le al�_z tcri r_ad -
�: Co of Building Permit Application and supporting documentation as to proposeduse or uses should
r;
(Note Copy
be submitted-) p
Initial Determination as to whether use is ermitted:
Ian i
Initial Determination _.....�.._..__,._...�.�
as to whether site p s required', _ ._.. .__-_. ._ w_ . .... ......._...._...m,. .._.�...�._
Signature o wilding Inspector
_...._._.�. _� ....,. ..... _ of Comment: .....J� /_���.� .. ._......_
Planning Department (P.D.) Referral: ..... �I
- g .
5 �J� Date i
P.D. Date Received: —�
Comments:
f
JA
Gtu-'e _
Signature of Planning!Dept. Staff Revie r
e
jn l Determination j
Date:
i
Decision:�_. ......._.......� �__ .. _..� .. �W.. _�.��-
Signature of Building Inspector
.,,:;,�,yfy+.X,���,,1i11�i�///u'�H/�111r//�1/h/Ilfir/�/r%//J/�1//%///G�}>1J1��6%!1/y�f,'/11�i%�1,��6i�/,/tG/.. .Irr roi/� ni,,r,/a�///rpyr9v//r„//,l„/���%C%/ l➢4/O/,,,,/d)YOId„rJ1�//,,,a/+�/%.%�,���rp//!//r��ii/s/�„%�l i„,�„e,..,,,,.raNn„2*r-rar.....
Ernesto Rosiiii,P.E. Engineering CoiisLtltina S(.,rvicos PC
ERNESTO ROSINI, P.E.
9 Lectriard Street ENGINEERING SERVICE P C
Wading, Rivet-, NY 11792
Tel 631-680-2485
ernestrosiniCa)(7maiLcom
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 g eight111)(8) existing one-bedroom cottages into eight (8) two-bedroom
cottages. In reviewing the historical engineering report prepared by Michael Chiarelli, P.E., of
L,
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,
C)F N
0
Cr
Ernesto Rosini, P.E. Licensed Professional Engineer—NY License No. 094477
c'
S ►:.N S: MEON PUMP STATION
TOWN OF SOUI,HOLD, NEW YORK
ENGINEERING REPORT
FOR "
REFURBISHMENT E OF
SAN SIMEON
PUMP STATION
EP _�°" FOR
GREENPORT GROUP LLC
Michael P. Chiaarelli njoneer, P.C.
1954 NEW YO AkE E
HUNTINGTON 9VATION,NEW IYORK 11746-2906
TEL (631)673-MU FAX (631)6733942
REVISED NOVEMBER 2012
REVISED MARCH 2012
REVISED FEBRUARY 2012
REVISED JANUARY 2012
REVISED NOVEMBER 2011
AUGUST 2011
, ,ECT 0:�.....�III
PUMP STATION CAPACITY
S 'I` Y SWA I EQM
W
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. SInagS Elgw 11 i e Mi
The existing fore main is 4" diameter, approximately 1,400 feet long and
terminates at the Qreenport Sewage Treatment Plant. SCDHS standards require a
minimum velocity of 2 fps in the pipe at all times. Therefore, the minimum
pumping rate is 7 .17 gpm or 112,565 gpd as shown in the following calculation:
c
Q = V x A = 2 - x .08725 ft� _ .1745 fs3
= 78.17 gpm
sc sec
B. .,; Standar
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 flow criteria of the SCDHS is based upon the type, number and
size of units and generates an average daily design flow as follows:
of nits y ow nit Dial w
8 cottages x 300 gpd (>1,200 sq. ft.) = 2,400 gpd
450 seat church x 4 gpd/seat 1,800 gpd
't TOTAL =
pF,p FI.;OW E UPON 4.3 PEAK FACTOR = 18'M gpd
4
5
Michael P.0&relli OU",P•c-
Peaking factor is established by criteria established in Ten States Standards.
