HomeMy WebLinkAbout39483-zLUIG1 CLAUDIO S
P.E.
5 Wesleyan court • Smithtown, NY 11787-3011 • (631) 543-2953
Enn% l:-4C,-4dQ": :
Sunday, December 21, 2014
Eastern Energy System
7470 Sound Avenue
Mattit &, New York 14
Tel. 631-779-4004
Attn.: Mr. Mike Lawton
Engineer/Project Manager
Dear Mr. Lawton:
fax(631)543-1526
Re: Thirty eight "to', -ion W P V Roof Ton
Solar Panel Arra- 10 64 kW, Too#a� pu n„t for
MOn8C0 Resid�nr 65 Aauavia� r-erlUe
East Marion New York 11939
Pursuant to your request, I have reviewed the following information regarding the subject roof
top solar panel array:
COver Street wrttf Sft ~r'
tMMWed by USys represe� ung
specific site information including size and spacing of rafters for the existing roof.
• Design drawings of the proposed system to include site Ian,
for the solar panels. This information was prepared by E2Sys and wll be uf plan, ttilized fong r
approval by the Town of Southold and for construction of the proposed system.
Based on the above documentation, I have evaluated the structural capacity of the existing
system to support the additional loads imposed by the solar panel arrays and offer the followin
comments:
The existing roof type is provided with composite shingles, two (2) layer, 2"x10" Douglas Fir
16" on center. Our review of the phi otos
w� f exterior ref indicate 2'x1���
35 rWo€ ' : _ : �
underlying structural members signs of settlement or
misalignment caused by overstressed
Structural Anal
Tl* SWXtZ- anal . carr�
Design wind speed (3 sec. gust):
Ground snow load: 120 mph
Solar Arrays 1- 3 Dead toed: 20 lbs/sq. ft.
Total Weight of Array 1: 2'S lbs
582.721bs
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Total Weight of Array 2: 621.98lbs
Total Weight of Array 3: 621.98lbs
The abOve vahm we Y#*M acceptable tib of recognmVd industry, stanriards for sitar
structures. The structural analysis, performed for the existing structure and for the solar panel
arrays, utilizing the above design loads, indicates that the existing roof rafters will be able to
supports the additional panel weight without damage, if instaffed correctly.
The onsite *Wectm and the #photographs sly #vat # M& ftmg is Ja good mndi
bmw
However, the dwelling owners are to be made aware that long term build up of heavy snow
conditions may produce deflections in the roof structure. If any deflection is noticed, than it is
recommended that the solar pants be cleared of a==uiated snow more than one (1) foot
deep over a period of one week. If no deflections are visible under any snow loading over a
period of Ume, then, thereisn Med to dw thesolar: pwial..
Based on the above evaluation, it is the opinion of the undersigned professional engineer, that
with aMm esOW pent anchcxsbe#V ut*zed, theroof sys#ern w # ade� supper the
additional loading imposed by the solar panel arrays.
This evaluation is in conformance with the 2010 Residential Code of New York State, the 2001
Wood Frame construction Manual, SEI ASCE 7 "Minimum Design Loads for Buildings and
Other,StrWtwee, current irdustcy standards and practice and based on documentation and
data supplied by E2Sys at the time of this report.
Should you have any questions regarding the above or if you require additional information, do
not hesitate to contact me. Sincerely,
Claudio
V. t.
of NEW
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SCOPE OF WORK
TO INSTALL A 10.640 KW SOLAR PHOTOVOLTAIC (PV) SYSTEM AT THE
MONACO RESIDENCE, LOCATED AT 65 AQUAVIEW AVENUE, EAST MARION, NY 11939.
THE POWER GENERATED BY THE PV SYSTEM WILL BE INTERCONNECTED
WITH THE UTILITY GRID THROUGH THE EXISTING ELECTRICAL SERVICE EQUIPMENT.
THE PV SYSTEM DOES NOT INCLUDE STORAGE BATTERIES.
