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CALCULATIONS FOR SOLAR PHOTOVOLTAIC PANELS:
Owner: Westbay Residence
Address: 1209 W Bay Avenue Newport Beach CA 92661
INDEX TO CALCULATIONS
Sheet Item
1-2 Wind parameters
3-4 Seismic parameters and determination of Fp
5 design loads, roof member check, wind uplift check, deflection
6 attachment check, rail span check
7 lateral check
Engineering Calculations Performed By:
Doug Engineering
5 Via Belmonte, Rancho Santa Margarita, CA 92688
949-285-5104
Engineering Calculations For:
Bright Life Solar
933 Newhall Street, Costa Mesa, CA 92627
(908)489-3933
Project Number: BLS -1867
Date: 311/2022
BASIS FOR DESIGN ��
4
a ---.
CODE: 2019 California Building Code
ASCE 7-16 16
LIVE LOADS * EXP. 06/30/22
ROOF 20.0 psf req CIVIC Q
SNOW 0.0 psf Or CA4\E�
BUILDING DIVISION
MAR 2 4 2022
BY. D.A.
ASCE 7-16
FLUSH MOUNTED SOLAR PANELS
Type of Roof Hip
Roof Slope - 6 = Angle of plane of roof from horizontal, in degrees
9 = 19 deg
Mean Roof Height - Eave height will be used for 0 <= 10deg
h = 22 ft
Building dimensions sl = 30 ft
s2 = 40 ft
a = 10% of least horizontal dimension or 0.4h, whichever is smaller, but not less than 4% of the least
horizontal direction or 3 ft
a= 3 f
B = Horizontal dimension of building normal to wind direction, in ft.
B = 30 ft Horizontal dimension of building
Attachment Spacing
Effective Area A = 12 ftz
p = gh(GCp)(YE)(Ya) 29.4-7
FIGURE 30.3-2E Components & Cladding h<= 60 ft: External Pressure Coefficients, (GCp), for
Enclosed and Partially Enclosed Buildings - Hip roofs 7<=20deg (Roof)
FIGURE 30.3-2F Components & Cladding h<= 60 ft: External Pressure Coefficients, (GCp), for
Enclosed and Partially Enclosed Buildings - Hip roofs 7<=20deg (Overhang)
Velocity pressure Exposure Coefficient:
ROOF OVERHANG Wind Exposure C
(GCp)down = 0.67 0.67 Kit = 1
(GCp)upzl = -1.69 -2.19 Kd = 0.85
(GCp)upz2r = -2.19 -2.86 Kz = 0.85
(GCp)upz2e = -2.46 -2.89 Ke = 1
(GCp)upz3 = -2.46
qh = 0.00256K,K,tKdKeV2
qh = 22.4 psf
p = 17.248 -(GCp)
-3.42 YE _
Ya =
V=
1
0.77
110 mph
1
ASCE 7-16
Diagrams
a� M
t�
rt
IQ
@1
nCi
Y
7
t t
PLAN
Natation
Wind Pressures
Wind Down - All Zones
Zone 1
Zone 2r
Zone 2c
Zone 3
All panels are in Zones 1 and 2e
Use
0.6*W
11.6
ROOF
-29.15 psf
-37.77 psf
-42.43 psf
-42.43 psf
ROOF
-37.77 psf
-22.7 psf
f3
B
EL8VATION
