HomeMy WebLinkAbout52750-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#: 52750 Date: 03/12/2026
Permission is hereby granted to:
Greenport Group LLC
PO BOX 1000
Woodbury, NY 11797
To:
Unit 4-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 $1,084.00
'-I:�J)
Building Inspector ��
ru�r:r�t TOWN OF SOUTHOLD—BUILDING DEPARTMENT
Town Hall Annex 54375 Main Road P. O. Box 1179 Southold, NY 11971-0959
"i, «► Telephone (631) 765-1802 Fax (631) 765-9502 hti, iw � ^_ etticicicrla °
Date Received
APPLICATION FOR BUILDING PERMIT
VLa
For Office Use Only
PERMIT N0.a r7�.� Building Inspector. �. ...
2 3 L-2
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: 'S
OWNER(S)OF PROPERTY: f o
SCTM # 1000- 9
Project Address:
�f -1�
Phone#: Email � _..
w
Mailing Address: oo
_.
CONTACT PERSON:
Name:
Mailing Address:
Phone#: r...) - �>-112 Emai
DESIGN PROFESSIONAL INFORMATION:
Name: � . —
Mailing Address:2 _/ . t _
Phone#: Email:
CONTRACTOR INFORMATION —
Name: -�
Gd
Mailing Address:
Phone#: .., _ Erna' i
DESCRIPTION OF PROPOSED CONSTRUCTION
❑New Struct re ❑Add¢I'on :]Alteration epair []Demolition Estimated Cast of Project:
Will the lot be re-graded? ❑YeSA. o Will excess fill be removed from premises? ❑Yes Azle
1
PROPERTY INFORMATION
Existing use of property: Intended use of property: —
o:n or use d 'istr vOich mises is situated: Are there any covenants and restrictions with respect to
i JL this property? ❑Yes o IF YES, PROVIDE A COPY.
❑ Check Box After Reading: The owner/oontracUar/design professional Is responsible for all drainage and storm water issues as provided by
Chapter 236 of the Town code. APPUCATION IS HEREBY MARE to the Department for the issuance of a Building Permit pursuantto the Building Zone
ordinance of the Town of Southold,Suffolk;county,Neal'"ork and other applicable Laws,ordinances or Regulations,for the construction of buildings,
additions,alterations or for removal or demolition as herein 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 buflding(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 Byg(priname : reuthorized Agent ❑Owner
Signature of Applicant -- Date:
STATE OF NEW YORK)
COU TY OF
pr't�T�' 't��J 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
(Contracto Agent, �have
e Officer, etc.)
of said owner or owners, and is duly au o pe orm orpelMfirmedthe 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 applicat'ian.fale therewith.
Sworntbefore me this
YLYay of 20 4"
otaA*ft43 Gblir-State Y r
No.Ol MA 354 0
Qualified in Suffolk linty
PROPERTY O!WNE t/THORIZATION fly Commission Cxp,02 112095
(Where the applicant is not the owner) A
e
p, ,residing at
i
wwdo hereby authorize to apply on
my behalf to the Tow94 Southold Building Department for approval as described eret
wnAwner'sKame
' t re to
P int mm
2
r ,r PB 14 L- MT Bc�'me
i�� ry
SITE PLAN USE DETE�A!TION� �� 5 ➢li,
S' J�T6�P ��'P�"0
Initial Determination wq.A� ���r�a°»an, aO
Date Sent U�� 2-
Date: G3 �9 /s5
�.,.w Cw ' LL_G _._..._.._........ � _......_.....
Project Name: 11 " ��"" __.... ..
,. �. £ w ..., ._
Project Address. _..._wc.� ? ._ :.. _...._
Suffolk County Tax Map No.. 100 �J_
0 I D, 5 Zoning District:
Request: Le C-L.z ___ ..
(NoteCopy
of Building Permit Application and supporting documentation as to proposed use or uses should
be submitted.)
Initial Determination as to whether use is permitted: —---•-------"
hether site
n as tow
plan is required
Initial Determination
p : �...w..__.�..._......._ .._.,.. �___._..�... .__" .... ,.��._.._..� ._.....
