HomeMy WebLinkAboutPV2021-217 - CalcsVSE Project Number: U4089.0077.211
November 4, 2021
Sater Electric
1709 Rimpau Avenue
Corona, CA 92881
REFERENCE: Sean Manavi Residence: 411 Irvine Avenue, Newport Beach, CA 92663
Solar Array Installation
To Whom It May Concern:
02-0 U
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L111
Per your request, we have reviewed the existing structure at the above referenced site. The purpose of our review was to
determine the adequacy of the existing structure to support the proposed installation of solar panels on the roof as shown on the
panel layout plan.
Based upon our review, we conclude that the existing structure is adequate to support the proposed solar panel installation.
Design Parameters
Code: California Building Code, 2019 Edition (2018 IBC)
Risk Category: II BUILDING DIVISION
Design wind speed, Volt: 95 mph (3 -sec gust) per ASCE 7-16
Wind exposure category: C Mar 31 2022
Seismic design category: D
Existing Roof Structure
BY: Y.T.
Roof slope: 18.4°
Home: metal seam over 2x10 rafters @ 24" O.C.
Detached Garage: composition shingles over 2x4 Manufactured trusses @ 24"O.C.
Connection to Roof
Mounting connection metal roof: (1) SnapNRack Wide Base Seam Clamp w/ L Foot & Lock at max. 24" o.c. along rails
Zone 1, 2e (Beyond 4' from roof edge or within 4' of roof edge perpendicular to slope): 24" o.c.
Zone 2n, 2r, 3e (Within 4' of roof edge parallel w/ slope, 4' of roof ridge, or 4' of cave-eave comer): 24" o.c.
Zone 3r (Within 4' of ridge-eave comer): 24" o.c.
(2) rails per row of panels, evenly spaced; panel length perpendicular to the rails not to exceed 73 in. Rail cantilever shall not
exceed 50% of connection spacing.
Mounting connection shingle roof: (1) 5/16" lag screw w/ min. 3" threaded embedment into framing at max. 48" o.c. (portrait
and landscape) along rails
Zone 1 (Beyond 4' from roof edge): 48" o.c. (portrait and landscape)
Zone 2r (Within 4' of roof ridge): 48" o.c. (portrait and landscape)
Zone 2e, 3 (Within 4' of roof edge perpendicular to slope or within 4' of roof comer): 48" o.c. (portrait and landscape)
(2) rails per row of panels, evenly spaced; panel length perpendicular to the rails not to exceed 73 in. Rail cantilever shall not
exceed 50% of connection spacing.
651 W. Galena Park Blvd., Ste. 101 / Draper, UT 84020 /T (801) 990-1775 / F (801) 990-1776 / www.vectorse.com
Conclusions
VSE Project Number: U4089.0077.21I
Sean Manavi Residence
11/4/2021
Based upon our review, we conclude that the existing structure is adequate to support the proposed solar panel installation. In
the area of the solar array, other live loads will not be present or will be greatly reduced (2019 CBC, Section 1607.13.5). The
gravity loads, and thus the stresses of the structural elements, in the area of the solar array are either decreased or increased by
no more than 5%. Therefore, the requirements of Section 503.3 of the 2019 CEBC are met and the structure is permitted to
remain unaltered.
The solar array will be flush -mounted (no more than 10" above the roof surface) and parallel to the roof surface. Thus, we
conclude that any additional wind loading on the structure related to the addition of the proposed solar array is negligible. The
attached calculations verify the capacity of the connections of the solar array to the existing roof against wind (uplift), the
governing load case. Regarding seismic loads, we conclude that any additional forces will be small. Conservatively neglecting
the weight of existing wall materials, the installation of the solar panels represents an increase in the total weight (and resulting
seismic load) of 6.7%. Because the increase in lateral forces is less than 10%, this addition meets the requirements of the
exception in Section 503.4 of the 2019 CEBC. Thus the existing lateral force resisting system is permitted to remain unaltered.