psf 10 psf, MIN
OVERHANG
-37.77 psf
-49.33 psf
-49.85 psf
-58.99 psf
OVERHANG
-49.85 psf
-29.9 psf
E
ASCE 7-16
Soil Site Class = D
Seismic Use Group = I
SS = 1.613 Mapped Spectral Response acceleration in short periods
S1 = 0.592 Mapped Spectral Response acceleration at one second periods
Table 1613.2.3(1)
Values of Site Coefficient Fa
SITE CLASS
SS< 0.25
SS= 0.5
SS= 0.75SS=
1.0
SS>1.25
SS>1.5
A
0.8
0.8
0.8
0.8
0.8
0.8
B
0.9
0.9
0.9
0.9
1.0
1.0
C
1.3
1.3
1.2
1.2
1.2
1.2
D
1.6
1.4
1.2
1.1
1.0
1.0
E
2.4
1.7
1.3
-
-
-
F
-
-
-
-
Fa = 1.200 (interpolated) SMS = Fa*SS = 1.936
Min. 1.2 per 11.4.3
Table 1613.2.3(2) _
Values of Site Coefficient Fv
SITE CLASS
S1< 0.1
S1= 0.2
S1= 0.3
S11=0.4
S1>0.5
S1>0.6
A
0.8
0.8
0.8
0.8
0.8
0.8
B
0.8
0.8
0.8
0.8
0.8
0.8
C
1.5
1.5
1.5
1.5
1.5
1.4
D
2.4
2.2
2.0
1.6
1.5
1.7
E
4.2
-
-
-
-
-
F
-
-
-
Fv =
SDS = 2/3 *SMS =
1.684 (interpolated)
ill
SDS
RISK CATEGORY
I, II III
>
1,11 III
IV
0
A A
A
0.167
B B
C
0.33
C C
D
0.5
D D
D
Seismic Design Category = D
SM1 = Fv*S1 = 0.997
SD1 = 2/3 *SM1 = 0.665
SD1
>
RISK CATEGORY
I, II III
IV
0
A A
A
0.067
B B
C
0.133
C C
D
0.2
D D
D
ASCE 7-16
Seismic Use Group
= I
Seismic Design Category
= D
1
= 1
SS
= 1.613
S1
= 0.592
SMS
= 1.936
SM1
= 0.997
R
= 6.5
Height
= 11.375
T = 0.035*hnA.75
= 0.21679
r (Reliability/Redundancy Factor)
= 1
SDS
= 1.29
SDI
= 0.665
(ASCE 7-16 12.8-2) Cs = SDS/(R/1)
= 0.1985 W
(ASCE 7-16 12.8-3) Cs <= SD1/[(R/I)T]
= 0.472 W
(ASCE 7-16 12.8-5) Cs >=.01
= 0.01 W
If S1>0.6g
(ASCE 7-16 12.8-5) Cs >= 0.5*S1/[R/1]
= 0.000 W
V(controls) =
0.1985 W
Determine Fp for seismic loading on attachments
Seismic Load on Nonstructural Components
Spacing of attachments 4.67 ft
Tributary width of attachments = 1/2 Panel length = 34.3 in
Ap = 13.3 ft`
PV unit weight including racking = 3 psf
WP = 40.04525 Ib
Other mechanical/electrical components
ap = 1 Fp = 0.4apSDS*Wp/(RP/lp)(1+2z/h)
RP = 1.5
Ip = 1 Fp <= 1.6SDS*IPWp
SDS = 1.290
Wp = 40.04525 Ib Fp >= 0.3SDS*IPWp
Z= 22 ft
h= 22 ft
41.33 Ib
13.3-1
82.65 lb
13.3-2
15.50 Ib
13.3-3
01c
PROJECT: PV Panels for Westbay Residence
OF 7
CLIENT: Bright Life Solar
JTE:
1/2022
BY: Doug Engineering
NO
BLS -1867
DESIGN LOADS
Dead Loads
Uplift
Roof
0.6WL
STANDING SEAM
0.6
one nd 2e
-22.7 psf, MIN 10 PSF
5/8" Ply shtg
C.O
Overhang
-29.9 psf
Rf Frm'g
PWLd. = 11.6 psf
10 psf, MIN 10 PSF
Misc.
