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5/11/2022
RECEIVED
JUL 08 2022
RE:Structural Certification for Installation of Residential Solar
JEFFREY CUTTER:33 PRINCE RD,YARMOUTH, MA,02601 BUILDING DEPARTMENT
By. -.
Attn:To Whom It May Concern
This Letter is for the existing roof framing which supports the new PV modules as well as the attachment of
the PV system to existing roof framing. From the field observation report,the roof is made of Composite
shingle roofing over roof plywood supported by 1X8 Rafters at 16 inches.The slope of the roof was
approximated to be 18, 19, and 40 degrees.
After review of the field observation data and based on our structural capacity calculation,the existing roof
framing has been determined to be adequate to support the imposed loads without structural upgrades.
Contractor shall verify that existing framing is consistent with the described above before install.Should they
find any discrepancies,a written approval from SEOR is mandatory before proceeding with install.Capacity
calculations were done in accordance with applicable building codes.
Design Criteria
Code 2015 IRC(ASCE 7-10)-CMR 780 9th Ed
Risk category II Wind Load (component and Cladding)
Roof Dead Load Dr 10 psf V 140 mph
PV Dead Load DPV 3 psf Exposure C
Roof Live Load Lr 20 psf
Ground Snow S 30 psf
If you have any questions on the above, please do not hesitate to call.
STRUCT C.
ONL
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Sincerely, cTt
4' VINCENT s�
Vincent Mwumvaneza, P.E. 0 MWUMVANEZA N
CIVIL
EV Engineering, LLC N .
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ENGINEERS 276-220-0064
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Structural Letter for PV Installation
5/11/2022
Job Address: 33 PRINCE RD
YARMOUTH,MA,02601
Job Name: JEFFREY CUTTER
Job Number:' 205111C
Scope of Work
This Letter is for the existing roof framing which supports the new PV modules as well as the attachment of
the PV system to existing roof framing.All PV mounting equipment shall be designed and installed per
manufacturer's approved installation specifications.
Table of Content
Sheet
1 Cover
2 Attachment checks
3 Snow and Roof Framing Check
4 Seismic Check and Scope of work
Engineering Calculations Summary
Code 2015 IRC(ASCE 7-10)-CM R 780 9th Ed 4
Risk category
I I
Roof Dead Load Dr 10 psf
PV Dead Load DPV 3 psf
Roof Live Load Lr 20 psf
Ground Snow S 30 psf
Wind Load (component and Cladding)
V 140 m p h
Exposure C
References
NDS for Wood Construction
STRUCT
OIVL
404,
Sincerely, VINCENT
o MWUMVANEZA
CIVIL
Vincent Mwumvaneza, P.E. 2
EV Engineering, LLC A�++ R�o <sQ
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Wind Load Cont.
Risk Category= II ASCE 7-10 Table 1.5-1
Wind Speed (3s gust),V= jam,''mph ASCE 7-10 Figure 26.5-1A
Roughness= C ASCE 7-10 Sec 26.7.2
Exposure= C ASCE 7-10 Sec 26.7.3
Topographic Factor, KZT= 1.00 ASCE 7-10 Sec 26.8.2
Pitch= 40.0 Degrees
Adjustment Factor,X= 1.35 ASCE 7-10 Figure 30.5-1
a = 6.00 ft ASCE 7-10 Figure 30.5-1
Where a:10%of least horizontal dimension or 0.4h,whichever is smaller,but not less than 4%of least
horizontal dimension or 3ft(0.9m)
Uplift(0.6W) Zone 1(psf) Zone 2(psf) Zone 3(psf)
Pnet30= -29.3 -35.3 -35.3 Figure 30.5-1
Pnet=0.6 x X x KZT x Pnet30)= 23.75 28.60 28.60 Equation 30.5-1
Downpressure(0.6W) Zone 1(psf) Zone 2(psf) Zone 3(psf)
Pnet30= 32.1 32.1 32.1 Figure 30.5-1
Pnet=0.6 x X x KZT x Pnet30)= 25.98 25.98 25.98 Equation 30.5-1
Rafter Attachments:0.6D+0.6W(CD=1.6)
Connection Check
Attachment max.spacing= 5.3 ft
205 Ibs/in
Lag Screw Penetration 2.5 in
Allowable Capacity= 512.5
0.6D+0.6W Dpv+0.6W
Zone Trib Width Area(ft) Uplift(Ibs) Down(Ibs)
