HomeMy WebLinkAboutPV2022-188 - CalcsCALCULATIONS FOR SOLAR PHOTOVOLTAIC PANELS:
Owner: Nijjar Residence
Address: 1416 E Balboa Boulevard, 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 -1880
Date: 6/24/2022
BASIS FOR DESIGN
CODE: 2019 California Building Code
ASCE 7-16
LIVE LOADS
ROOF
SNOW
20.0 psf
0.0 psf
BUILDING DIVISION
J U 2 B 2022
BY: E.S.
C 69163
EXP. 06/30/24
Nu22- A
(41U k&a)0401d
Z
ASCE 7-16
FLUSH MOUNTED SOLAR PANELS
Type of Roof Gable
Roof Slope - 0 = Angle of plane of roof from horizontal, in degrees
0 = 14 deg
Mean Roof Height - Eave height will be used for 0 <= 10deg
h= 30 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 = 11 ft,
p = gh(GCp)(7E)(7a) 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 = 0.00256K,KZtKdKeV2
qh = 22.4 psf
p = 17.472 `(GCp)
Velocity pressure Exposure Coefficient:
Wind Exposure C
Kzt = 1
Kd = 0.85
Kz = 0.85
Ke = 1
7E = 1
7a = 0.78
V = 110 mph
1
ROOF
OVERHANG
(GCp)down =
0.53
0.53
(GCp)upz1 =
-2
-2.5
(GCp)upz2e =
-2
-2.5
(GCp)upz2n =
-2.94
-3.46
(GCp)upz2r =
-2.94
-3.46
(GCp)upz3e =
-2.94
4.02
(GCp)upz3r =
-3.53
-4.6
qh = 0.00256K,KZtKdKeV2
qh = 22.4 psf
p = 17.472 `(GCp)
Velocity pressure Exposure Coefficient:
Wind Exposure C
Kzt = 1
Kd = 0.85
Kz = 0.85
Ke = 1
7E = 1
7a = 0.78
V = 110 mph
1
Diagrams
ASCE 7-16
MEN
6
T hi
f ELEVATION
Notation
a= 107. of least borizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of ]cast horizontal
dimension or 3 It (0.9 m). If an overhang exists, die edge distance shall be measured fromthe outside edge of
the overhang. The horizontaldimensions used to compute the edge distance shall not include any overhang
distances.
B=Horizontal. dimension of building measured normal to wind direction, in ft (m).
h = Mean roof height, in It (m).
0 = Angle of plane of roof from horizontal, in degrees.
Wind Pressures
Wind Down - All Zones
9.3 psf
10 psf, MIN
ROOF
OVERHANG
Zone 1
-34.94 psf
-43.68 psf
Zone 2e
-34.94 psf
-43.68 psf
Zone 2n
-51.37 psf
-60.45 psf
Inow,
-51.37 psf
-60.45 psf
Zone 3e
-51.37 psf
-70.24 psf
Zone 3r
-61.68 psf
-80.37 psf
All panels are in Zones 1 and 2e
6
T hi
f ELEVATION
Notation
a= 107. of least borizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of ]cast horizontal
dimension or 3 It (0.9 m). If an overhang exists, die edge distance shall be measured fromthe outside edge of
the overhang. The horizontaldimensions used to compute the edge distance shall not include any overhang
distances.
B=Horizontal. dimension of building measured normal to wind direction, in ft (m).
h = Mean roof height, in It (m).
0 = Angle of plane of roof from horizontal, in degrees.
Wind Pressures
Wind Down - All Zones
9.3 psf
10 psf, MIN
ROOF
OVERHANG
Zone 1
-34.94 psf
-43.68 psf
Zone 2e
-34.94 psf
-43.68 psf
Zone 2n
-51.37 psf
-60.45 psf
Zone 2r
-51.37 psf
-60.45 psf
Zone 3e
-51.37 psf
-70.24 psf
Zone 3r
-61.68 psf
-80.37 psf
All panels are in Zones 1 and 2e
ROOF
OVERHANG
Use
-34.94 psf
-43.68 psf
0.6*W
-21 psf
-26.2 psf
2
ASCE 7-16
Soil Site Class = D
Seismic Use Group = I
SS = 1.701 Mapped Spectral Response acceleration in short periods
S1 = 0.629 Mapped Spectral Response acceleration at one second periods
Table 1613.2.3(1)
Valnec of Site Coefficient 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 = 2.041
Min. 1.2 per 11.4.3
Table 1613.2.3(2)
Valnec 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)
1.361
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
1,11 1 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
= 1.701
S1
= 0.629
SMS
= 2.041
SMI
= 1.069
R
= 6.5
Height
= 11.375
T = 0.035*hnA.75
= 0.21679
r (Reliability/Redundancy Factor)
= 1
SDS
= 1.361
SD1
= 0.713
(ASCE 7-16 12.8-2)
(ASCE 7-16 12.8-3)
(ASCE 7-16 12.8-5)
If S1>0.6g
(ASCE 7-16 12.8-5)
Cs = SDS/(R/1)
C, r_ SDI/[(R/I)T)
Cs >=.01
Cs >= 0.5*S1 /[R/11
V(controls)
0.2094 W
0.506 W
= 0.01 W
0.048 W
0.2094 W
Determine Fp for seismic loading on attachments
Seismic Load on Nonstructural Components
Spacing of attachments 4 ft
Tributary width of attachments = 1/2 Panel length = 32.4 in
AP = 10.8 ft`
PV unit weight including racking = 3 psf
W P = 32.4 Ib
Other mechanical/electrical components
ap = 1 Fp = 0.4aPSDS*Wp/(Rp/Ip)(1+2z1h)
RP = 1.5
IP = 1 Fp <= 1.6SDS*IPWp
SDS = 1.361
Wp = 32.4 Ib Fp >= 0.3SDS*IPWp
Z= 30 ft
h= 30 ft
35.28 lb
13.3-1
70.55 lb
13.3-2
13.23 Ib
13.3-3
PROJECT: PV Panels for Nijjar Residence
CLIENT: Bright Life Solar
BY: Doug Engineering
SHEET: 7 OF 7
DATE: 6/24/2022
DE JOB NO.: BLS -1880
LATERAL ANALYSIS
DETERMINE
ADDITIONAL LOAD COMPARED TO EXISTING FOR LATERAL LOADING
Aroofexisung
=
861 sf Wpanel=
48.5 Ib
Wnwfexating=
9.7*861 =
8351.7 Ib 8.W panel =
388 Ib
Wweiexemg=
15*80*4 =
4800 Ib Wrestofaney=
123.2 Ib
Wexisnng=
13152 Ib Warray=
511.2 Ib
V =
0.209 W
VroofexWing =
2749 Ib
Existing Total Lateral Force
Vroofwpanels =
2856 Ib
New Total Later Force
% increase =
2856 *100%-100%
= 4% increase which results in less than a 10% increase
in the
2749
stress of existing lateral resisting elements
OK