3145-74001-124093-411-SEStampedReviewLetter (1)1/6
RE:CERTIFICATION LETTER
Project Address: BRICKER RESIDENCE
64 MEADOW STREET
NORTHAMPTON, MA 01062
Design Criteria:
- Applicable Codes = 2015 IBC/IEBC W/(780 CMR) 9th Edition, 2015 IRC W/(780 CMR) 9th Edition, ASCE 7-10 and 2015 NDS
- Risk Category = II
- Wind Speed = 117 mph, Exposure Category B, Partially/Fully Enclosed Method
- Ground Snow Load = 40 psf
- ARRAY 1 : 2 x 4 @ 24" OC, Roof DL = 10 psf, Roof LL/SL = 35 psf (Non-PV), Roof LL/SL = 35 psf (PV)
- ARRAY 2 : 2 x 4 @ 24" OC, Roof DL = 7 psf, Roof LL/SL = 35 psf (Non-PV), Roof LL/SL = 25.1 psf (PV)
To Whom It May Concern,
For ARRAY 1, the rafter size and spacing of 2 x 4 @ 24" O.C. can span up to 6.4 ft between bearing supports.
Sincerely,
December 28, 2021
Yuri Yurianto, S.E., P.E.
A structural evaluation of loading was conducted for the above address based on 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 prescriptive
compliance 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.
Barun Corp | Design and Engineering | 610.202.4506 | chrisk@barun-corp.com | www.barun-corp.com
By Yuri at 6:45:07 PM, 12/28/2021
2/6
ARRAY 1 NG. See attached pages for qualification.
ARRAY 2 OK
ROOF
ARRAY 1
ARRAY 2
RESULTS SUMMARYBARUN CORP
BRICKER RESIDENCE, 64 MEADOW STREET, NORTHAMPTON, MA 01062
ROOF
MOUNTING PLANE STRUCTURAL EVALUATION (BASED ON IEBC 5% IMPACT CHECK)
STANDOFF HARDWARE EVAULATION FOR WIND UPLIFT
UPLIFT DCR
RESULT
20.4%
20.5%
ROOF PITCH (deg.)
9°
27°
Barun Corp | Design and Engineering | 610.202.4506 | chrisk@barun-corp.com | www.barun-corp.com
3/6
PV module weight 2.5 psf
Hardware assembly weight 0.5 psf
PV-DL 3.00 psf
Existing Roofing Material 1 layers 2.5 psf
Underlayment 0.5 psf
Plywood Sheathing 1.5 psf
Framing Weight 2 x 4 @ 24 in. O.C.0.73 psf
Vaulted ceiling Yes 3 psf
Miscellaneous 1.5 psf
Total Roof Dead Load R-DL 9.73 psf
EXPRESSION
Roof Live Load Lo 20.0 psf
Member Tributary Area At < 200 sf
ARRAY 1 Pitch 2/12 or 9°
Trubutary Area Reduction R1 1
Slope Roof Reduction R2 1
Reduced Roof Live Load Lr = Lo (R1) (R2)20.00 psf
Ground Snow Load pg 40
Effective Roof Slope 9°
Snow Importance Factor Is 1.0
Snow Exposure Factor Ce 1.0
Snow Thermal Factor Ct 1.1
Minimum Flat Roof Snow Load pf-min 35
Flat Roof Snow Load pf 35.00
Roof Slope Factor Cs-roof 1.00
ps-roof 35.00
Roof Slope Factor Cs-pv 1.00
ps-pv 35.00
REDUCED ROOF LIVE LOAD (Lr)
(All other surfaces)
MATERIALROOF DEAD LOAD (R-DL)
PV SYSTEM DEAD LOAD (PV-DL)
BARUN CORP ARRAY 1
LOAD CALCULATION
BRICKER RESIDENCE, 64 MEADOW STREET, NORTHAMPTON, MA 01062
VALUE
VALUE
Comp Roof
SLOPED ROOF SNOW LOAD ON PV PANEL
SLOPED ROOF SNOW LOAD ON ROOF
SNOW LOAD
(Unobstructed slippery surfaces)
Barun Corp | Design and Engineering | 610.202.4506 | chrisk@barun-corp.com | www.barun-corp.com
4/6
EXISTING
9.73 psf
20.00 psf
35.00 psf
EXISTING
23.78 psf
38.89 psf
38.89 psf
6.71%NG. See attached pages for qualification.
2015
12.73
Roof Live Load (Lr) =0.00
BARUN CORP IEBC 5% IMPACT CHECK
ARRAY 1
BRICKER RESIDENCE, 64 MEADOW STREET, NORTHAMPTON, MA 01062
Roof Snow Load (SL) =
The requirements of section 807.4 of 2015 IEBC are met and the structure is permitted to remain unaltered.
