HomeMy WebLinkAbout52753-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#: 52753 Date: 03/12/2026
Permission is hereby granted to:
Greenport Group LLC
PO BOX 1000
Woodbury, NY 11797
To:
Unit 7-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, FIRESAFETY
INSPECTION, FIRE RESISTANT CONSTRUCTION, FINAL,
Fees:
As Built Commercial $ 84.00
CO Commercial-Addition/Alteration $100.00
Total 1 84.09
.b
Building Inspector
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 7b5-95021ea ���«� _ � twllw> rt? . :
P ) ) ,.,
Date Received
APPLICATION FOR BUILDING PERMIT
For Office Use Only
s a7w
PERMIT NO. w _.. Building Inspector..,,., .__�.�... JAIN 2 3 2025
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: o.
Name: SCTM # 1000- 9
Project Address:
Phone#: p Email:
Mailing Address:
CONTACT PERSON:
Name:
Mailing Address: K0 Wi_
r
Phone#: ,.., 5 Emai
DESIGN PROFESSIONAL INFORMATION:
Name: ,
`'"p _ ...� w
r �.�..
Mailing Address:
Phone#: Email: / M _.
CONTRACTOR INF MATION:
Name:
Mailing Address:
Phone#: .�.� " ` Email.; �... i
DESCRIPTION OF PROPOSED CONSTRUCTION
❑New Struct re ❑Addi don ��,,wt ration ep Ir [:]Demolition Estimated Cost of Project:
❑Other
Will the lot be re-graded? ❑Yes Vo— Will excess fill be removed from premises? ❑Yes
AZe
PROPERTY INFORMATION
Existing use of property:
Intended use of property: �
on or use distr' v�hich raises is situated: Are there any covenants and restrictions with respect to
DLL �
this property? ❑Yes " o CIF YES, PROVIDE A COPY.
Ell
Chapter 236 Of the Town Code pPPU
Check Box After Reading: The owner/contractor/design profi�sional is responsible for all drainage and storm water issues as provided by
CATION 15 HEREBY MADE to the Building Department fgthe Issuance of 4 Building Permit pursuant to the Building Zone
Ordinance of the Town of Southold,Suffolk,County,4fe r York and other applicable laws,Ordinances tir Regulations, ar the construction a#buildings,
addtions,alterations or for removal or demolition as herein described.The appBcarit agrees to k amply with ail applicable laws,ordinances,building code,
housing code and regulations anr!to admit authorizedio,"I kxors on Premises and in bulklingfs)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 8 rin ame
-eMuthorized Agent ❑Owner
Signature of Applicant:
Date:
STATE OF NEW YORK)
COU TY OF
eing duly sworn, deposes and says that(s)he is the applicant
(Na a of individual signing c ntract) above named,
(S)he is the
of said owner or owners and is dui a
(Contracto Agent, rporate Officer, etc.)
Y o pe arm or have pfcrrm�ed�the said work and to make and file this
application; that all statements contained in this application are trud-to the best of his/her knowledge end belief; and
that the work will be performed in the manner set forth in the applicat'10r�i.wtile therewith.
Sworn efore me this
day ofm
otal"Pfk�bl#oblia-State 'NVVjrof
No. Oy IWA5 54 `O
Qualified in Suffolk unty
PROPERTY OW NE 1UTHO IZATION y Commission Exp. 02 1/2025
(Where the applica t is not the owner) rA
residing at
do hereby authorize f i
to apply on
my behalf to the Tow Southold Building Department for approval as described erei .
wner's Si nat re to
P int Cnrner's ame
2
TOWN OF SO 1THOLD BUILDI&G �EPT
w 631-765-1602
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
__. .M. ._. -.. V I ri
�'w.._..._.....
qL
M.
k"r ...._... 'vim
�go 14 t,
vi i H I 1 20,25)
01�
SITE PLAN UE DETERMINAION
���S T_ MAR D 5 2025
SOUTHOLD TOWN
�
Initial Determination
PMIMING BOARD
Date Sent: 2 S
Date: ._U.._. PLf ) R5
Project Name' n—1 rl�c �+ ... ........ ..... ,
�1 _. _. __ .