Limitations
Installation of the solar panels must be performed in accordance with manufacturer recommendations. All work performed
must be in accordance with accepted industry -wide methods and applicable safety standards. The contractor must notify Vector
Structural Engineering, LLC should any damage, deterioration or discrepancies between the as -built condition of the structure
and the condition described in this letter be found. Particular attention must be paid to the maximum allowable spacing of
connections and the location of solar panels relative to roof edges. Connections to existing roof framing must be staggered,
except at array ends, so as not to overload any existing structural member. The use of solar panel support span tables provided
by others is allowed only where the building type, site conditions, site-specific design parameters, and solar panel configuration
match the description of the span tables. The design of the solar panel racking (mounts, rails, etc.) and electrical engineering is
the responsibility of others. Waterproofing around the roof penetrations is the responsibility of others. Vector Structural
Engineering assumes no responsibility for improper installation of the solar array.
VECTOR STRUCTURAL ENGINEERING, LLC
Jacob Proctor, P.E.
CA License: 70567 - Expires: 06/30/2023
Project Engineer
Enclosures
JSP/ryl
11/04/2021
651W. Galena Park Blvd., Ste. 101 /Draper, UT 84020 /T (801) 990-1775 / F (801) 990-1776 /www.vectorse_com.
JOB NO.: U4089.0077.211
EOTORSUBJECT: SEISMIC LOADS
E n O I n E E R S
PROJECT: Sean Manavi Residence Home
CHECK INCREASE IN OVERALL SEISMIC LOADS
Estimated Roof Dead LoadA.%
psf
Solar Dead Loadpsf
% Roof Covered
24%
Equiv. Total Dead Load
"`
psf
Addt'I Seismic Weight
6.7%
Conservatively neglecting the weight of existing wall materials, the installation of the solar panels represents an
increase in the total weight (and resulting seismic load) of 6.7%. Because the increase is less than 10%, this
addition meets the requirements of the exception in Section 503.4 of the 2019 CEBC. Thus the existing structure
is permitted to remain unaltered.
�RCTOR
E n 9 1 n E E R S
PROJECT: Sean Manavi Residence
JOB NO.: U4089.0077.211
SUBJECT: WIND PRESSURE
Home
ADDITIONAL INPUT & CALCULATIONS:
Height of Roof, h [ft]:
Comp/Cladding Location:
Enclosure Classification:
Zone 1, 2e GCp:
Zone 2n, 2r, 3e GCp:
Zone 3r GCp:
1 Il u, V -w _..
(negative coeff.)
a:
9.5
Table 26.11-1
zg [ft]:
900
Table 26.11-1
Kh:
0.85
Table 26.10-1
Ke:
1.00
Table 26.9-1
Kn:
1
Equation 26.8-1
Kd:
0.85
Table 26.6-1
Velocity Pressure, qh [psf]: 16.6 Equation 26.10-1
YE: � s -FW Section 29.4.4
WIND PRESSURES: Equation 29.4-7 P — q (GCp)(YE)(Y.)
Zone 1, 2e, p [psf]:
Zone 2n, 2r, 3e, p [psf]:
Zone 3r, p [psf]:
39.9
psf (1.0 W)
59.8
psf (1.0 W)
71.8
psf (1.0 W)
(a= 3 ft)
z, A
JOB NO.: U4089.0077.211
E CTO R SUBJECT: CONNECTION
E n p I n E E R S
Home
PROJECT: Sean Manavi Residence
Calculate U lift Forces on Connection
Max Trib. Max Uplift
Pressure Max Trib. Width' Areae Force
(0.6 Dead -0.6 Wind) (ft) (ftz) (Ibs)
(psf)---77=—
NO
_ -
r�
' a MMMEM-
EMM
Calculate Connection Capacity
Roof Connector:
Additional Connection Info:
Ultimate Capacity3 [lbs/in]:
Factor of Safety:
Qty. of Connectors:
Prying Coefficient:
Total Capacity [lbs]:
ine Result
Maximum Demand:
Connection Capacity:EMEE]
Res
ult: Capacit Demand Connection is adequate.