1 5.3 11.1 244.3 322.5
2 5.3 11.1 298.3 322.5
3 3 6.3 168.9 182.6
Max= 298.3 < 512.5
CONNECTION IS OK
1. Pv seismic dead weight is negligible to result in significant seismic uplift,therefore the wind
uplift governs
2. Embedment is measured from the top of the framing member to the tapered tip of a lag screw.
Embedment in sheading or other material does not count.
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Vertical Load Resisting System Design
Roof Framing
Pg= 30 psf ASCE 7-10,Section 7.2 pf= 21 psf
Ce= 0.9 ASCE 7-10,Table 7-2 Pfmin.= 30.0 psf
Ct= 1.1 ASCE 7-10,Table 7-3 ps= 30 psf 20.0 plf
IS= 1.0 ASCE 7-10,Table 1.5-1 CS 0.5
Max Length, L= 13.1 ft
Tributary Width,WT= 16 in
Dr= 10 psf 13.33 plf
PvDL= 3 psf 4 plf
Load Case: DL+0.6W
Pnet+ PPVcos(8)+PDT= 52.0 plf
Max Moment, Mu= 652 lb-ft Conservatively
Pv max Shear 322.5 lbs
Max Shear,Vu=wL/2+Pv Point Load = 436 lbs
Load Case: DL+0.75(0.6W+5))
0.75(Pnet+Ps)+PP cos(6)+PDT= 57 plf
Mdown= 720 lb-ft
Mallowable=Sx x Fb' (wind). 1410 lb-ft > 720 lb-ft OK
Load Case:DL+S
Ps+PPVcos(6)+PDT= 36 plf
Mdown= 457 lb-ft
Mallowable=Sx x Fb' (wind)= 1014 lb-ft > 457 lb-ft OK
Max Shear,V„=wL/2+Pv Point Load = 436 lbs
Member Capacity
SPF#1/f#2
1X8 Design Value CL CF C; Cr Adjusted Value
Fb= 875 psi 1.0 1.2 1.0 1.15 1208 psi
F„= 135 psi N/A N/A 1.0 N/A
135 psi
E= 1400000 psi N/A N/A 1.0 N/A 1400000 psi
Depth,d = 7.25 in
Width, b= 1 in
Cross-Sectonal Area,A= 7.25 in2
Moment of Inertia, IXX= 31.7565 in4
Section Modulus,S.= 8.76042 in3
Allowable Moment, Mail=Fb'SX = 881.5 lb-ft DCR=M /M
u all= 0.51 < 1 Satisfactory
Allowable Shear,Vail=2/3Fv'A= 652.5 lb DCR=V /V
u an= 0.67 < 1 Satisfactory
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Siesmic Loads Check
Roof Dead Load 10 psf
%or Roof with Pv 35%
Dpv and Racking 3 psf
Averarage Total Dead Load 11.1 psf
Increase in Dead Load 4.2% OK
The increase in seismic Dead weight as a result of the solar system is less than 10%of the existing structure and
therefore no further seismic analysis is required.
Limits of Scope of Work and Liability
We have based our structural capacity determination on information in pictures and a drawing set titled PV
plans-JEFFREY CUTTER.The analysis was according to applicable building codes, professional engineering and
design experience, opinions and judgments.The calculations produced for this structure's assessment are only
for the proposed solar panel installation referenced in the stamped plan set and were made according to
generally recognized structural analysis standards and procedures.
1/1
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