Project Address: _.__., LE �?..� �..._...... C Y�1�...y..,_ .
_._ ...
�..�.,-,�......w.__-. �._._'..n1_0
+ 5 w.,.... .,. -Zoning District:
__-t��-._... ...._..,. ....._..._.
Suffolk County Tax Map No.: 1000- -
,p
Request: Le a'I 1 1,_.... i.(1 `wi �t' k` Q r
,
�: Co of Building Permit Application and supporting documentation as to proposed use or uses should
(NotepY g
be submitted_)
Initial Determination as to whether use is permitted, —
'--
Initial Determination as to�whether site�pIan is required: ..._�'�..�_...._._._._._._.µ.,,w..�.........�.,,�_.._... ..�.a �._._.�,,.__.., �..............
_ .. _....a_.......
Signature o wilding Inspector
PlanningDepartment P.D. Referral: .. _.... ...._............_ .....w_.__. w_ _....,. ,_._
( 1 ..
�� Z Date of Comment: =��26
P.D. Date Received: U
�,e 4��a�, �� i90 ___
Comments:,,._......... .... _.._.._._ �
Wr
J Signature of Planning Dept, Staff Revie r
i
Final Determinations
Date:
Decision _....�_ '.. � ...... �_ _..._.. , .� .m ,
Signature of Building Inspector
l�Hi'r✓fr%rd Il�im✓ /r L� r ,, ,,..., � �...✓i„/ii,r ,/Irk/ rr/.1..//,� ., / f /rGiJ%'l.. ,1r�iira�Wl.Aire,r/irU�l�a�na�2v >Peia�r'�i�J7!✓,rlvii��w�✓/ru�o��f/�r✓n���i /��..r„r,,,,,,<�,
March 6a'2026
Suffolk County Department of Health Services
236 TKMD IrrREIT 360 Yaphank Avenue
GAZINPOWT,Nv 119" Yaphank,NY 11980
Tat' ($31)477-0
F&;: (631)47"7-1077 RE: GREENPORT GROUP LLC
Vjjj&9**Vr*WjpWtftV 920 CHAPEL LANE,GREENPORT NY 11944
TAX MAP IN
,,yolt 1000-045.00-02.00-010.005
KEWN S1UESoSI
E)(T 215
To whom it may concern:
TWOM The possibility of sanitary sewers, appurtenances, and sewage disposal facilities
PASCK ANUM for the above-referenced parcel have been inspected by the Greenport Sewer District
DEPL"MANOR
(the")istrict")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
mmy Bug njLups 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 DOUGHERTY-30NNSON permit from the Village.
If I can be of any further assistance,please contact me at(631)477-0248
JUUA ROBINS
Regards,
vi t,AM INK
CANDACE RAU.
EXT 214
Adam Hubbard
Village of Greenport
Waste Water Treatment Plant
Ernesto Roshii, RE, Engineering Consul ting Sf,rviccs pC,
9 Uonas°(J Street ERNESTO ROSINI, P.E.
Wading ffiver, NY 11792 ENGINEERING SERVICE P.C.
'Fel 631-680-2485 Uh
ernestrosinj @grnail.com
Date:April 16, 2025
Southold "rown Building Department
53095 Route 25
PO Box 1179
Southold, NY 11971
Re., Wastewater Load Evaluation—920 Chapel Lane, Greenport, NY 11944
Greenport Group LJ,,C
Tax Map ID number: l000.045,()0-02.00_()1(),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 H 944 to provide professional engineering services related
to wastewater load calculations.
The owner is proposing to convert eight (8) existing
cottages. In reviewing the historical engineer i one-bedroom cottages into eight (8) two-bedroom
ng report prepared by Michael Chia re Ili, 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 connecti
conversion. on are necessary as a result of this proposed
Should you require any additional information or documentation,
please do not hesitate to contact me:
Sincerely,
c)F N
�q
Ernesto Rosini, P.E. Licensed Professional Engineer—NY License No. 094477 tQ:
SAN SIB EON PUMP STATION
"SOWN OF SOUT OLD, NEW YO
RK
ENGINEERING REPORT
FOR
REFURBISHMENT OF
SAN SIMEON
PUMP STATION
. . R
GREENPORT GROUP LLC
O r- hr `
Michael P. Chia�relli En -nee , P.C. P.
