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CALCULATIONS FOR SOLAR PHOTOVOLTAIC PANELS:
Owner: Westbay Residence
Address: 127 E 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 -1869
Date: 4/2/2022
BASIS FOR DESIGN
CODE: 2019 California Building Code
ASCE 7-16
LIVE LOADS
ROOF
20.0 psf
SNOW
0.0 psf
10 7-Zv 2Z
EXP, 06/30%22
4-25-UV7-
ASCE 7-16
FLUSH MOUNTED SOLAR PANELS
Type of Roof Gable
Roof Slope - 0 = Angle of plane of roof from horizontal, in degrees
0 = 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 ft2
p = gh(GCP)(YE)(Ya) 29.4-7
FIGURE 30.3-213 Components & Cladding h<= 60 ft: External Pressure Coefficients, (GCp), for
Enclosed and Partially Enclosed Buildings - Gable roofs 7<=20deg
qh = 0.00256KZKZtKdKeV2
qh = 22.4 psf
p = 17.248 -(GCP)
Velocity pressure Exposure Coefficient:
Wind Exposure C
Kzt = 1
Kd = 0.85
Kz = 0.85
Ke = 1
YE = 1
Ya = 0.77
V = 110 mph
1
ROOF
OVERHANG
(GCp)down =
0.52
0.52
(GCp)upz1 =
-2
-2.5
(GCp)upz2e =
-2
-2.5
(GCp)upz2n =
-2.89
-3.42
(GCp)upz2r =
-2.89
-3.42
(GCp)upz3e =
-2.89
-3.95
(GCp)upz3r =
-3.46
-4.51
qh = 0.00256KZKZtKdKeV2
qh = 22.4 psf
p = 17.248 -(GCP)
Velocity pressure Exposure Coefficient:
Wind Exposure C
Kzt = 1
Kd = 0.85
Kz = 0.85
Ke = 1
YE = 1
Ya = 0.77
V = 110 mph
1
Diagrams
ASCE 7-16
C �
ELEVATION
Notation
n=10%ofleast horizontal dimension or 0.4h, whichever is smaller, but not fess than either 4% of least horizontal
dimension or 3 ft (0.9 m). If an overhang exists, the edge distance shall be measured from the outside edge of
the overhang. The horizontal dimensions used to compute the edge distance shalt not include any overhang
distances.
B= Horizontal dimension of building meusured normal n) wind direction, in ft (m)�
/t = Mean roof height, in ft (in).
0 = Angle of plane of roof fram horizontal. in degrees.
Wind Pressures
Wind Down -AII Zones
9 psf
10 psf, MIN
ROOF
OVERHANG
Zonal
-34.5 psf
-43.12 psf
Zone 2e
-34.5 psf
-43.12 psf
Zone 2n
-49.85 psf
-58.99 psf
Zone 2r
-49.85 psf
-58.99 psf
Zone 3e
-49.85 psf
-68.13 psf
Zone 3r
-59.68 psf
-77.79 psf
All panels are in Zones 1 and 2e
ROOF
OVERHANG
Use
-34.5 psf
-43.12 psf
0.6*W
-20.7 psf
-25.9 psf
4
ASCE 7-16
Soil Site Class = D
Seismic Use Group = I
SS 1.7 Mapped Spectral Response acceleration in short periods
S1 = 0.629 Mapped Spectral Response acceleration at one second periods
Table 1613.2.3(1)
Vnlnes of Site Coefficient Fn
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 = 2.040
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
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 =
1.700 (interpolated)
1.36
SDS
RISK CATEGORY
>
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 = 1.069
SD1 = 2/3 *SM1 = 0.713
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
I
= 1
SS
= 1.7
S1
= 0.629
SMS
= 2.040
SMI
= 1.069
R
= 6.5
Height
= 11.375
T = 0.035*hnA.75
= 0.21679
r (Reliability/Redundancy Factor)
= 1
SDS
= 1.36
SDI
= 0.713
(ASCE 7-16 12.8-2) Cs = SDS/(R/I)
= 0.2092 W
(ASCE 7-16 12.8-3) Cs <= SD1/[(R/I)T]
= 0.506 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/I]
= 0.048 W
V(controls) =
0.2092 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 = 1.360
Wp = 40.04525 Ib Fp >= 0.3SDS*IPWP
Z= 22 it
h= 22 ft
43.57 lb
13.3-1
87.14 Ib
13.3-2
16.34 Ib
13.3-3
PROJECT: PV Panels for Westbay Residence
CLIENT: Bright Life Solar
BY: Doug Engineering
DESIGN LOADS
Dead Loads
PWLd.