SYSTEM RATING
10.640 kW DC STC
9.407 kW DC PTC
7.069 kW CEC-AC
EQUIPMENT SUMMARY
38 LG280SIC-63 PV MODULES
2 SMA SB 5000TL US 22 INVERTERS
I IRONRIDGE XRS1000 MOUNTING SYSTEM
SHEET INDEX
PV -1 COVER
PV -2 SITE PLAN
PV -2.1 ROOF PV LAYOUT
PV -3 STRUCTURAL/ DETAILS & SECTIONS
GOVERNING CODES
2011 NATIONAL ELECTRICAL CODE
2010 RESIDENTIAL BUILDING CODE OF NEW YORK STATE
UNDERWRITERS LABORATORIES (UL) STANDARDS
OSHA 29 CFR 1910.269
GENERAL NOTES
1. CONTRACTOR SMALL CHECK AND VERIFY ALL CONDITIONS
AT THE SITE PRIOR TO STARTING TO WORK AND SHALL
FAMILIARIZE HIMSELF WITH THE INTENT OF THESE PLANS
AND MAKE WORK AGREE THE SAME;
2. CONTRACTOR OR OWNER SHALL OBTAIN ALL REQUIRED
APPROVALS, PERMITS, CERTIFICATES OF OCCUPANCY,
INSPECTION APPROVALS, ETC., FOR WORK PERFORMED
FROM AGENCIES HAVING JURISDICTION THEREOF, IF
REQUIRED.
3. ALL WORK SHALL CONFORM TO CONSTRUCTION CODE
AND ALL RULES AND REGULATIONS OF THE RESPONSIBLE
JURISDICTION.
4. IF IN THE COURSE OF CONSTRUCTION A CONDITION
EXISTS WHICH DISAGREES WITH THAT AS INDICATED ON
THESE PLANS, THE CONTRACTOR SHALL STOP WORK AND
NOTIFY THE ENGINEER. SHOULD HE FAIL TO FOLLOW THIS
PROCEDURE AND CONTINUE WITH THE WORK, HE SHALL
ASSUME ALL RESPONSIBILITY AND LIABILITY THEREFROM
5. ALL STRUCTURAL STEEL SHALL BE A-36 AND SHALL BE
FABRICATED AND INSTALLED AS PER LATEST A.I.S.0
SPECIFICATIONS.
6. ALL ELECTRICAL WORK SHALL BE BOARD OF FIRE
UNDERWRITERS APPROVED AND IN ACCORDANCE WITH
N.E.C. & NYS CODES & REGULATIONS
7. ANY DEVIATION FROM THESE PLANS WITHOUT THE
WRITTEN CONSENT OF THE ENGINEER WILL NEGATE THE
ENGINEER'S CERTIFICATION OF THESE PLANS.
8. THESE DRAWINIOS AS INSTRUCMENTS OF SERVICE ARE
AND SHALL REMAIN THE PROPERTY OF THE ENGINEEIR
WHETHER THE PROJECT FOR WHICH THEY ARE MADE IS
EXECUTED OR NOT. THEY ARE NOT TO BE USED ON ANY
OTHER PROJECTS OR EXTENSIONS TO THIS PROJECT
9. CONTRACTOR SMALL PROTECT, PATCH AND REPAIR ALL
EXISTING WORK ADJACENT TO HIS WORK, OR DAMAGED AS
RESULT OF HIS WORK.
10. CONTRACTOR TO EFFECT AND MAINTAIN INSURANCE, IA.
CONTRACTOR'S LIABILITY, WORKMAN'S COMPENSATION,
COMPLETED OPERATION, ETC. ADEQUATE FOR THE
PURPOSES OF THIS PROJECT AND FURNISH PROOF OF
SAME PRIOR TO COMMENCING WITH WORK.