19A4 r "
f ( ° ,Tjs ,NEW you�x��-�
TEL (631)633 3 pAX (631)03.3 3
REVISED NOVEMBER 2012
REVISED MARCH 2012
REVISED FEBRUARY 2012
VISED JANUARY 2012
REVISED NOVEMBER 2011
AUGUST 2011
SECTION III
PUMP STATION CAPACITY
aALITARY SOVAU,FLO
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. &WAgg Flow— "' Pipe Mini
The existing forge main is 4" diameter, approximately 1,400 feet long and
terminates at the Greenport Sewage Treatment Plant. SCDHS standards require a
minimum velocitl 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:
� 3
Q = V x A = 2 ¢4 x .08725 f t2 = .1745 5t! = 78.17 gpm
ec
B. Stzm Fb w--ML6 Standard§
The original desig n was for a 150 cottage type retirement community. However,
the pump station Manly serves the existing 8 cottage type houses and a church. The
standard design f 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
No. of Units Eow Jnit 0t 1 w
8 cottages x 30O gpd >1,2010 sq. ft.) = 2,400 gpd
450 seat church x 4 gpd/seat = 1, gd
TOTAL _
pEAKFIAWB�SBD UPON 4.3 PEAKFACTOA — �8,oho gpd
5
WChMIP.Chilm%Engineer,P.C-
Peaking factor is�established by criteria established in Ten States Standards.
18 + � , 18.236
4.236 — 4.3
;t
C. e°wa a ow mftaa of Ara l e
A summary of th various techniques for estimating the sewage flow as related to
the pump station s as follows:
1. 4" existing forcce main (to maintain velocity of 2 fps) 112,565 gpd
2. SCDHS design criteria: 18,060 gpd
I
D. Basil gf&furbn e i l raw
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- Eoh EW J
Based upon the e;k, isting conditions of the site, the calculated peak flow will be
12.54 gpm (18,060 + 1,440 min/day), which is well below the 78.17 am
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.
k
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" 8.17 gpm.
e
i
Michael P.Chiarew Engineer,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. &gra2g Daily Dgligil Flow Criteria-,
The average daily design flow for the development using established SCD14S 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
I -Bedroom Units 124 its... . ......
ts 100 G�b:.2V/Unit 12,400 GalsLM�,
2-Bedroom Units, 26 U_ti7jts"' 225'_qj1s./Da--nit 5 800 Gals./Da
_Nuis' Home Beds 84 Beds 150 GaILpayBed 12,600 Gals Da
Motel Units 9 ij;"Cti_ Gals jD Not cj�uded
�y nit a 9,/Day 90OG I
Chavel t;li
2. Peak Daily De„illin 'Flow Criteria:
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. Petty Hour Flow Rate Factor(f peak):
fpeak=(18+ �P) / (4+ NIP)
f peak=(18+ 4.423) / (4 4- 4.423) = 8 �, O�65
4 +0,65
f peak= 18.65 = 4.0107 Say 4.02
4.65
C. Peak Flow Rate(Q peak):
Q peak=f peak x Average Daily Flow/1,440 Minutes/Day
Q-peak=4.02 x 31,700 Gals./Day/1,440 Minutes/Day
Q peak=92.4 Gals./Minute
3. j!um e Station Design:
