SOLAR-0024-2021 R a Office Use Only
Permit#: 50L h Q. -QQ?A.- X?_1
Permit Fee: $ 5�
L Invoice#: 3335
742 Bay Road,Queensbury, NY 12804
P:5187761-8256 www.gueensbury.net Flood Zone? Y Reviewed By:�
: v
SOLAR PANEL PERMIT APPLICATION
SITE INFORMATION:
Project Location: 1 Knolls Rd North Queensbury, NY 12804
Tax Map ID #: 15--!->•3^ I -25 Subdivision Name:
Existing Use: X Single Family 2-4 Family Commercial Other:
PROJECT INFORMATION:
Estimated cost of construction: $ 30,746.83
Are the solar panels? X Purchased Leased
Total System Capacity Rating (sum of all panels):
Solar PV System: 12•8 kW DC
D � � E � � E
Select System Configuration: JAN
2 0 2021
X Supply side connection with micro inverters TOWN OF
BUILDINGU&CODESRY
Supply side connection with DC optimizers
Supply side connection with string inverter
Load side connection with DC optimizers
Load side connection with micro inverters
Load side connection with string inverter
Solar Panel Application Revised December 2020
i
A
CONTACT INFORMATION: PLEASE PRINT LEGIBLY OR TYPE, PLEASE INCLUDE AN EMAIL
• Property Owner(s):
Name(s): Cathy Negri
Mailing Address, C/S/Z: 1 Knolls Road South Queensbury, NY 12804
Cell Phone: _( 914 ) 474-9332 Land Line:
Email: cathy.negri@gmail.com
• Solar Contractor:
Workers' Comp documentation must be submitted with this application
Business Name: AEC Solar Energy Corp.
Contact Name: Aisling McAllister
Mailing Address, C/S/Z: 210 Washington Ave Ext Albany, NY 12203
Cell Phone: _( 518 ) 869-6862 Land Line: _( )
Email: solar@aecenergy.com
• Electrical Contractor:
Workers' Comp documentation must be submitted with this application
Business Name: i' c, Y &S=My on,Z
Contact Name:
Mailing Address, C/S/Z: _
Cell Phone: _( ) Land Line: _( )
Email:
Contact Person for Compliance in regards to this project: �fx�ay (20 rU av
Cell Phone: �_) Land Line:
Email:
ADDITIONAL IMPORTANT INFORMATION:
1. Any changes to the approved plans prior to or during construction will require the submittal of
amended plans, additional reviews and re-approval.
2. If, for any reason, the building permit application is withdrawn, 30% of the fee is retained by the
Town of Queensbury. After 1 year from the initial application date, 100% of the fee is retained.
Please sign below to affirm that all answers are correct and that you have met all of the conditions and
requirements to submit a unified solar permit.
C�4 ICC4± 01/13/2021
Homeowner's Signature Date
1/13/2021
Solar Co. Representative Signature Date
Solar Panel Application Revised December 2020
. Signature Certificate
Document Ref,: JDD8B-NKIPF=L3lJQ=40WYE._
- ^t
Document signed-by: '
Cathy Negri
Verified E-mail:
cathy.negri@gmail.com
k �I �
F FP 67.240.120.247 { Date:13 Jan 2021 19:08:40 UTG I ,I
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1
BARUN CORP
February 12,2021
I. w
RE: CERTIFICATION LETTER EFL ��y
Project Address: NEGRI Residence
1 KNOLLS ROAD NORTH
QUEENSBURY,NY 12804
Design Criteria:
-Applicable Codes=2020 NYS Building Code,2020NYSRC&2020 Uniform Code Supplement
-Risk Category=II
-Wind Speed=115 mph,Exposure Category B,Partially/Fully Enclosed Method
-Ground Snow Load=60 psf
-Array 1&2:2x4 @ 24"OC,Roof DL=8 psf,Roof LUSL=36 psf(Nan-PV),Roof LUSL=19.3 psf(PV)
To Whom It May Concern,
A jobsite survey of the existing framing system of the address indicated above was provided.All structural evaluation is based on the
site inspection observations and the design criteria listed above.
Existing roof structural framing has been reviewed for additional loading due to installation of PV Solar System on the roof.The
structural review applies to the sections of roof that is directly supporting the solar PV system.
Based on this evaluation,I certify that the alteration to the existing structure by installation of the PV system meets the requirements of
the applicable existing building and/or new building provisions adopted/referenced above.
Additionally,the PV module assembly including attachment hardware has been reviewed to be in accordance with the manufacturer's
specifications and to meet and/or exceed the requirements set forth by the referenced codes.
