HomeMy WebLinkAbout52754-Z 0 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#: 52754 Date: 03/12/2026
Permission is hereby granted to:
Greenport Group LLC
PO BOX 1000
Woodbury, NY 11797
To:
Unit 8-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
Building Inspector
TOWN OF SOUTHOLD—BUILDING DEPARTMENT
P� Town Hall Annex 54375 Main Road P. O. Box 1179 Southold, NY 11971-0959
Telephone (631) 765-1802 Fax (631) 765-9502 t 1 1 //yv w soot oldtomu�n.n ? ov,
Date Received
APPLICATION FOR BUILDING PERMIT
... 0
For Office Use Only 4 rid
PERMIT NO. V Building Inspector: rn w _.. ,
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: 2 r b. 6
Email
_Mailing Address: Lill4
CONTACT PER IwN'
Name:
Mailing Address:
Phone# Email:
DESIGN PROFESSIONAL INFORMATION:
Name:
Mailing Address: (UT
Phone#: .Email:
CONTRACTOR INFORMATION.
Name: `
Mailing Address:
Phone#: �-� q1--) � E na" ` *
DESCRIPTION OF PROPOSED CONSTRUCTION
re [--]Addition
❑New.`itruet n Alteration � epair D1 mol Estimated Cost of Project:
❑Other $
Will the lot be re-graded? ❑Yes,, Will excess fill be removed from premises? ❑YesAZie
1
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
JG ^ this property? ❑Yes . o IF YES, PROVIDE A COPY.
O Check Box,After 111e6ding: The owner/cbatfactorJdesign professional is responsible for all drainage and storm water issues as provtded by
Chapter 236 of the town code APPLICA 16 iS Hik"Y,,MdDE to the;Building Department for the issuance of a Building Permit pursuant to the�uiiding Zone
ij Sao i
ordinance of Abe Town of Southold,Suffolk,County,h(eui�lbrk and other applicable Lanus,Cfrdinaricas alReguijtlon is for the,construct�on of buildings,
addit►ons,alterations or#ar removal or dennolition as°herein described,The a�fpllcanY agraes to comply s+iiikh all applicable laws,ordinances,building code,
hausirtg Cade and regulations and to admit authorized inspectors on premises and m buildmg(sjfor necessary inspections,`Palse statenrients made hereinare
punishable w a Clash a rbisdemearior pursuant to gectior'210.45 of the-New York Sta#e Penal law.
Application Submitted By(print ame uthorized Agent ❑Owner
Signature of Applicant Date:
STATE OF NEW YORK)
COU TY OF
�
V—"- eing duly sworn, deposes and says that (s)he is the applicant
(Na I
a of individual signing c ntract) above named,
(S)he is the
�6actot�� ,, rporate Officer, etc.)
of said owner or owners, and is duly r have p ,rfrrried�khe said work and to make and file this
application; that all statements contained in this application are trudto the best of his/her knowledge nd belief; and
that the work will be performed in the manner set forth in the applicatron ile therewith..
Swor efore me this
;�day of ZB
.-- of I"# bIic-State f 'Yor
No.OI MA6354 fi
Qualified in Suffolk unty
PROPERTY OWNS UTHORl TION� � Commission Cxp 1/2025
(Where the applica t is not the owner)
I, residing at J
i
do hereby authorize to apply on
my behalfatothe Tow Southold Building Department for approval as described erei
wner's Si nat e to
P int Owner's ame
2
V}
TOWN OF SOUT OLD BUILDI G DEPT.
6 -765-1802
31 `
INSPECTION
[ ] FOUNDATION 1 ST/ REBAR [ ] ROUGH PLBG.