Uplift
0.6DL+0.6WL
(N) PV System
Zone 1
0.6*3 -22.7
-20.9 psf
Zone 2
0.6*3 -29.9
-28.1 psf
Total DL
12.7 psf
Downward
DL+0.6WL
LL
20.0 psf
PDL+WL=
13.0 psf
SNOW
0.0 psf
Rafter Check
Existing 2x12 RAFTERS
@ 16" o.c
Spacing
1.33 ft
Trib panel
width =
4.67
ft
E
1500000 psi
Fb=
900*1*1.15
1035 psi
1
178.0 in^4
M.Ho„V,nd =
4366 ft -Ib
Spent
13.00 ft
M.H.LL=
3411 ft -Ib
Span2
0.00 ft
See below for Wind Uplift loads
Span3
0.00 ft
due to concentated loads at attachments
Span4
0.00 ft
d
Wind Mmax
Wind P=
(Distance
Load
Trib W Uplift wind(ft-
Down PVDL P = DL+WL
to Art. Pts) a
b R1 (Ib)
R2 (lb
(psf)
(ft) (Ib) Ib)
(Ib) (Ib) (Ib)
0.00
1 1.00 1.00
12.00 279.3
23.3
22.7
4.7 302.6 279
133.29 40.0 173.3
2 4.71 4.71
8.29 193.0
109.6
22.7
4.7 302.6 909
133.29 40.0 173.3
3 6.71 6.71
6.29 146.4
156.1
22.7
4.7 302.6 982
133.29 40.0 173.3
4 10.42 10.42
2.58 60.1
242.4
22.7
4.7 302.6 626
133.29 40.0 173.3
11.42
Span 1 Uniform DL 13.00 50.4 50.4 5.8 psf 1.3 7.8 plf 163.9
Reactions at Spent 729.3 581.9 Negative values are uplift reactions
Mmaxwindup = 1757 ft -Ib < 4366 ft -Ib OK
Mmaxwinddown = 1541 ft -Ib < 4366 ft -Ib OK
For DL+LL including the PV system weight point loads w = 39.6 plf P = 40.0 Ib
1129 ft -Ib < 3411 ft -Ib OK
Deflection Check
DDL=5wL4/(384EI) (5*12.7*1W4)*1728 = 0.041 in = L/ 3827.3 OK
384*1.5E6*178
PROJECT: PV Panels for Weslbay Residence SHEET: 6 OF 7
CLIENT: Bright Life Solar DATE: 3/1/2022
BY: Doug Engineering DE JOB NO.: BLS -1867
CHECK S -S -N CLAMP ATTACHMENTS FOR WIND UPLIFT
Load Testing results from the website www.s-5.com specifically for NU -TECH Machine standing metal seam roofing
The connection uses the S -S -U which clamps to the standing seam
Allowable tensile load (uplift) = 485 Ib P,„,Pi;fl = 302.6 Ib
5 5 U Mmi TTAor Me6ats wrsa Span 14ga Swat 115 1457 C,b 485
CHECK SCREW ATTACHMENTS FOR SHEAR DUE TO SEISMIC Fp
Fp = 41.33 Ib Fp sin(ang)
Roof slope/module tilt 19 deg /
Shear = Fp*cos( 19 ) = 39.1 Ib
Tension = Fp*sin( 19 ) = 13.5 Ib Fp cos(ang)
5-5U TaAor Metal Wua-Span 24g=Ske(::' 115 2349 B 1174
Shear capacity 1174 Ib
Interaction Equation fr/F,+f„/F,, 0.624 + 0.033 = 0.657 < 1 OK
RAIL SPAN CHECK
Ironridge Railing Check
Load for half a panel = 27
Wxa10= 62.1 plf
Per the Ironridge Structural Analysis of the Ironridge XR10 Rail
for 110 mph and 0 psf snow, the max span for XR10 Ironridge Rails is 79" for Exposure C
Use XR10 Rails with a spacing of 56" o.c. max for attachment points.