Roof
Uplift
STANDING SEAM
3.5 psf
5/8" Ply shtg
1.9
Rf Frm'g
2.8
Misc.
1.5
(N) PV System
3.0
Total DL
12.7 psf
LL
20.0 psf
SNOW
0.0 psf
Rafter Check
Existing 2x12 RAFTERS @ 24" o.c
Spacing
2.00 ft
E
1500000 psi
1
178.0 inA4
Spent
10.00 ft
Span2
0.00 ft
Span3
0.00 ft
Span4
0.00 ft
d
(Distance
SHEET: 5 OF 7
DATE: 4/2/2022
DE JOB NO.: BLS -1869
0.6WL Zone 1 and 2e
Overhang
PWLd.
9.0 psf
Uplift
0.6DL+0.6WL
Zone 1
0.6*3 -20.7
Zone 2
0.6*3 -25.9
Downward
DL+0.6WL
PDL+wL =
Uplift
0.6WL
-20.7 psf, MIN 10 PSF
-25.9 psf
10 psf, MIN 10 PSF
-18.9 psf
-24.1 psf
13.0 psf
Trib panel width = 4.67 ft
Fb= 900*1*1.15 1035 psi
Maiio,,,l ind = 4366 ft -Ib
MallmL.= 3411 ft -Ib
See below for Wind Uplift loads
due to concentated loads at attachments
Wind Mmax Wind P=
Load Tribal Uplift wind(ft- Down PVDL P=DL+WL
to Att. Pts) a b R1 (Ib) R2 (lb (psf) (ft) (Ib) Ib) (Ib) (lb) (Ib)
0.00
1 1.00 1.00 9.00 248.3 27.6 20.7 4.7 275.9 248 133.29 40.0 173.3
2 4.71 4.71 5.29 146.0 129.9 20.7 4.7 275.9 687 133.29 40.0 173.3
5.71
Span 1 Uniform DL 10.00 58.2 58.2 5.8 psf 2.0 11.6 plf 145.5
Reactions at Spent 452.5 215.7 Negative values are uplift reactions
Mmaxwindup = 557 ft -Ib < 4366 ft -Ib OK
Mmaxwinddown = 756 ft -Ib < 4366 ft -Ib OK
For DL+LL including the PV system weight point loads w = 59.4 plf P = 40.0 Ib
Mmax = 860 ft -Ib < 3411 ft -Ib OK
Deflection Check
DgL = 5wL4/(384EI) (5*12.7*10"4)*1728 = 0.021 in = L/ 5605.7 OK
384*1.5E6*178
PROJECT: PV Panels for Westbay Residence SHEET: 6 OF 7
CLIENT: Bright Life Solar _ DATE: 4/2/2022
BY: Doug Engineering DE JOB NO.: BLS -1869
CHECK S -5-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-5-1.1 which clamps to the standing seam
Allowable tensile load (uplift) = 485 Ib P'Pua = 275.9 Ib
5-5-U PKni Taytor Petals Versa -Span. 24ga, Steel ':115 1457 L,D 485
CHECK SCREW ATTACHMENTS FOR SHEAR DUE TO SEISMIC Fp
Fp = 43.57 Ib Fp sin(ang)
Roof slope/module tilt 19 deg
Shear = Fp*cos( 19 ) = 41.2 Ib
Tension = Fp*sin( 19 ) = 14.2 Ib Fp cos(ang)
55.0 Tay&Metab Versa Span 24 g Steel: 115 2544 B 1174
Shear capacity 1174 Ib
Interaction Equation f�F&f,/F,
RAIL SPAN CHECK
Ironridge Railing Check
Load for half a panel = 2.7-
0.569 + 0.035 = 0.604 < 1 OK
Wmoi 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.cmax for attachment points.
PROJECT: PV Panels for Westbay Residence
CLIENT: Bright Life Solar
BY: Doug Engineering
SHEET: 7 OF 7
DATE: 4/2/2022
DE JOB NO.: BLS -1869
LATERAL ANALYSIS
DETERMINE ADDITIONAL LOAD COMPARED TO EXISTING FOR LATERAL LOADING
Aroofexistine
=
1200 sf
Wpanel =
Wroofexisting =
9.7*1200 =
11640 Ib
7 `Wpanel
Wwallexisting=
15*80*6 =
7200 lb
Wrestofarray=
Wexisting=
18840 lb
Wanay=
V =
0.209 W
Vmofexisting =
3938 Ib
Existing Total Lateral Force
Vmofwpanels=
4023 Ib
New Total Later Force
41.0 Ib
287 Ib
122.5 Ib
409.5 Ib
% increase = 4023 *100%-100% = 2% increase which results in less than a 10% increase in the
3938 stress of existing lateral resisting elements OK