IEBC Provision :
Load Increase (%) =
(DL + Lr) / Cd =14.14
(DL + SL) / Cd =41.50
Maximum Gravity Load =41.50
35.00
WITH PV PANEL
WITH PV PANEL
Roof Dead Load (DL) =
Barun Corp | Design and Engineering | 610.202.4506 | chrisk@barun-corp.com | www.barun-corp.com
5/6
PV module weight 2.5 psf
Hardware assembly weight 0.5 psf
PV-DL 3.00 psf
Existing Roofing Material 1 layers 2.5 psf
Underlayment 0.5 psf
Plywood Sheathing 1.5 psf
Framing Weight 2 x 4 @ 24 in. O.C.0.73 psf
Vaulted ceiling No 0 psf
Miscellaneous 1.5 psf
Total Roof Dead Load R-DL 6.73 psf
EXPRESSION
Roof Live Load Lo 20.0 psf
Member Tributary Area At < 200 sf
ARRAY 2 Pitch 6/12 or 27°
Trubutary Area Reduction R1 1
Slope Roof Reduction R2 0.9
Reduced Roof Live Load Lr = Lo (R1) (R2)18.00 psf
Ground Snow Load pg 40
Effective Roof Slope 27°
Snow Importance Factor Is 1.0
Snow Exposure Factor Ce 1.0
Snow Thermal Factor Ct 1.1
Minimum Flat Roof Snow Load pf-min 35
Flat Roof Snow Load pf 35.00
.
Roof Slope Factor Cs-roof 1.00
ps-roof 35.00
Roof Slope Factor Cs-pv 0.72
ps-pv 25.10
BARUN CORP LOAD CALCULATION
ARRAY 2
BRICKER RESIDENCE, 64 MEADOW STREET, NORTHAMPTON, MA 01062
REDUCED ROOF LIVE LOAD (Lr)
Comp Roof
VALUE
PV SYSTEM DEAD LOAD (PV-DL)
ROOF DEAD LOAD (R-DL)MATERIAL
VALUE
(All other surfaces)
(Unobstructed slippery surfaces)
SNOW LOAD
SLOPED ROOF SNOW LOAD ON ROOF
SLOPED ROOF SNOW LOAD ON PV PANEL
Barun Corp | Design and Engineering | 610.202.4506 | chrisk@barun-corp.com | www.barun-corp.com
6/6
EXISTING
6.73 psf
18.00 psf
35.00 psf
EXISTING
19.78 psf
36.29 psf
36.29 psf
-16.54%OK
2015
BRICKER RESIDENCE, 64 MEADOW STREET, NORTHAMPTON, MA 01062
BARUN CORP IEBC 5% IMPACT CHECK
ARRAY 2
Roof Snow Load (SL) =25.10
WITH PV PANEL
(DL + Lr) / Cd =10.81
WITH PV PANEL
Roof Dead Load (DL) =9.73
Roof Live Load (Lr) =0.00
IEBC Provision :
The requirements of section 807.4 of 2015 IEBC are met and the structure is permitted to remain unaltered.
(DL + SL) / Cd =30.29
Maximum Gravity Load =30.29
Load Increase (%) =
Barun Corp | Design and Engineering | 610.202.4506 | chrisk@barun-corp.com | www.barun-corp.com
COMPANY
BARUN CORP
Philadelphia, PA
Dec. 28, 2021 23:31
PROJECT
ARRAY 1
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full Area No 9.73(24.0") psf
DL-PV Dead Partial Area No 1.50 7.50 3.00(24.0") psf
SL-PV Snow Partial Area No 1.50 7.50 35.00(24.0") psf
SL1 Snow Partial Area No 0.00 1.50 35.00(24.0") psf
SL2 Snow Partial Area No 7.50 7.90 35.00(24.0") psf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
1.5'
8 .0 0 9 '
7.879'0'
Unfactored:
Dead 115 77
Snow 340 213
Factored:
Total 456 290
Bearing:
F'theta 433 433
Capacity
Joist 569 325
Support 586 586
Des ratio
Joist 0.80 0.89
Support 0.78 0.49
Load comb #2 #2
Length 0.50* 0.50*
Min req'd 0.40 0.50*
Cb 1.75 1.00
Cb min 1.75 1.00
Cb support 1.25 1.25
Fcp sup 625 625
*Minimum bearing length setting used: 1/2" for end supports and 1/2" for interior supports
Lumber n-ply, S-P-F, No.1/No.2, 2x4, 1-ply (1-1/2"x3-1/2")
Supports: All - Lumber n-ply Beam, D.Fir-L No.2
Roof joist spaced at 24.0" c/c; Total length: 8.06'; Clear span(horz): 1.5', 6.313'; Volume = 0.3 cu.ft.; Pitch: 2/12
Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help);
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 82 Fv' = 155 psi fv/Fv' = 0.53
Bending(+) fb = 1716 Fb' = 1736 psi fb/Fb' = 0.99
Bending(-) fb = 396 Fb' = 1649 psi fb/Fb' = 0.24
Live Defl'n 0.31 = L/250 0.43 = L/180 in 0.72
Total Defl'n 0.43 = L/181 0.65 = L/120 in 0.66
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 4)ARRAY 1 Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 135 1.15 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 875 1.15 1.00 1.00 1.000 1.500 - 1.15 1.00 1.00 2
Fb'- 875 1.15 1.00 1.00 0.950 1.500 - 1.15 1.00 1.00 2
Fcp' 425 - 1.00 1.00 - - - - 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
D=dead S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 317, V design = 288 lbs; M(+) = 438 lbs-ft; M(-) = 101 lbs-ft
EIy = 7.50 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.0 dead + "live"
Bearing: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10.3
Lateral stability(-): Lu = 6.44' Le = 10.19' RB = 13.8; Lu based on full span
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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 cantilevers 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.