[ ] FOUNDATION 2ND [ ] INSULATION/CAULKING
[ ] FRAMING / STRAPPING [ ] FF WJAL
[ ] FIREPLACE & CHIMNEY [ kj'FIRE SAFETY INSPECTION
[ ] FIRE RESISTANT CONSTRUCTION [ FIRE RESISTANT PENETRATION
[ ] BCTRICAL (ROUGH) [ ] ELECTRICAL (FI AL)
CODE VIOLATION [ ] PRE C/O [ RENTAL
REMARKS:DATE
INSPECTOR
__
� SO
1'
Po 't
March 6t'2026 `
RA R 0I.
Suffolk County Department of Health Servicesu
2M TURD IT 360 Yaphank Avenue
c a ,MY arty Y,aphank,NY 11980
"roll r01 "-fl 4$
314'° - *" RE: GREENPORT GROUP LLC
vtttanw 9pM r�t.� 920 CHAPEL LANE,GREENPORT NY 11944
TAX MAP IN
Y 1000-.045.00-02.00-010.005
KEM STUMT
4tT 215
Th wbom it may concern:
'* The possibility of sanitary sewers, appurtenances,and sewage disposal facilities
PA'rr EF tt for the above-referenced 1 have been inspected the Green
port pec by port Sewer District
(*c"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]
MAXY a MVU�M bate.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 fust obtaining a
LILY DOUGMTY-30NNSON permit from the Village.
If I can be of any further assistance,please contact me at(631)477-0248
JULIA ROSIM
Regards,
v= °
CANDACE HALL
EXT 2,14
Adam Hubbard
Village of Greenport
Waste Water Treatment Plant
Ernesto Rosini,P.E.Engineering Consulting Services P.C. ERNESTO ROSINI, P.E.
9 Leonard Street ENGINEERING SERVICE P.C.
Wading River,NY 11792 Uh
Tel 631-680-2485
ei-nestrosini@amaii.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), I 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 1 ,
Ernesto Rosini, P.E. Licensed Professional Engineer—NY License No. 094477n ,
0 411 �
to
SAN SI EON PUMP STATION '
'SOWN OF SOU HO; D, NEW W YORK
ENGINEERING REPORT
FOR
REFURBISHMENT OF
SAN SIMEON
PUMP STATION
GREENPORT GROUP LLC
Michael P. Chrelh E eera P.C.
1954 NW YORK AVEA13
HUNTINGTON 91 ATION,NEW YORK 11746-2906
TEL (631)673-MU FAR (631)673384Z
REVISED NOVEMBER 2012
REVISED MARCH 2012
REVISED FEBRUARY 2012
REVISED JANUARY 2012
WISED NOVEMBER 2011
AUGUST 2011
NEC nQN III
G
MP STATION CAPACITY
S.ANITARY BEAU LL&A
The average daily design flow for sewage is the average of the daily volumes of sewage to be
pumped for a continuous twelve1(12)month period.
i
I
The average daily design flow for the proposed refurbishment of the Pump Station is derived as
follows:
I
A.
The existing fore main is 4" diameter, approximately 1,400 feet long and
terminates at therreenport Sewage Treatment Plant. SCDHS standards require a
minimum velocit 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:
Q = V x A = 2 x.08725 f t2 = .1745 its = 78.17 gpm
90C SEC
B. O ,
The original desi V was for a 150 cottage type retirement community. However,
the pump station my serves the existing S 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 nerates an average daily design flow as follows:
No. Flow it IQWJDSN
S cottages x 300 gpd (>1,200 sq. ft.) = 2,400 gpd
450 seat church x 4 gpd/seat = 1
TOTAL — 0
p'E,I�KFIAW ED UPON 4.3?BAKFXCT0 R = ia,M gpd
Michael?.(�iatelliEt�neet
a..,ann t
i
i
I
i
Peaking factor is established by criteria established in Ten States Standards.