PROJECT: PV Panels for Westbay Residence
CLIENT: Bright Life Solar
BY: Doug Engineering
SHEET: 7 OF 7
DATE: 3/1/2022
DE JOB NO.: BLS -1867
LATERAL ANALYSIS
DETERMINE
ADDITIONAL LOAD
COMPARED TO EXISTING FOR LATERAL LOADING
Aroofexisting=
=
800 sf Wpanel =
41.0 Ib
Wroofexisting =
9.7*800 =
7760 Ib 24 *Wpanel =
984 Ib
Wwaliexisting=
15*80*6 =
7200 lb Wrestofanay=
420 lb
Wexisgng=
14960 lb Warray=
1404 lb
V =
0.198 W
Vroofexisting =
2962 Ib
Existing Total Lateral Force
Vmofwpanels =
3240 Ib
New Total Later Force
% increase =
3240 *100%_100% = 9% increase which results in less than a 10% increase
in the
2962
stress of existing lateral resisting elements
OK
1E
CALCULATIONS FOR SOLAR PHOTOVOLTAIC PANELS:
Owner: Westbay Residence
Address: 1209 W Bay Avenue, Newport Beach, CA 92661
INDEX TO CALCULATIONS
Sheet Item
1-2 Wind parameters
3-4 Seismic parameters and determination of Fp
5 design loads, roof member check, wind uplift check, deflection
6 attachment check, rail span check
7 lateral check
Engineering Calculations Performed By:
Doug Engineering
5 Via Belmonte, Rancho Santa Margarita, CA 92688
949-285-5104
Engineering Calculations For:
Bright Life Solar
933 Newhall Street, Costa Mesa, CA 92627
(908)489-3933
Project Number: BLS -1867
Date: 3/1/2022
BASIS FOR DESIGN
CODE: 2019 California Building Code
ASCE 7-16
LIVE LOADS
ROOF 20.0 psf
SNOW 0.0 psf
a
ASCE 7-16
FLUSH MOUNTED SOLAR PANELS
Type of Roof Hip
Roof Slope - 0 = Angle of plane of roof from horizontal, in degrees
0 = 19 deg
Mean Roof Height - Eave height will be used for0 <= 10deg
h= 22 ft
Building dimensions sl = 30 ft
s2 = 40 ft
a = 10% of least horizontal dimension or 0.4h, whichever is smaller, but not less than 4% of the least
horizontal direction or 3 ft
a= 3 f
B = Horizontal dimension of building normal to wind direction, in ft.
B = 30 ft Horizontal dimension of building
Attachment Spacing
Effective Area A = 12 ftZ
p = gh(GCP)(YE)(Ya) 29.4-7
FIGURE 30.3-2E Components & Cladding h<= 60 ft: External Pressure Coefficients, (GCp), for
Enclosed and Partially Enclosed Buildings - Hip roofs 7<=20deg (Roof)
FIGURE 30.3-21' Components & Cladding h<= 60 ft: External Pressure Coefficients, (GCp), for
Enclosed and Partially Enclosed Buildings - Hip roofs 7<=20deg (Overhang)
Velocity pressure Exposure Coefficients
ROOF OVERHANG Wind Exposure C
(GCp)down = 0.67 0.67 Kt = 1
(GCp)upzl = -1.69 -2.19 Kd = 0.85
(GCp)upz2r = -2.19 -2.86 KZ = 0.85
(GCp)upz2e = -2.46 -2.89 Ka = 1
(GCp)upz3 = -2.46
qh = 0.00256K,KztKdKeV2
qh = 22.4 psf
p = 17.248 "(GCP)
-3.42 YE _
Ya =
V=
1
0.77
110 mph
I
Diagrams
4
'mR��jm�m