Notes
1.'Max Trib. Width' is the width along the rails tributary to the connection.
2. 'Max Trib Area' is the product of the 'Max. Trib Width' and 1/2 the panel width/height perpendicular to the
rails. (2) rails per row of panels. Length of panels perpendicular to the rails shall not exceed 73".
3. Ultimate capacity values are from manufacturer testing. Roof deck model is unknown or has not been tested
for this connector. The capacity used is based on conservative values from testing of the connector on similar
roof deck model.
4. Install metal roof connector per manufacturer's written instructions with recommended fasteners when
indicated.
U4189,
�!ECTOR JOB NO,: GRAVITY
SUBJECT: GRAVITY LOADS
E n e i n E E R s
PROJECT: Sean Manavi Residence Home
GRAVITY LOADS Roof Pitch 1*M 4 ;x:12
ROOF DEAD LOAD (D)
Design material
weight [psf]
Increase due to
pitch
Material weight
[psq
Metal Seam
2.6
1.05
2.5
1/2" Plywood
1.1
1.05
1.0
Framing
3.0
3.0
Insulation
0.0
0.0
1/2" Gypsum Clg.
0.0
1.05
0.0
M, E & Misc
0.0
0.0
Total Existing Roof DL
6.7
PV Array DL
3.2
1.05
3
ROOF LIVE LOAD (Lr)
Existing Design Roof Live Load [psf) ASCE 7-16 Table 4.3-1
Roof Live Load With PV Array [psf) 2019 CBC, Section 1607.13.5
SECTOR
E
In G I n E E R s
PROJet:T
,.___ KA -..,A Residence
JOB NO.: U4089.0077.211
SUBJECT: LOAD COMPARISON
Home
Summary Existing With PV Array
7 10
D [pst] 0
Lr [psfl 20
S [psfl 0 0
Maximum Gravity Loads: Existing With PV Array
21 11 ASCE 7-16, Section 2.4.1
(D + Lr) / Cd [psfl 11 ASCE 7-16, Section 2.4.1
(D + S) / Cd [psfl 7
(Cd = Load Duration Factor = 0.9 for D, 1.15 for S, and 1.25 for Lr)
Maximum Gravity Load [psf]:
21 11
Ratio Proposed Loading to Current Loading:
51% OK
gravity loads, and thus the stresses of the structural elements, in the area of the
more than 5%. Therefore, the
r array are either decreased or increased by no
arements of Section 503.3 of the 2019 CEBC are met and the structure is permitted
remain unaltered.
�EcT0R
E n p 1 n E E R S
CHECK SE IN OVERALL SEISMIC LOADS
Area
Covered
JOB NO.: U4089.0077.211
SUBJECT: SEISMIC LOADS
Detached Graged
a®
46%
12.1
psf
Addfl Seismic uveiy- -
total weight
and
ing seismic
The installation
thelon of the s lar panels tha1 represents
theease in eequireme tstof he excteption i section ) 503.4 of
the 2
the 2019 CEBC. Thus the existing structure is permitted to remain unaltere .
\LECTOR
e n o
PROJECT: Sean Manavi Residence
Calculate U lift Forces on Connection
Calculate Connection Capacity
Lag Screw Size [in]:
Cd:
Embedment? [in]:
Grade:
JOB NO.: U4089.0077.211
SUBJECT: CONNECTION
Detached Garage
Max Trib.
Max Uplift
Areae
Force
(ftz)
(Ibs)
12.2
229
12.2
302
Table 2.3.2
Nominal Capacity [Ibs/in]:P " '
Number of Screws:
Prying Coefficient: 1.4
Total Capacity [lbs]: 703
Determine
Maximum Demand [Ibs]:329
Lag Screw Capacity [lbs]: 703
Result: Capacit > DEemand Connection is adequate.