___ n spect oc' d
Signatu reo uildingl Yw._-___ __ --- I,
Planning Department (P.D.) Referral: ......,_.__..r.. w........_ .........
Date of Comment:
P.D. Date Received:
Comments°.�_� �cett �" � rtc'�.��°i "
J Signature of Planning Dept. Staff Revie r
4
6
Fina"I Determination
Date:
Decision'__w_.
Signature of Building Inspector
, rr r � r ril /I/ii/%l,rl/, a�riuiu rnmr�r r ,,� r �r,,
..a r/.1i/r�1/�/i/%/%�//U%//�l6r�l//////�//Hll/d✓7y/�;�11�r1Nr< �))�6/li,l// nrr�meo�„ro,�r�oiii rr i r✓ � rr,ii ii r�i�l✓�o�rlii�i�e,ii�„oprtr���atl�a�r�s�yii�,�ii�r
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TOWN OF SOUTHOLD BUILD&G �EPT
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631-765-1802 �'�. p. j
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
• Lk4,.--
CA
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0_4�
'vim --
DATE INSPECTOR
� 8®
March V12026
Suffolk County Department of Health Services "
360 Yaphank Avenue
�RD"IVfir Yaphank,NY 11980
Tot: (MI DI`- 2"
Fox: ( 1)47' ►-1$77 RE: GREENPORT GROUP LLC
villaveotoroonvortam 920 CHAPEL LANE, GREENPORT NY 11944
TAX MAP IN
MAYOR 1000-045.00-02.00-010.005
KEVIN 571
EXT 215
To whom it may concern:
TRUNT114S The possibility of sanitary sewers, appurtenances, and sewage disposal facilities
PA MUCK a for the above-referenced 1 have been inspected b the Green Sewer District
DEPl11Y�„ �� P Y P�
(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
Kaxy vss pHnAps 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 DOUGMIY-JOHNSON permit from the Village.
If I can be of any further assistance,please contact me at(631)477-0248
JULIA ROBINS
Regards,
VILLA"CLIRK
CANDACE HALL
EXT 214
Adam Hubbard
Village of Greenport
Waste Water Treatment Plant
Ernesto Rosini,RE, Engineering Consulting Services P.C. ERNESTO ROSIN[, P.E.
9 Leonard Street ENGINEERING SERVICE P.C.
Wading Rivet-, NY 11792 Uh
7'el 631-680-2485
ernestrosiniftmail.com
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 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 New
Ernesto Rosini, P.E. Licensed Professional Engineer—NY License No. 094477
SAN SIMEON PI1:1' P STATION
TOWN OF SOUT TOLD, NEW YORK
ENGINEERING REPORT
FOR
REFURBISHMENT OF
SAN SIMEON
PUMP STATION
GREENPORT GROUP LLC
Michael P. Chiarrelll E neer. P.C. w
1954 NEW O A E
HUNTINGTON STATION,NEW YORK 11746-29N
TEL (631)673.3M FAX (631)673.3842
REVISED NOVEMBER 2012
REVISED MARCH 2012
REVISED FEBRUA.RY 2012
VISED JANUARY 2012
REVISED NOVEMBER 2011
AUGUST 2011
FCTIO►N III
PUMP STATION CAPACITY
SANITARY SE E ELOW
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 �or the proposed refurbishment of the Pump Station is derived as
follows:
i
A. aewgn kjow —4$ Pipe Minimum
The existing force main is 4" diameter, approximately 1,400 feet long and
terminates at the Greenport Sewage Treatment Plant. SCDHS standards require a
minimum velocilry of 2 fps in the pipe at all times. Therefore, the minimum
pumping rate is 78.17 gprn or 112,565 gpd as shown in the following calculation:
G
Q = V x A = 2 L x.08725 f t� _ .1745 3 sec = 78.17 gpm
B. Flow fMRS andaEd
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 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
1�.p In G Flow nit " `oWlr
W
8 cottages x 300 gpd (>1,200 sq.ft.) = 2�,400 gpd
450 seat church x 4 gpd/seat = 1,800 dad
TOTAL. _ " p►
BEAK FLlO�I SVD 13-PON 43 V FACTOR = 18,0W gpd
5
..." ivllchulP.(�iacelliEo�inee�+p.G `''
Peaking factor is�established by criteria established in Ten States Standards.