_
s
A
r
lal PLAN
Notation
Wind Pressures
Wind Down - All Zones
Zone 1
Zone 2r
Zone 2c
Zone 3
All panels are in Zones 1 and 2e
Use
0.6*W
ASCE 7-16
9
le
I �
:LRV i
11.6 psf
10 psf, MIN
ROOF
OVERHANG
-29.15 psf
-37.77 psf
-37.77 psf
-49.33 psf
-42.43 psf
-49.85 psf
-42.43 psf
-58.99 psf
ROOF OVERHANG
-37.77 psf -49.85 psf
-22.7 psf -29.9 psf
2
ASCE 7-16
Soil Site Class = D
Seismic Use Group = I
SS = 1.613 Mapped Spectral Response acceleration in short periods
S1 = 0.592 Mapped Spectral Response acceleration at one second periods
Table 1613.2.3(1)
Valnec of Sita Cneffirirnt Fa
SITE CLASS
SS< 0.25
SS= 0.5
SS= 0.75
SS= 1.0
SS>1.25
SS>1.5
A
0.8
0.8
0.8
0.8
0.8
0.8
B
0.9
0.9
0.9
0.9
1.0
1.0
C
1.3
1.3
1.2
1.2
1.2
1.2
D
1.6
1.4
1.2
1.1
1.0
1.0
E
2.4
1.7
1.3
-
-
-
F
-
-
-
-
Fa = 1.200 (interpolated) SMS = Fa*SS = 1.936
Min. 1.2 per 11.4.3
Table 1613.2.3(2)
Valnec of Site Cneffiniant Fv
SITE CLASS
S1<0.1
S1=0.2
51=0.3
S1=0.4
S1>0.5
S1>0.6
A
0.8
0.8
0.8
0.8
0.8
0.8
B
0.8
0.8
0.8
0.8
0.8
0.8
C
1.5
1.5
1.5
1.5
1.5
1.4
D
2.4
2.2
2.0
1.6
1.5
1.7
E
4.2
-
-
-
-
-
F
-
-
-
Fv =
SDS = 2/3 *SMS =
1.684 (interpolated)
1.29
SDS
RISK CATEGORY
>
I, II III
IV
0
A A
A
0.167
B B
C
0.33
C C
D
0.5
D D
D
Seismic Design Category = D
SM1 = Fv*S1 = 0.997
SDI = 2/3 *SM1 = 0.665
SDI
>
RISK CATEGORY
I, II III
IV
0
A A
A
0.067
B B
C
0.133
C C
D
0.2
D D
D
ASCE 7-16
Seismic Use Group
= I
Seismic Design Category
= D
1
= 1
SS
= 1.613
S1
= 0.592
SMS
= 1.936
SM1
= 0.997
R
= 6.5
Height
= 11.375
T = 0.035*hnA.75
= 0.21679
r (Reliability/Redundancy Factor)
= 1
SDS
= 1.29
SDI
= 0.665
(ASCE 7-16 12.8-2) Cb = SDS/(R/1)
_ 0.1985 W
(ASCE 7-16 12.8-3) Cs <= SD1/[(R/I)T]
= 0.472 W
(ASCE 7-16 12.8-5) Cs >_ .01
= 0.01 W
If S1>0.6g
(ASCE 7-16 12.8-5) Cs >= 0.5*S1/[R/1]
= 0.000 W
V(controls) =
0.1985 W
Determine Fp for seismic loading on attachments
Seismic Load on Nonstructural Components
Spacing of attachments 4.67 ft
Tributary width of attachments = 1/2 Panel length = 34.3 in
Ap = 13.3 ft`
PV unit weight including racking = 3 psf
WP = 40.04525 Ib
Other mechanical/electrical components
ap = 1 Fp = 0.4apSDS*Wp/(RP/lp)(1+2z/h)
RP = 1.5
Ip = 1 Fp <= 1.6SDS*IPWP
SDS = 1.290
WP = 40.04525 Ib Fp >= 0.3SDS*IPWP
Z= 22 ft
h= 22 ft
41.33 Ib
13.3-1
82.65 lb
13.3-2
15.50 Ib
13.3-3
PROJECT: PV Panels for Westbay Residence
CLIENT: Bright Life Solar
BY: Doug Engineering
SHEET: 5 OF 7
DATE: 3/1/2022
DE JOB NO.: BLS -1867
DESIGN LOADS
Dead Loads
Uplift
Roof
0.6WL
STANDING SEAM
3.5 psf
0.6WL
Zone 1 and 2e
-22.7 psf, MIN 10 PSF
5/8" Ply shtg
1.9
Overhang
-29.9 psf
Rf Frm'g
2.8
PWLd.. = 11.6 psi
10 psf, MIN 10 PSF
Misc.