F.F. 18 + � _ 18.236 = 4.3
r
4 4.236
4 +
C. Se
A summary of the various techniques for estimating the sewage flow as related to
the pump station s as follows:
t
1. 4"existing fore main(to maintain velocity of 2 fps) 112,565 gpd
2. SCDHS des*' criteria: 18,060 gpd
I
fl
D. 1111jil L,Ref '?gjIM . 2w
The basis for this�refurbishnient design flow shall be taken as the maximum of the
calculated flows listed above,which is 112,565 gpd.
tl
Based upon the isting conditions of the site, the calculated peak flow will be
12.54 gpm (18,0 gpd + 1,440 min/day), which is well below the 78.17 gpm
flow required to " lain a 2 fps minimum carrying velocity through the existing
4"force main. erefore,the peak flow used will be 78.17 gpm.
A,
The basis of desin for the proposed refurbishment of the pump station is 78.17
gpm and all cal c Nations in this report address the requirements for the pump
station to deliver 8.17 gpm.
p .
Y
M[oW P.ChimrlU Engineer,P.G 6
San Simeon Pump Station
Job#319-001-10
I
Gremport Group Aerial view showing existing sanitary pumping station and force main locations
SECTION 7—PUMP STATION BASIS OF DESIGN
...........
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
QUANTITY UNIT DESIGN FLOW AVERAGES UY
I -Bedroom Units 124 Units 100 Ga15,T_q/Unjt 12,400 Gals./Da
2-Bedroom Units 26 Units 225!q*./DaX�nit 800.gaIsJD
Nurs!%M9nie Beds 84 Beds 150 Gals./Do
Motel Units 9 Units.— 9LyGals/R
C l ? N Included
We
W
2. E#Ah 0#11.y Qg,.Skjl Flow Critgria:
A. Population Equivalent:
Design Criteria: 75 gals./day/person
Population=31,700 gats./day/75 gals./day/person
Population=422.7 people Say 423 people
B. Peak Hour Flow Rate Factor(f peak):
fpeak=(18+ VP) / (4+4P)
f peak=(18+ 4.423) / (4+ 4.423) = 18 +,0.0
�5
4 +0.65
f peak=IL65 = 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
Qpeak=4.02 x 31,700 Gals./Day/1,440 Minutes/Day
Q peak=92.4 Gals.fMinute
3. bMU Ntation ftsijLn:
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.S89.6353- FX 631.589.8705 -www.pwgrosser.com
New York, NY - Seattle,WA-Greensboro, NC
B. Minimum Required Wet Well Capacity:
Minimum Wet Well Capacity= I LLIPP QiI,511: Lty 2i; 3' Miatitea
,
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 Qals,/T4tja ./Ctl.l t Lnj. a
4
Minimum 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 = + 0.79
Existing Effective Depth — 3.66 feet-3'- 8"
E. Existing Wet Well Depth Characterizes:
Existing Wet Well Characteristic:
(Based on plans ofH2M 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
L Low Low Water Level Alarm — None provided
J.- Bottom of Wet Well = (-)3.37
K. Bottom Elevation of Base Slab Elev. — (-)4.05
Total Height of Wet Well (10.30—(-)3.371 = 13.67 feet
P.W.Grasser Consulting,Inc-P,W.Grosser Consulting Engineer&Hydrogeologist,PC 10
630 Johnson Avenue,suite 7 • Bohemia, NY 11715
PH 631.S89.6353- FX 631.589.8705 - www.pwgrosser,com
New York, NY-Seattle,WA- Greensboro, NC
4. ft2yangl Calculations:
The design report for the pump station prepared by H2M 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=(tr ,7�'--, 2 x 0.67'x 150 Lbs./Cf. =4,038 Top Slab 0'-8"
4
+(a)(7'-X)'x 0,67' x 150 Lbs/Cf. =4,045 Bottom Slab 0'-8—
4
n 7'-2 '—a G(, 012 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"f 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.corn
New York,NY• Seattle, WA•Greensboro, NC
Down Forces=weight of(top slab+bottom slab+walls)
Down Forces=(;-n ` 7'-2' °x 2.00 x 150 Lbs. = 12,054 New Top Slab 2'-0"
4
+ (n)(7'-2" 'x 0.67' x 150 Lbs./Cf. = 4,045 Bottom Slab 0'-8'
4
7'-2 '- r°-(')'") wx 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. bOXAMI.