Notes
I. 'Max Trib. Width' is the width along the rails tributary to the connection.
2. 'Max Trib Area' is the product of the 'Max. Trib Width' and 1/2 the panel width/height perpendicular to the
rails. (2) rails per row of panels. Length of panels perpendicular to the rails shall not exceed 73".
3. Embedment is measured from the top of the framing member to the beginning of the tapered tip of the lag
screw. Embedment in sheathing or other material is not effective. The length of the tapered tip is not part of the
embedment length.
SECTOR
E n O i n E E R S
PROJECT: Sean Manavi Residence
Label: maPsro#,
SITE-SPECIFIC WIND PARAMETERS:
Basic Wind Speed [mph]: 95
Exposure Category: C
Risk Category: II
ADDITIONAL INPUT &CALCULATIONS:
Height of Roof, h [ft]:
Comp/Cladding Location:
Enclosure Classification:
Zone 1 GCp:
Zone 2r GCp:
Zone 2e, 3 GCp:
Figure 30.3-2E
(negative coeff.)
JOB NO.: U4089.0077.211
SUBJECT: WIND PRESSURE
Detached Garage
Note: Calculations per ASCE 7-16
L, S
o:
9,5 Table 26.11-1
z9 [ft]:
900 Table 26.11-1
Kh:
0.85 Table 26.10-1
Ke:
1.00 Table 26.9-1
Kn:
1 Equation 26.8-1
Kd:
0.85 Table 26.6-1
velocity Pressure, qh [Psfl:
16.6 Equation 26.10-1
f s 5 Section 29.4.4
Equation 29.4-7 p = q h (GCP)(YE)(Y a)
WIND PRESSURES:
Zone 1, P [Psfl:
Zone 2r, p [psf]:
Zone 2e, 3, p [Psfl:
34.3
psf (1.0 W)
44.4
psf (1.0 W)
48.1
psf (1.0 W)
(a= 3 ft)
\/ECTOR
E
PROJECT
e--. nnannvi Residence
GRAVITY LOADS
ROOF DEAD LOAD (D
Composite Shingles
112" Plywood
Framing
Insulation
1/2" Gypsum Clg.
M, E & Misc
Total Existing Roof DL
PV Array DL
ROOF
Existing Design Roof Live Load [psfl
Roof Live Load With PV Array [psfl
JOB NO.: U4089.0077.211
SUBJECT: GRAVITY LOADS
Detached
Roof Pitch: Ii° :12
Design material Increase due to Material weight
.. «_.'
21
1.05
2.0
1.1
1.05
1.0
3.00.5
3.0
0.5
21
1.05
2.0
1.5
1.5
10.3
3
32
1.05
ASCE 7.16 Table 4.3-1
2019 CBC, Section 1607.13.5
JOB NO.: U4089.0077.211
E O T O R SUBJECT: LOAD COMPARISON
E n C3 I n E E R 8
Detached Garage
PROJECT: Sean Manavi Residence
Summary Loads Existing With PV Array
D [psfl 10 13
Lr [psfl 20 0
S [psfl 0 0
Maximum Gravity Loads:
Existing With PV Array
(D + Lr) / Cd [psf] 24 15 ASCE 7-16, Section 2.4.1
(D + S) / Cd [psf] 11 15 ASCE 7-16, Section 2.4.1
(Cd = Load Duration Factor = 0.9 for D, 1.15 for S, and 1.25 for Lr)
Maximum Gravity Load [pst]:
24 15
Ratio Proposed Loading to Current Loading:
62% OK
The gravity loads, and thus the stresses of the structural elements, in the area of the
solar array are either decreased or increased by no more than 5%. Therefore, the
rPnuirements of Section 503.3 of the 2019 CEBC are met and the structure is permitted
remain unaltered.