11. EACH SUBCONTRACTOR SHALL BE RESPONSIBLE FOR
MAINTAINING SAFETY ON THE JOB SITE DURING THE
CONSTRUCTION PHASE TO COMPLY WITH THE REGULATIONS
AND REQUIREMENTS OF THE OCCUPATIONAL SAFETY AND
HEALTH ADMINISTRATION. THIS SHALL INCLUDE, BUT ARE
NOT LIMITED TO: PROVIDING FOR ADEQUATE AND PROPER
BRACING, SAFETY RAILINGS AND SECURE FOOTINGS FOR
ALL TEMPORARY SCAFFOLDING, STAIRS, ETC.. AS WELL AS
PERMANENT CONSTRUCTION.
12. FIGURED DIMENSIONS SHALL GOVERN. DO NOT SCALE
DRAWINGS, WHERE DIMENSIONS ARE ES' ABLISHED BY
EXISTING CONDITIONS. EACH CONTRACTOR SHALL VERIFY
EXISTING CONDITIONS PRIOR TO ORDERING MATERIALS AND
COMMENCING WITH WORK.
13. CONTRACTOR TO REMOVE ALL DEBRIS CREATED BY THIS
WORK FROM THE SITE AND DISPOSE OF IN A LEGAL
MANNER ON A WEEKLY BASIS OR SOONER IF CONDITIONS
WARRANT.
14. AT THE COMPLETION OF WORK, THE SITE TO BE
CLEARED OF ALL DEBRIS AND EXCESS MATERIALS. THE
FACILITY IS TO BE LEFT BROOM CLEAN AND WORK IS TO BE
COMPLETED TO THE TOTAL SATISFACTION OF THE OWNER
PRIOR TO RELEASE OF FINAL PAYMENT.
PROJECT LOCATION
DESIGN & DRAFTING BY:
JAMIE MINNICK
NABCEP CERTIFIED
051112-129
_ REVISIONS
DESCRIPTION DATE REV
OR 12-17-2014
CONTRACTOR
SOLAR UNIVERSE
7470 SOUND AVE
MATTITUCK, NY 11952
LICENSE # 43889 H
PROJECT NAME
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SHEET NAME
COVER
DRAWING SCALE
N.T.S.
SHEET NUMBER
PV -1
LEGEND
P EXISTING UTILITY METER
MAIN SEPiVICE PANEL
NEW PV SUB -PANELS
A/C D*CONNECT
COMBINER
INVERTERS
GND ELECTRODE
PV MODULE
.ice RACKING RAIL
O ATTACHMENT POINT
--- RAFTERS
i0 --ROOF PITCH ANGLE
FFISUNRUN METER
11,f-0 VENT
V PLUMBING VENT
SKY LIGHT
CHIMNEY
COMPOSITE SHINGLES
GOOD CONDITION
POTENTIAL SHADING ISSUES
TRIM/REMOVE AS NECESSARY
CONSTRUCTION SUMMARY
(38) LG280S1C-03 PV MODULES, 10.640 kW DC STC -
(86) ATTACHMENT POINTS @ 64" OC MAX.
(278) LF ALUMINUM UNPACK RADS
Roof Type = Comp Shingle, # of Layers: 2
Roof/Array #1 - Pitch: 350, Azimuth: 153°
Roof Structure = 2X10 Douglas Fir Rafters @ 16" O -C„ 1/2" Plywood Decking, 2x10 JOIST
Roof/Array #2 - Pitch: 350, Azimuth: 333°
Roof Structure = 2x10 Douglas Fir Rafters @ 16" O.C„ 1/2" Plywood Decking, 2x10 JOIST
Roof/Array #3 - Pitch: 350, Azimuth: 333°
Roof Structure = 2x10 Douglas Fir Rafters @ 16" O.C., 1/2" Plywood Decking, 2x10 JOIST
CONSTRUCTION NOTES
1.) ALL EQUIPMENT SHALL BE INSTALLED IN ACCORDANCE WITH THE
MANUFACTURER'S INSTALLATION INSTRUCTIONS.
2.) ALL OUTDOOR EQUIPMENT SHALL BE RAINTIGHT WITH MINIMUM NEMA 3R RATING.