Sincerely,
Yuri Yurianto S.E,P.E. NY
OF NEWT,
5�`PNZ 0 Y
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sFp 20198�
AROP SIONP�'
By Yuri at 12.09:02 PM,2(1212021
Barun Corp I Design and Engineering 1610.202.4506 I chrisk@barun-corp.com I www.barun-corp.com
Array 1&2
PV System Dead Load(PV-DL)
PV module weight 2.5 psf
Hardware assembly weight 0.5 psf
PV-DL 3 psf
Roof Dead Load(R-DL) Material' Panel Area
Existing Roofing Material _ Comp Roof 1„layers 2.5 psf
Underlayment 0.5 psf
Solid-Sheathing 2.5 psf
Rafter Size and Spacing __ 2 z-4 @ 24 in.O.C. 0.73 psf
Vaulted ceiling ':Nd' 0 psf
Miscellaneous 1.5 psf
Total Roof Dead Load R-DL 8 psf
Reduced Roof Live Load(Lr) Expression Value,
Roof Live Load L. 20.0 psf
Member Tributary Area At <200 sf
Array A2 Roof Pitch 12/12. or45
Trubutary Area Reduction Rl 1s
Slope Roof Reduction RZ, 0.6
Reduced Roof Live Load Lr=L.(Rl)(RZ) 12.0 psf
Snow load Value
Ground Snow Load pg 60
Effective Roof Slope 45°
Snow Importance Factor IS 1.,
Snow Exposure Factor Ce 1.'0
Snow Thermal Factor Cf 1.1
Minimum Flat Roof Snow Load Pf-min 20
Flat Roof Snow Load Pf 46.2
Slope Roof Snow.Load on Roof, (All other surfaces)
Roof Slope Factor 4-roof 0.77
Ps-roof 35.S0
Sloped Roof Snow Load on PV. (Unobstructed slippery surfaces),
Roof Slope Factor Cs-PV 0.42
ps.pv 19.30
Barun Corp I Design and Engineering 610.202.4506 chrisk@barun-corp.com www.barun-corp.com
f COMPANY PROJECT
Woo-dWorks@
SOFTWARE FOR WOOD DESIGN
Feb. 12, 2021 12:08 Array 1&2
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 1)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full Area No 8.00 (24.0") psf
DL-Ptl Dead Partial Area No .10.35 14.80 3.00 (24.0") psf
SL-PL Snow Partial Area No 10.39 14.80 19.30 (24.0") psf
SLl Snow Partial Area No 0.00 10.39 35.50 (24.0") psf
SL2 ASnow Partial Area No 14.80 14.90 1 35.50 (24.0") psf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in)
21.363'
1' 5.6' 10.2' 14.879'
Unfactored•
Dead 71 105, 132 66
Snow 222 344 267 83
Factored:
Total 293. 449 399 149
Bearing:,
F'theta 664 664 664 664
Capacity
Joist 872 872 872 498
Support 586 58.6 586 '586
Des ratio .
Joist 0.34 0.51 0.46 0.30
Support 0.50 0..71 0.68 0.25
Load comb #2 #2 #2 #2
Length 0.50* 0.50* 0.50* 0.50*
Min req'd 0.5'0* 0.50* 0.50* 0.50*
Cb 1.7.5 1.75 1.75 1.00
Cb min 1.75 1.75 1.75 1.00
Cb support 1.25 1.25 1.25 1.25
Fcp sup 6251 1 6251 1 U51 1 625
'Minimum bearing length setting used: 1/2"for end supports and 1/2"for interior supports
Array 1&2
Lumber n-ply, S-P-F, No:1/No.2, 2x4,"1-ply (1-1/2"x3-1/2")
Supports:All-Timber-soft Beam, D.Fir=L No.2 -
Roof joist spaced at 24.0"c/c;Total length: 21.36'; Clear span: 1.385', 6.446', 6.446', 6.558';Volume=0.8 cu.ft.; Pitch:
12/12
Lateral support:top= continuous, bottom=at end supports;
This section PASSES the design code check.
WARNING: Member length exceeds typical stock length of 18.0 [ft]
F
' F-1 I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Array 1&2 WoodWorks®Sizer'2019 (Update 1) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Anal sis/Desi n
Shear fv = 46 Fv' = 155 psi fv/Fv' = 0.29
Bending(+) fb = 521 Fb' = 1509 psi fb/Fb' = 0.35
Bending(-) fb = 757 Fb' = 1019 psi fb/Fb' = 0.74
Live Defl'n 0.08 = < L/999 0.65 = L/120 in 0.12
Total Defl'n 0.12 = L/644 0.78 = L/100 in 0.16
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 135 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 875 1.15 1.00 1.00 1.000 1.500 - 1.00 1.00 1.00 - 2
Fb'- 875 1.15 1.00 1.00 0.675 1.500 - 1.00 1.00 1.00 - 2
Fcp' 425 - 1.00 1.b0 - - - - 1.00 1.00 - -
E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2
Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear LC #2 = D+S
Bending(+) : LC #2 = D+S
Bending(-) : LC #2 = D+S
Deflection: LC #2 = D+S (live)
LC #2 = D+S (total)
Bearing Support 1 - LC #2 = D+S
Support 2 - LC #2 .= D+S
Support 3 - LC #2 = D+S
Support 4 - LC #2 = D+S
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2
CALCULATIONS:
V max = 175, V design = 160 lbs; M(+) = 133 lbs-ft; M(-) = 193 lbs-ft
EI = .7.50e06 lb-in^2
"Live" deflection is due to all non-dead loads •(live, wind, snow...)
Total deflection = 1.5 dead + "live"
Bearing: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10..3
Lateral stability(-) : Lu = 19.63' Le = 29.13' RB = 23..3; Lu based on full span
Design Notes:
1.WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018),the National
Design Specification (NDS 2018), and NDS Design Supplement.
2. Please verify that the default deflection limits.are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the
middle 2/3 of 2 span beams and to the full length of caritilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
5. SLOPED BEAMS:level bearing is required for all sloped beams.
6. FIRE RATING:Joists,wall studs, and multi-ply members are not rated for fire endurance.
7.The critical deflection value has been determined using maximum back-span deflection. Cantilever deflections do not
govern design.