A. Minimum Pump Size Criteria:
Minimum Capacity=maximum flow rate
B. Design Maximum Flow Rate:
Maximum flow rate=92.4 Gals./Minute
6. Fgal M,3Jjl and P rM;
A. Force Main:Existing 4"0"Ductile Iron Force Main
1.) Static Head:
High Point Elevation: — 46.77'
Pump Shut Off Elevation — (-)2.87'
St a ie 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(I @ 10') — 10 Ft.
Total Equivalent Length = 1,472 Ft. Say 1,M Ft.
P,W.Grosser Consulting,tnc• 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.Seattle, WA • Greensboro, NC
HL Head Loss Using Hawn-Williams Formula:
HL Head Loss= (10.44 x L x(V,)"'
C1.85 x (diwa) ""'
HL Head Loss= (10.44 x 1500 x
120i" x (4i,,a.
Pump Capacity Analysis
160
120
140
so
do
40
20
01
0 60 100 150 200 250 sw 350
Flow(OPM)
5.) PuMp Operating Point:
, _ Pump Design,Point=90+GalsMinute @ 61 TDH(26.41 LbsJSq.In.)
6.) Surge Pressure Calculation:
Velocity of Pressure Wave(Ft./Sec.)
*=L/ (1+f(k/E)x(d/t)x C,j)
*=L/ (1+[(313,000/33,000,000)x(4434 x I D
P.W.Grosser Consulting, Inc- P.W.Grosser Consulting Engineer&Hydrogeologist,PC 13
630 Johnson Avenue,Suite 7-Bohemia,NY 11716
PH 631.589.6353 a FX 631.589.8705 a www.pwgrosser.com
New York,NY a 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.ln.
t=minimum pipe wall thickness 0.34 In.
CI = pipe constraint constant 1.0
Critical Time of Travel of Pressul•e Wave(seconds)
TCR=2L/a =2 x 1,500/.1,350=2.222 seconds
where L=length of force main 1,500 Ft.
a=velocity of pressure wave 1,350 Ft./Sec.
Maximum Surge Pressure;(Lbs./sq. In.)
hMAX=aV/g = 1,350 x 2.36/32.2=19.99 Feet(6.20 lbsJSq.ln.)
where a=velocity of pressure wave 1,350 FUSee.
V=velocity of liquid in pipe 2.36 Ft/Sec.
g=gravity acceleration 32.2 Ft./Scc./Sec.
Total Pressure Exerted on Force Main(psi)
Maximum Surge Pressure =hhtAX = 19.89 Feet equivalent to 6.02 LbsJSq.ln.
Pressure Head at Pumping Station=TDH =61.56 Feet equivalent to 26,65 Lbs./So.In.
Total Maximum Pressure = 32.67 LWJSq.hi.
Class 150 pipe ductile iron pipe is rated for 2,500 Lbs./Sq.ln,burst pressure less than
32.67 OK-
241 011udibal And g t, pies;
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 ADS 3" solids handling submersible pumps. These pumps are capable of handling
the peak,design flows,
P.W.Grosser Consulting,Inc a 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 9 Greensboro, NC
SECTION x 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 systqm,and pump station
was approval 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 gals./day of sewage into the Village collection system(the design flow of the proposed Phase 1
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-zohed 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)residentfal baits,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 AM,SL in the northern and
western portions of the property to about 10 AMSL along south east portion. Suf lice 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 Enivnr r&Hydrogeolopfst, PC 2
630 Johnson Avenue, Suite 7 - 8onemia, NY 1,1716
PH 631.589.6353• FX 631.589.8705 •www.pwgrosser.com
New York, NY- Seattle, WA-Greensboro,NC
SURVEY OF PROPERTY
SITUATE:WEST OF THE VILLAGE OF GREENPORT
SOUTHOID
SUFFOIX COUNTY,NEW YORK
(A', Al I..I'
JOHN C.EHLERS LAND SURVEYOR
-TMA S� N.Y.S.WC.No.