18 + P — 18.236
F.= — = 4.3
4 +. p 4.236
C. Sen a Flow—Siimmary of dal s
A summaryof th various techniques for estimating the sews flow as related to
q g �
the pump station is as follows:
1. 4"existing force main (to maintain velocity of 2 fps) 112,565 gpd
2. SCDHS desip criteria: 18,060 gpd
i
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. rr
Based upon the existing conditions of the site, the calculated peak flow will be
12.54 gpm (18,0o0 gpd : 1,440 min/day), which is well below the 78.17 gpm
i
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.
i
The basis of design for the proposed refurbishment of the pump station is 78.17
gpm and all calculations in this report address the requirements for the pump
I
station to deliver 78.17 gpm.
i
Michael P.CWAMW Engineer,P.C. 6
San Simeon Pump Station
Job#319-001-10
Grecnport Group Aerial view showing existing sanitary plunping station and force main locations
SECTION 7-PUMP STATION BASIS OF DESIGN
1. Average Dahl D"jgn 1^low Criteria:
The average daily design flow for the development using established SCDffS 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 UNIT DESIGN FLOW AVERAGE FLOW
it D
1 -Bedroom Units 124 Units IT 100 G4]s.IDA�tit 1.2 4400 -m
— w., ,. , Ga1s./Da
2-Bairamt Units 26 Uni65 225 Gals,/Da�nit 5�800 GalsJDay„
..,�.....��. .,. _ s........ ..... 150 , als...,
N. _, �m
Gals./Day/Bed/Bed 12 600 Ga1sJDav
ursin Home Beds 8Q Bed. ...._.. .._.,—...-...,.,�._.Y_.-...,.......,..a_.�.,,—...
Motel Units _ �M l00 Gals./Da jUnit 900 Gals./Da 9 Units ,
__..
Ch2vel ' —. ..... .— als./C:a.pita
— Nat Included
,—� 1.5-G�_..,.. ,.i.._ ..,...,...._ -. _ —..._ .. _
'1 .. .,__.._._ _....,, .._._ 317Maa!
2. beak Daily Desi F w "riteria:
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+ �P) / (4+� P)
fpeak = (18+ d.423) / (4 4 4.423) = 11 �-0.65
4 +0.65
f peak= 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. j!uLag Station Design:
A. Criteria: Minimum wet well capacity 30 minutes detention @ average daily flow.
P.W. Grasser Consulting, Inc—P.W. Grosser Consulting Engineer&Hydrogeologist, PC 9
630 Johnson Avenue, Suite 7 • Bohemia, NY 11716
PH 631.SB9.6353 ® rX 631,589,8705 • www.pwgrosser.com
New York, NY. Seattle, WA . Greensboro, NC
B. Minimum Required Wet Well Capacity:
Minimum Wet Well Capacity = N. � ,(Mw� tl �'N; a3t —Minttcs
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= C)60(:leis_-"7', 9 gals (,tc. °t. , f�i "" w t
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 — + 0.79
Existing Effective Depth — 3.66 feet=3'- 8"
E. Existing Wet Well Depth Characterizes:
Existing Wet Well Characteristic:
(Based on plans of 1-12M 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. — (-)2.87
H. Low Water Level Alarm Elev. - None provided
1. Low Low Water Level A.larrn _ 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— (-}3.37) = 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 631.589.6353 FX 631.589,8705 - www.pwgrosser.com
New York, NY-Seattle, WA- Greensboro, NC
4. Buoyancy "alculations-.
The design report for the pump station prepared by HzM 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 SC DHS 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 Vear 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 minimum top slab elevation of station.
C. Existing Uplift Forces(full submergence):
Uplift Force =n( 7'-2")'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_(n)( 7'-2,)` x 0.67' x 150 Lbs./Cf. =4,038 Top Slab 0'-8"
4
+ (aj 7'-2"j x 0.67' x 150 Lbs/Cf. =4,045 Bottom Slab 0'-8—
4
zt 7'-2 '—a L6,_t)" '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=n 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 Engineer&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=weight of(top slab +- bottom slab+walls)
Down Forces = x 2.00 x 150 Lbs. = 12,054 New Tap Slab 2'-0"
4
.r(it,)( 7T-2,)2 x 0.67' x 150 Lbs./Cf. = 4,045 Bottom Slab 0'-8-
4
n 7'-2 '—7E 6'-0" z 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 Size:
A. Minimum Pump Size Criteria:
Minimum Capacity=maximum flow rate
B. Design Maximum Flow Rate:
Maximum flow rate=92.4 Gals,/.Minute
6. fqrgg Llain and P nt Ins;
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"' = 4,0"inside diameter
Coeff.of Friction"C": — 120(30 years old)
Pipe Length: — 1,400 Ft.