18 + 18.236
4.3
i
4.236
C. Sellaaeffiw—Siimmarj of AnalMs
A summary of th various techniques for estimating the sewage flow as related to
the pump station s as follows:
1. 4" existing force main (to maintain velocity of 2 fps) 112,565 gpd
. SCDHS design criteria: 18,060 gpd
D. Basis of efb t 12g§igg 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.
i
E. i' w.
Based upon the existing conditions of the site, the calculated peak flow will be
12.54 gpm (18,0�0 gpd _ 1,440 min/day), which is well below the 78.17 gpm
flow required to maintain a 2 fps minimum carrying velocity through the existing
4"force main. Therefore, the peak flow used will be 78.17 gpm.
f
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 48.17 gpm.
I
i
i
i
Michael P.Chiarelli Enginmr,P.C. 6
San Simeon Pump Station
Job#319-001-10
Greenport Group Aerial view showing existing sanitary pumping station and force main locations
SECTION 7—PUMP STATION BASIS OF DESIGN.........
1. Average Daily Deli n E12w 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:
TABLE NO.7— 1 ORIGINIAL AVERAGE DAILY DESIGN FLOW
� ,,.. .....__ ... ..._USAGE QUANTITY 'UNIT I DFSI:C.:. N FLOW
AVERAGE FLOW
A
1 -Bedroom Units 134 Units _1p00wG s, Nnit 12,400 Gals./Day
2-Bedroom Units 26 Unitis 225 Ga1s.ID�/Utut 5�800 Gals./Da
N1lrsi
Beds 8413eds T
I /l$OGals-1P ed 12 600 GalsJDa Motel Units nits 100 Gals./Da
1.5 Gals./Capita Not Included
Total
!POLOFlow
...._ _...wM......_.. .. 1I /Il ,._ .,..
2. Peak.Daily Deligg Flow `xitgria:
A. Population Equivalent:
Design Criteria: 75 gals./day/person
Population;---31,700 gals./day/75 gals./day/person
Population=422.1 people Say 423 people
B. Peak Hour Flow Rate Factor(f peak):
f peak=(18+ �P) / (4+-VIP)
fpeak=(18+ q.423) / (4 +-4.423) = l ±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. Puing 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.SB9.6353• FX 631.589.8705 • www.pwgrosser.corn
New York, NY • Seattle, WA• Greensboro, NC
B. Minimum Required Wet Well Capacity:
Minimum Wet Well Capacity = l; 70t �rals,/l: a x 10 Mitttttes
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_ialsd u.FL/. Ca om' S FFt.;
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 = + 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. Both Pumps Off Elev. — (-)2.87
H. Low Water Level Alarm Elev. None provided
1. Low Low Water Level Alaxnl — None provided
J. Bottom of Wet Well (-)3.37
K. Bottom Elevation of Base Slab Elev. (-)4,05
Total Height of Wet Well 110.30—(-}3.371 = 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.SSg.87o5 - www.pwgrosser.com
New York, NY -Seattle, WA - Greensboro, NC
4. J!"oyancy Lal'ulatidrns:
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 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 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=jr( 7'-2" )Z 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 LbsJCf. =4,038 Top Slab 0'-8"
4
+( j2L- "j1 x 0.67' x 150 Lbs/Cf. =4,045 Bottom Slab 0'-8—
4
n 7'-2 -"— rt fa" _g::] 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=a 7'-2" z x ( 16.05')x 62.4 Lbs./Cf.
4
Uplift Force=40,304 Lbs.