A. Criteria: Minimum wet well capacity 30 minutes detention @ average daily flow.
RIM.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 = 3 t,70q j s/1/r, 11 Minutes
1,440 Minutes/Day
Minimum Wet Well Capacity =660.4 Gallons Say 660 Gallons
C. Existing Wet Well Sue:
T-2"diameter precast concrete wet well with interior diameter of 6'-0"
D. Existing Wet Well Effective Depth:
Minimum Effective Depth= 660 Gak/7.4t Gals."Ct.t.l°t./ )' ',S, I
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 Levc] - (-) 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 HZM 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. Load 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 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- (-}337) = 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 631,589,9705 • www.pwgrosser.com
New York, NY• Seattle, WA. Greensboro, NC
4. Buoyancy C"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 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 =a( 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 Lbs./Cf. =4,038 Top Slab 0'-8"
4
+(njj T-L" x 0.67' x 150 Lbs/Cf. =4,045 Bottom Slab 0'-8"
4
7'-2)'—:t ("- 1 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=nj T-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 • FY,631.589,8705 • www.pwgrosser,com
New York, NY. Seattle, WA- Greensboro, NC
Down Forces=weight of(top slab +bottom slab+walls)
Down Forces=(it) 7'-2")2 x 2.00 x 150 Lbs. = 12,054 New Top Slab 2'-0"
4
+(n) ( 7'-2,)2 x 0,67' x 150 Lbs./Cf. = 4,045 Bottom Slab 0'-8"
4
(_tt 7'-2 '-tt O' fl"` x 14.16' x ]50 Lbs./Cf.=25,446 Wet Well `Nall 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. fumg Sizes
A. Minimum Pump Size Criteria:
Minimum Capacity=maximum flow rate
B. Design Maximum Flow Rate:
Maximum flow rate=92.4 Gals./Minute
6. for fow MjW and Pumps:
A. Force Main: Existing 4"0"Ductile Iron Force Main
l.) Static Head:
High Point Elevation: 46.77'
Pomp Shot 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(] u,25') - 25 Ft.
Plug Valve(1 @ 10') - 10 Ft.
Total Equivalent Length - 1,472 Ft, Say 1,500 Ft.
P,W.Grosser Consuiting, Inc• P.W. Grosser Consulting engineer&Hydrogeologist, PC 12
630 Johnson Avenue, Suite 7 . Bohemia, NY 11716
PH 631.589,6353•FX 631.589.8705 • www Pwgrosser.com
New York, NY a Seattle, WA ®Greensboro, NC
H1,Head Loss Using Hazen-Williams Formula:
Hl,Head Loss= (10.44 x L x(VTm)1 s5
C"5 x
HI,Head Loss= (10.44 x 1500 x(V,,�
120""
Pump Capacity Analysis
160
140
120
100
o
60
40
20
0
0 50 100 150 200 250 300 350
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 i (1+ [(kiE)x (d/t)x Cl])
a=L/y(I+[(313,000/33,000,000)x(4/34 x I
P.W. Grosser Consulting, Inc- P W. Crosser Consulting Engineer& Hydrogeojogist, PC 13
630 Johnson Avenge, Suite 7 - bohemia, NY 11716
PH 631.589.6353 * FX 631.S89,8705 . www.pwgrossLr.com
New York, NY ® Seattle, WA - Greensboro, NC
a= 15001 1.1115858
a= 1,350 Ft./Sec.
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./5q.1n.
t=minimum pipe wall thickness 0.341n.
Ci = pipe constraint constant 1.0
Critical Time of Travel of Pressure Wave(seconds)
Tt-a=2L/a =2 x 1,500/1,350=2.222 seconds
where L=length of force main 1,500 Ft.
a=velocity of pressure wave 1,350 Ft./Sec.
Maximum Surge Pressure(Lbs./sq. In.)
hMAX=aV/g = 1,350 x 2.36/3'2.2=19.89.Feet(6.20 lbsJSq.ln.)
where a=velocity of pressure wave 1,350 Ft./Sec.
V=velocity of liquid in pipe 2.36 FUSec.
g=gravity acceleration 32.2 Ft./Sec./Sec-
Total Pressure Exerted on Force:Main(psi)
Maximum Surge Pressure =hMAX =19.99 Feet equivalent to 6.02 Lbs./Sq.1n.
Pressure Head at Pu nping Station=TDH =61.56 Feet equivalent tc 26&5 Lbs./Sqjln,
Total Maximum Pressure 32,67 Lbs./SgJ6-
Class 150 pipe ductile iron pipe is rated for 2,500 Lbs.iSq.1n,burst pressure less than
32.67 OK.
"lw. Q in 1 And RtpjaSoment Pu 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 631.589.6353 . PX 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 system and pump station
was approved by the Suffolk County Department of Health Services (Reference No C1 0-89-015) 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 G=nport. As of July 1, 1990 the
Village gave permission to the then owner of the pwpeny, San Simeon Properties Associates, permission to
discharge 3,600 gals,/day of sewage into the Village collection systern(the design flow of the proposed Phase I
development).