369-9298 F.3691-8297
-
:
I.
ll
v `-Alft
i
x
1
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�is
PA
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APPROVED AS NOTED
Rear Rear &p.jv 5XI 51
wh T NG DEPARTMENT AT
1 NOTIFy BUILDING 631-71
65-1802 8ANI TO 4PIVIFORTHE
—14-6 14-6'
FOLLOWING INSPECTIONS:
6' --
FOUNDATION TWO REQUIRED
Ci
FOR POURED CONCRETE
10, 51 i0l,
ROUGH-FRAMING&PLUMBING
;5
Bed
jNSuL1kTION
Room
Is-
13'L6' Bed FINAL-CONSTRUCTION MUST
L C/ Room BE COMPLETE FOR G.O.
�
CONSTRUCTION SHALL MEET THE
6'-,9' 6 9. IUIREMENTS C OF THE CODES OF NEW
FOR
RK STATE, NOT RESPONSIBLE
DESIGN OR CONSTRUCTION ERRORS
9-
�ash/dry L-ViVIT"JI Al L CODES()-F
Bob' &TOW CCOD�S
RK SIATE, N
Living 2 1 U/T EP EP U/T 15-2' Bat I, F IONS OF n, h -OURED AND CONDITI
r
Room '�n I C/L11-14 50"iTHOLD TOIOIV14 NA
9,
is, 3' Living KUMD TOVIN PLANNIt Mk
Room SO.-IJ11'HOLDT6M1 1TRZTE1 1
CA A
cA
-3—
===i SWIllo w wc
----71"S
Kitchen
10C
L n.. 3. SCHID
3' 91-'. 0i Kitche 5- 3-
3-4
10C -2,0 6-61
ELECTRICAL
INSPECTION REQUIRED
IL
3
!d/w ref.
ref. Id/w! r
L Additional
Certification
Zr
May Be Required.
Bed
Bed
Room0-8
Front Room
Front t Front
UNIT
. ...... UNIT 7 8 L ��Ii
.tor. -
H-------i r stor. 1
'4'
3'-
i i I Elec, 51 10, n
FLOOR PLAN 3/16" = 1'
JILT T—LLC
2042 Rd c
W K)5�di,.g NY 11792
Residential FLOOR PLAN
UNITS 7
D
SCTM 1000-045,00-02.OD-010.005
Rear
Rear
wh -z' '-z"
14'-6'
61--5 6"5'
I CL
5'-10°
s'-10, Bed
13'-6' Room Bed 13'-6'
® Room
c L C/
6'-9" 6'-9' .. ..................
7'-9 ash/dry wash/dr -9
LivingBath
6'-z U/T EP EP U/T -z° Bath
Room C/L 0 _1° ® 9'-1 ° (-1 C/L3'-5°
3'-5' ❑ M1 1---�
❑ 18'-3"
18'-3" ❑ ❑❑ wh wh 0 Living
® Room
13'-3'
C/L -11° -il C/L 13'-3'
Kitchen 0 0 Kitchen9,-5' 3'!3' Ia"
3'-4 3'j 3p 9'-5"
�'-6' i d
❑ 11'-6° 6 -6
3' ref. ❑ jd/wj d/w ❑❑ ref. 5' 3—
® _3' 3'
— stor.
Bed
Room Bed
5'-10' Front 5'-10' Room -
Front -
- 10'-8' 13'-3' UNIT 7 UNIT 8
stor.
Elec. 5'-10
.... —J
'-8' FLOOR PLAN 3/16"
Ernesto Rosini, P.E. Engineering Consulting P.C. JLT Team LLC
2042 N. County Rd Suite 165 920 Chanel Lane C=reanport NY
Wading River NY 11792 Residential FLOOR PLAN
631.680.2485 ernestorosini@gmoil.com
UNITS 7 & 6
-
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