V 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 631.58M353 • FY, 631,589,8705• www.pwgrosser.com
New York, NY• Seattle, WA• Greensboro, NC
Down Forces=weight of(top slab I-bottom slab+walls)
Down Forces= x T-2")' x 2.00 x 150 Lbs. = 12,054 New Top Slab 2'-0"
4
+ x 0.67' x 150 Lbs./Cf. = 4,045 Bottom Slab 0'-8"
4
7'-2 '— Ci'- t),'',) 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. umg S a.
A. Minimum Pump Size Criteria:
Minimum Capacity =maximum flow rate
B. Design Maximum Flow Rate:
Maximum flow rate=92.4 Gals./Minute
6, Foreg L4gllj&W P tri as:
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 @ 9') = 27 Ft.
Bends 45 deg.(2 @ 5') — 10 Ft.
Check Valve(1 @25') — 25 Ft.
Plug Valve(1 @ 10') — 10 Ft.
Total Equivalent Length — 1,472 Ft. Say 1,500 Ft.
P.W. Grosser Consulting, Inc•P.W. Grosser Consulting Engineer&Hydrogeologist, PC 12
630 Johnson Avenue, 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 Flaw-Williams Formula:
HI,Read Loss (10.44 x L x(,V,P,.,)"'
C1 85 x
HL Head Loss= (10.44 x 1500 x(V,,T, 1 85
120185 x (4,,,kj4-g655
Pump Capacity Analysis
160
140
120
100
80 —W.,Pump Curve
60
40
20
0
0 so 100 150 200 250 300 350
Flow(GPM)
5.) Pump Operating Point:
Pump Design Point=90+Gals./Minute @ 61 TDH (26.41 LbsJSq-In.)
6.) Surge Pressure Calculation:
Velocity of Pressure Wave(Ft./Sec.)
a=L i (I--[(k,`E)x(&t)x C 1 1)
a=L/y(I-v[(313,000y;33,000,000)x(4/34 x I
P.W. Grosser Consulting, Inc- P W. Crosser Consulting Engineer& Hydrogedogist, PC 13
630)ohnson Avenue, Suite 7 - Bohemia, NY 11716
PH 631 589,6353 - FX 631.589.8705 . www.pwgros5Lr,com
New York, NY- Seattle, WA- Greensboro, NC
a= 150011,1115858
a= 1,350 RiSec.
when; 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, = 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./Sep:.
Maximum Surge Pressures.(Lbs./sq. In.)
hMAx=aV/g = 1,350 x 2.36/32.2=19.99 Feet(6.20 lbs./Sq.ln.)
where a=velocity of pressure wave 1,350 Ft./Sec.
V=velrvity 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 =hr.,,x =19.89 Feet equivalent to 6.02 Lbs./Sq.ln.
Pressure Head at Pumping.Station=TDH =61.56 Feet equivalent to 26, 5, Lbs„/S .Im
Total Maximurn l"ressure = 32.67 I..bsJSq3I -
Class 150 pipe ductile iron pipe is rated for 2,500 Lbs./Sq.ln.burst pressure less than
32.67 OK.
7. Qjj&nal And liep went Purn 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. EJ30D-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.pwgrosser.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 systeern 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, percussion 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-maned 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 tints,which in turn would significantly
reduce the amount of sewage required to be conveyed to the Vi page of Greenport collection system.
The site is generally flat with glades vary from a high elevation of about 28 AMSL in the northem 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- Bohemia, NY 11716
PH 631.589.6353- FX 631.589.8705- www.pwgrosser.com
New York, NY - Seattle, WA - Greensboro, NC
. i
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APPROVED AS NOTED E �.
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13'-3' 13'-3"
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3'-4" 3,
5'-10°— ,
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5'-10° 5'-10°
Bed
13'-3' Room 13'-3'
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18'-3°
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FLOOR PLAN 3/1 " = 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 EE
631.680.2485 ernestorosiniOgmail.com I
UNIT 3 & 4
Sri601 DMRiPilo4 I AnPNOYE� DATE DRAYfN BY DAZE i DWC SHEET N0.
SCTM 1000-045.00-02.00-010.005 V I S I O N S ER 1 t 10 2025 b of 5