The current owners of the property and pump station, The Grecriport 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 tonal oftwenty(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 northern and
western portions of the property to about 10 AMSL along south cast portion. Surflace, 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- Bohernia, NY 11716
PH 631,589.6353 - FX 631-589.8705-www.pwgrosser.com
New York, NY- seattie, WA - Greensboro, NC
SURVEY OF PROPERTY
I SITUATE:WEST OF THE VHLAGE OF ORFjMqoORT
SOUTHOLD
SUFFOLK COUNTY,NEW YORK
9)FlO-GOUWl I—-
1000 45 2 10 5
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JOHN C.EHLERS LAND SURVEYOR
6 RAST MAN SntWr N.Y.S.Ur N,*M
RIMMAD.K.Y.11905
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NOTIFY BUILDING DEPARTMENT AV
631-765-1802 8AM TO 4PM FOR THE
FOLLOWING INSPECTIONS:
wh(--�? 2' r P FOUNDATION-TWO REOUIRE[1
FOR POURED CONCRETE
6 I 6'-!!!5` 6'€5' �i �` - ROUGH-FRAMING 8 PLUMBING
I�-1
C C _ t r INSULATION
Bed ; 5`-'�'j F— FINAL-CONSTRUCTION MUST
13' 6 Room I ' i IHC BE COMPLETE FOR G.O.
j Bed ® 13 6 500.y ALL CONSTRUCTION SHALL MEET,THE
C l� r, Room I REQUIREMENTS OF THE CODES OFINEW
! YORK STATE. NOT RESPONS1Bi FOR
I! I .6 . 6 9
i ! DESIGN OR CONSTRUCTION ERRORS
t iI° y pctshT://
. Additional
'j '+ dry f! washfdr1�,� ' i —cation
I
I Living Both I
s 27 I_ 1 ay Be eq z e .Room i 1 i i EPEP U f T Both I ��
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1 ! :i � `FINICAL
_3, [ f� 3 -11`'�f _i4 i C C � ROOM NSPEC-ION REQUIRE
I Ly ' I 13- =i
} j 3�€ i 3-3, g_5KltCh en 3iQ ji '�Q KltCh en9.=5, !3.
i6. IOI OI V _§
I u ref. 'd/wl i idfw I i re I —
Bed stor. j
III io,T-P, Room II i
j 5' io Front i Bed I sF
i . Front IQ` Room io"I
I I3.1 � stor
UNIT 8
t I
I 1 FLOOR PLAN 3/16"
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Residential FLOOPY PZ..4N
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5
Rear Rear
wh
14'-6'
C L C L
5'-10' Bed 5'-10'
13'-6° Room Bed 13'-6'
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,........_. _...._.._... 6'-9° 6'-9'I a
5'-10, 5'-10'
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Both
Livin
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/ Room
CA 1-11'', , '-11 CA
13'-3'
_....._._..x _r4
:::::.......... . :
Ki1t1c'-h6e°n
3'I3° Kitchen 3 -I 3'
3 -4 9 _5 4,
6'-6 d/w ❑ ref. 3'
stor.
Bed
Room '
I Bed 101-81
5'-10' Front 5'-10' Room Front J
z ..._.. ................. '
lo'-a• 13'-3' UNIT 7 UNIT 8 I 13 -3
3'-4° 1 stor.
Elec. '-10'
1.
-F77
I
—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 Greenpo2-t NY
Wading River NY 11792 Residential FLOOR PLAN631.680.2485 ernestorosini@gmoil.com
UNITS 7 & 8
SCTM 1000-045.00-02.00-010.005 ---_ DESCHIanoH anTE DRAWN BY DATE I DWG. NO. SHEET No.
lE V I S 1 0 N S ER 1111042025 1 1 5 of 5