3.) ALL LOCATIONS ARE APPROXIMATE AND REQUIRE FIELD VERIFICATION.
DESIGN & DRAFTING BY:
JAMIE MINNICK
NASCEP CERTIFIED
051112-129
REVISIONS
DESCRIPTION IITDATE REV
ORIGINAL 12-17-2014
T
CONTRACTOR
SOLAR UNIVERSE
7470 SOUND AVE
MATTITUCK, NY 11952
LICENSE # 43889 H
PROJECT
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'SHEET NAME
SITE PLAN
DRAWING SCALk
N.T.S.
SHEET NUMBEIV
PV -2
rl
LEGEND
EXISTING UTILITY METER
k94MAIN SERVICE PANEL
NEW Pv BUB -PANELS
A/C DISCONNECT
COMBINER
INVERTERS
GND ELECTRODE
PV MODULE
RACKING RAIL
b ATTACHMENT POINT
-' - RAFTERS
#--ROOF PITCH ANGLE
SUNRUN METER
VENT
PLUMBING VENT
SKY LIGHT
CHIMNEY
�COMPOSITE SHINGLES
GOOD CONDITION
POTENTIAL SHADING ISSUES
TRIM/REMOVE AS NECESSARY
OF NEW Y0
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No
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11800 7t 120, ``
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NOTE:
126" SPACING BETWEEN PV MODULES TYP.
DIMENSIONS ARE FROM EDGE OF PV MODULES
TO EDGE OF ROOF SHINGLES TYp.
5"
DESN$N & DRAFTING; BY:
JAMIE MINNICk
NABCEP CERTIFIED
05111 2-12 9
DESCRIPTION I DATE
ORIGINAL 12-17-2014
CON —TR—
SOLAR UNIVERSE
7470 SOUND AVE
MATTITUCK, NY 11952
LICENSE # 43889 H
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SHEET NAME
ROOF DETAIL
DRAWN_ G SA�E
N.T.S.
SHEET NUMBER
PV- 3
LOAD CALCULATIONS ARRAY #1
! ARRAY #2
AY #3
Module W'I ht
36.96 Lbs
36.96 Lbs
36.96 Lbs
# of Modules
12
13
13
Total Module Weight
443.52 Lbs
480.48 Lbs
480.48 Lbs
Total Length of Rail
88 Ft
95 Ft
95 Ft
Rail Weight per Foot
0.9 Lbs
0.9 Lbs
0.9 Lbs
Total Rail Wei ht
# of Standoffs
79.2 Lbs
30
85.5 Lbs
28
85.5 Lbs
28
Wei ht er standoff
Total Standoff Weiaht
2 Lbs
60 Lbs
2 Lbs 2 Lbs
56 Lbs 56 Lbs
Total Array Weight
582.72 Lbs
621.98 Lbs
I 621.98 Lbs
Point Load
25 Lbs
25 lbs
25 Lbs
Total Array Area
216 Sq Ft
234 Sq_ Ft
234 Ft
Array Dead Load
2.61-bs/ Ft 2.61-bs/ Ft 2.6Lbs/Sq Ft
Os0935-"
AROFESS101`tP�'
v net =u ret 1 vnet3U (eq b -e) KZ1 (sec b.5.7) I I F'netJU ttaDle b-3) #
CLIMACTIC AND Groundand Speed Live load, Point Max fastener
GEOGRAPHIC DESIGN Category Snow Load 3 sec gust pnet30 per pullout load Fastener Type spacing along
CRITERIA Pg mph ASCE7, psf Ib. rails, in.