Equivalent lengths of:
Bends 90 deg.(3 @r 9') = 27 Ft.
Bends 45 deg.(2 rr7 5') — 10 Ft.
Check Valve(1 C25') — 25 Ft.
Plug Valve(1 a' 10') — 10 Ft.
Total Equivalent Length = 1,472 Ft. Say 1,50 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 631,569.6705 • www.pvrgrosser.com
New York, NY• Seattle,WA • Greensboro, NC
H,,Head Loss Using Hazen-Williams Formula:
HI,Head Loss— (10.44 x L x(VLpm)I.Ss
n0 �,:x55
(.: x (�inchc�.)4.
HI.,Head Loss= (10.44 x 1500 x(VAT,,,
1 1 i
I�0 x (4,j,)4.9b55
Pump Capacity Analysis
160 rr i
140
c
120
w
100
,
y. 80 a u" J, r- 1, PUMP CUI'Vo
60
40
i
20 i +F
o r,
0 50 100 150 200 250 300 350
Flow(GPM)
5.) Pump Operating Point:
Pump Design Point=90+Gals,Mlinute`L 61 TDH(26.41 Lbs./Sq.In.)
6.) Surge Pressure Calculation:
Velocity of Pressure Wave(Ft./Sec.)
a=L/ (I+ [(k/E)x(d/t)x CI])
a=L/y(1-- [(313,0ft33,000,000)x(4/_34 x 1])
P.W. Grosser Consulting, Inc. P W,Grosser Consulting Engineer& Hydrogeoiogist, PC 13
630 Johnson Avenue, Suite 7 • Bohemia, NY 11716
PH 631.589.6353 • FX 631.589.8705 • www,pwgros5er.com
New York, NY• Seattle, 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.1n.
t=minimum pipe wall thickness 0.34 In.
C 1 = 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./Sex.
Maximum Surge Pressure(Lbs./sq. In.)
hMAX=aV/g = 1,350 x 2.36/32.2=19,89 Feet(6.20 lbs./Sq.1n.)
where a=velocity of pressure wave 1,350 Ft./Sec.
V=velocity 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 =hMAX =19.89 Feet equivalent to 6.02 Lbs./Sq.1n.
Pressure Head at Pumping Station=TDH =61.56 Feet equivalent to 26,65 .Lb&/,'S�n'
Total Maximum Pressure 32.67 Lbs./Sq.lit.
Class 150 pipe ductile iron pipe is rated for 2,500 Lbs.iSq.ln. burst pressure less than
32.67 OK.
7, CI I And RtUlaSIlLient Purrt 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. E330D-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 631.569.6353 • FX 631.5M8705 • www.pwgrosser.com
New York,NY. Seattle, WA® Greensboro, NC
SECTNJN 2-DESCRIPTION OF SITE_.. ,._�_.�..._�µ.. _..,_�..�....�..�_� ._. .. ..w
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 gala/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 noithem 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& Hydrogeologlst,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
----------- --------------
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\'OT SURVEY REFERENCE ONLY
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21- Rd so, C_ 92C ch-1 NY
1—
Resdential FLOOR �LA-N
5TTE OVERVIE-li-
DATE: -I B.P. 0�I`F f '
Pear A pptj
Rear FEED BY:
NOTIFY BUILDING DEPARTMENT AT
631-765-1 S02 SAM TO 4PM FOR THE
FOLLOWING INSPECTIONS
Iv H C O 'EES F t *1:0.--� Fl=O RE`�.7:RED
Vh 7 `s ODE For POURED CONCRETE
14`_6 AS.,M U<. v rat- T Ls=,IiT�` VR ROUGH-FRAMING 3 PLUMBING
INSULATION
S''°o [ Red FINAL-CONSTRUCT I ON MUST '
a'- Room
�TV J _ BE COMPLETE FOR G.O.
® �— 3'i s Y v ALL CONSTRUCTION SHALL MEET THE
Bed
Room
14 REQUIREMENTS OF THE CODES OF Nlhl
tL I I C L — YORK STATE. NOT RESPONSIBLE FOR `
o DESIGN OR CONSTRUCTION ERRORS
i
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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 # 1000-045.00-02.00-010.005 ) DATE DRAWN BY DATE DWG. NO. SHEET NO.
E V I S I O ER 1 10 2025 2 of 5