1.5
Uplift
0.6DL+0.6WL
(N) PV System
3.0
Zone 1
0.6*3 -22.7
-20.9 psf
Zone 2
0.6*3 -29.9
-28.1 psf
Total DL
12.7 psf
Downward
DL+0.6WL
LL
20.0 psf
PDL+WL =
13.0 psf
SNOW
0.0 psf
Rafter Check
Existing 2x12 RAFTERS
@ 16" o.c
Spacing
1.33 ft
Trib panel width =
4.67
ft
E
1500000 psi
Fb =
900*1 *1.15
1035 psi
1
178.0 in A4
MallmWma =
4366 ft -Ib
Span1
13.00 ft
Mapm,LL=
3411 ft -Ib
Span2
0.00 ft
See below for Wind Uplift loads
Span3
0.00 ft
due to concentated loads
at attachments
Span4
0.00 ft
d
Wind Mmax
Wind P=
(Distance
Load
TribW Uplift wind(ft-
Down PVDL P=DL+WL
to Aft. Pts) a
b R1 (Ib)
R2 (Ib
(psf)
(ft) (lb) Ib)
(Ib) (Ib) (Ib)
0.00
1 1.00 1.00
12.00 279.3
23.3
22.7
4.7 302.6 279
133.29 40.0 173.3
2 4.71 4.71
8.29 193.0
109.6
22.7
4.7 302.6 909
133.29 40.0 173.3
3 6.71 6.71
6.29 146.4
156.1
22.7
4.7 302.6 982
133.29 40.0 173.3
4 10.42 10.42
2.58 60.1
242.4
22.7
4.7 302.6 626
133.29 40.0 173.3
11.42
Span 1 Uniform DL 13.00 50.4 50.4 5.8 psf 1.3 7.8 plf 163.9
Reactions at Spent 729.3 581.9 Negative values are uplift reactions
Mmaxwindup = 1757 ft -Ib < 4366 ft -Ib OK
Mmaxwinddown = 1541 ft -Ib < 4366 ft -Ib OK
For DL+LL including the PV system weight point loads w = 39.6 plf P = 40.0 Ib
Mmax = 1129 ft -Ib < 3411 ft -Ib OK
Deflection Check
DDL = 5wL4/(384EI) (5*12.7*13A4)*1728 = 0.041 in = L/ 3827.3 OK
384*1.5E6*178
PROJECT: PV Panels for Westbay Residence SHEET: 6 OF 7
CLIENT: Bright Life Solar DATE: 3/1/2022
BY: Doug Engineering DE JOB NO.: BLS -1867
CHECK S -S -N CLAMP ATTACHMENTS FOR WIND UPLIFT
Load Testing results from the website www.s-5.com specifically for NU -TECH Machine standing metal seam roofing
The connection uses the S -S -U which clamps to the standing seam
Allowable tensile load (uplift) = 485 Ib PmPi;a = 302.6 Ib
.. 5-5-l9 Kfina Taywr i ietaEs 'Versa -Span 24 ga Sted 115 1457 G O 48S
CHECK SCREW ATTACHMENTS FOR SHEAR DUE TO SEISMIC Fp
Fp = 41.33 Ib Fp sin(ang)
Roof slope/module tilt 19 deg
Shearn Fp*cos( 19 ) = 39.1 Ib /
Tension = Fp"sin( 19 ) = 13.5 Ib Fp cos(ang)
5-5-U Tgtor Meats Versa Spn 24ga5teei'.; 115 2544 B 1174
Shear capacity 1174 Ib
Interaction Equation fWFr+f,/F. 0.624+ 0.033 = 0.657 < 1 OK
RAIL SPAN CHECK
Ironridge Railing Check
Load for half a panel = 2.7'
WMIDO 62.1 plf
Per the Ironridge Structural Analysis of the Ironridge XR10 Rail
for 110 mph and 0 psf snow, the max span for XR10 Ironridge Rails is 79" for Exposure C
Use XR10 Rails with a spacing of 56" o.c. max for attachment points.
PROJECT: PV Panels for Westbay Residence
CLIENT: Bright Life Solar
BY: Doug Engineering
SHEET: 7 OF 7
DATE: 3/1/2022
DE JOB NO.: BLS -1867
LATERAL ANALYSIS
DETERMINE ADDITIONAL LOAD COMPARED TO EXISTING FOR LATERAL LOADING
Aroofexisting = 800 sf Wpanel=
Wroofexisting= 9.7`800 = 7760 Ib 24 `Wpanel =
Wwallexisting = 15'80`6 = 7200 Ib Wrestofaaay =
Wexistine = 14960 Ib Warfay =
V = 0.198 W
Vroofexisting = 2962 Ib Existing Total Lateral Force
Vroofwpanels= 3240 Ib New Total Later Force
41.0 Ib
984 Ib
420 Ib
1404 Ib
% increase = 3240 '100%-100% = 9% increase which results in less than a 10% increase in the
2962 stress of existing lateral resisting elements OK