A #
B
Roof Section #
20 120 1 #
TYP. TYP. #
468 5/16" x 3-1/2" Stainless Steel
TYP. Lag Bolts
TABLE RR301.2(1)
CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA
W
WIND
Z
SUBJECT TO DAMAGE
FROM
WWZ
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GROUND'
SPEEDd
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Q
FROST
0~
SNOW
3 SEC
SEISMIC
�O
LINE
ICE SHIELD
LOAD
GUST
DESIGN
DEPTHb
TERMITE`
UNDERLAYMENT
FLOOD
(PSF)
(MPH)
CATEGORY'
WEATHERING'
(FTaN)
REQUIRED°
HAZARDr
20
110
C
SEVERE
Y-0"
MODERATE
YES
NO
,.,....
TO HEAVY
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a. Weathering may require a higher strength concrete or grade of masonry than necessary to satisfy the structural
requirements of this code. The weathering column shah be filled in with the weathering index (i,e., "negligible,"
"moderate" or "severe") for concrete as determined from the Weathering Probability Map [Figure R301.2(3)]. The
grade of masonry units shall be determined from ASTM C 34, C 55, C 62, 0 73, C 90, C 129, C 216 or C 652.
b. The frost line depth may require deeper footings than indicated in Figure R403.1(1). The jurisdiction shall fill in the
frost line depth column With the minimum depth of footing below finish grade.
C, The jurisdiction shall fill in this part of the table to indicate the need for protection depending on whether there has
been history of local subterranean termite damage.
d. The jurisdiction shall fill in this part of the table with the wind speed from the basic wind speed map [Figure
R301.2(4)]. Wind exposure category shall be determined on a site-specific basis in accordance with Section
R301.2.1.4.
e. The jurisdiction shall fill in this part of the table with the Seismic Design Category determined from Section
R301.2.2.1.
f. The Jurisdiction shall fill in this part of the table with (a) the date of the jurisdiction's entry into the National Flood
Insurance Program (date of adoption of the 11rst code or ordinance for management of flood hazard areas), (b) the
date(s) of the currently effective FIRM and FBFM, or other flood hazard map adopted by the community, as may be
amended.
g. In accordance with Sections R905.2.7.1, R905.4.3.1, R905.5.3.1, R905.6.3,1, R905.7.3.1 and R905.8.3.1, where
there has been a history of local damage from the effects of ice damming, the jurisdiction shall fill in this part of the
table with"YES," Otherwise, the jurisdiction shall fill in this part of the table with "NO."
The ground snow loads to be used In determining the design snow loads for roofs are given in Figure R301.2(5) for
sites at elevations up to 1000 feet. Sites at elevations above 1000 feet shall have their ground snow load increased
from the mapped value by 2 psf for every 100 feet above 1000 feet.
72"
(E) 2x10 RAFTER
DOUG FIR @ 16" O.C.
ARRAY #1,2,3
3 5 DEG
8 1„
12
(E) 2x10 CEILING JOIST DOUG FIR @ 16" O.C.-
(E) EXTERIOR WALL
MODULE MOUNTING CLIP
SOLAR MODULE-- \�
11
UNIRAC ALUMINUM RAIL//'"
ALUMINUM "L" BRACKET)
COMPOSITION SITION ROOF—I RAFTER
ROOF FRAMING DETAIL
1
SCALE: 1/2" = 1'-0"
STAINLESS STEEL 3/8"
BOLT AND NUT
\ALUMINUM FLASHING
_ALUMINUM PV
QUICKMOUNT
5/16" x 6" STAINLESS
STEEL LAG BOLT WITH
1-2 1/2" MIN THREAD
PENETRATION SEALED
WITH GEOCEL 4SOO
MOUNTING DETAIL ]
SCALE: 1 1/2" = 1'-0"
DESIGN & DRAFTING BY:
JAMIE MINNICK
NABCEP CERTIFIED
0$1112-129
REVISIONS
r
ESCRIPTION DATE 1 REV
IGINAL 12-17-2014
CONTRACTOR
SOLAR UNIVERSE
7470 SOUND AVE
MATTITUCK, NY 11952
LICENSE # 43889 H
PROJECT NAME
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SHEET NAME
STRUCTURAL
DRAWING SCALE
AS NOTED
SHEET NUMBER
PV -4