HomeMy WebLinkAboutPV2022-166 - CalcsMm'-wou
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CALCULATIONS FOR SOLAR PHOTOVOLTAIC PANELS:
Owner: Janet Hathaway
Address: 1982 Port Edward Circle,Newport Beach, CA 92660
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-1876
Date: 5/11/2022
BASIS FOR DESIGN s
CODE: 2019 California Building Code'
LIVE LOADS ASCE 7-16 # EXP. 06/30/22
Q
ROOF 20.0 psf CIVOL
r'rfOFCA41E�
SNOW 0.0 psf
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= 22ft
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= 3ft
B = Horizontal dimension of building normal to wind direction, in ft.
B = 30 ft Horizontal dimension of building
Attachment Spacing
Effective Area A = 13 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
ROOF
OVERHANG
(GCp)down =
0.51
0.51
(GCp)upzl =
-2
-2.5
(GCp)upz2e =
-2
-2.5
(GCp)upz2n =
-2.84
-3.38
(GCp)upz2r =
-2.84
-3.38
(GCp)upz3e =
-2.84
-3.89
(GCp)upz3r =
-3.39
-4.43
qh = 0.00256K,KZtKdK,V2
qh = 22.4 psf
p = 16.8 `(GCP)
Velocity pressure Exposure Coefficient:
Wind Exposure C
Kzt = 1
Kd = 0.85
Kz = 0.85
Ka = 1
YE = 1
Ya = 0.75
V = 110 mph
1
Diagrams
ASCE 7-16
1 1 I I
1 I I i
0IQ O'4}'re
1 I I
t I I h
I_AVATTON
T V K b_ T
PLAN
Notation
a = 10% of least horizontal dimension or 0.4h, whichever is smaller, but notless 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 horizonal dimensions used to compute the edge distance shall not include any overhang
distances.
11=1-forizontal dimension of building measured normal to wind direction, in ft (m).
h = Mean roof height, in ft (m).
0 = Angle of plane of roof from horizontal, in degrees.
Wind Pressures
Wind Down -AII Zones
8.6 psf
10 psf, MIN
ROOF
OVERHANG
Zonal
-33.6 psf
-42 psf
Zone 2e
-33.6 psf
-42 psf
Zone 2n
-47.71 psf
-56.78 psf
Zone 2r
-47.71 psf
-56.78 psf
Zone 3e
-47.71 psf
-65.35 psf
Zone 3r
-56.95 psf
-74.42 psf
All panels are in Zones 1 and 2e
ROOF
OVERHANG
Use
-33.6 psf
-42 psf
0.6'W
-20.2 psf
-25.2 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)
Values of Site Coefficient Fa
SITE CLASS
SS< 0.25ffl�3
SS= 0.75
SS= 1.0
SS>1.25
SS>1.5
A
0.8
0.8
0.8
0.8
0.8
B
0.9
0.9
0.9
1.0
1.0
C
1.3
1.2
1.2
1.2
1.2
D
1.6
1.2
1.1
1.0
1.0
E
2.4
1.3
-
-
-
F
Fa = 1.200 (interpolated) SMS = Fa*SS = 2.041
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
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 =
SIDS = 2/3 *SMS =
1.700 (interpolated)
1.361
SIDS
>
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
SM1
= 1.069
R
= 6.5
Height
= 11.375
T = 0.035*hnA.75
= 0.21679
r (Reliability/Redundancy Factor)
= 1
SIDS
= 1.361
SDI
= 0.713
(ASCE 7-16 12.8-2) Cs = SDS/(R/1)
= 0.2094 W
(ASCE 7-16 12.8-3) Cg <= SD1/[(R/I)T1
= 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/11
= 0.048 W
V(controls) =
0.2094 W
Determine Fp for seismic loading on attachments
Seismic Load on Nonstructural Components
Spacing of attachments 5.33 ft
Tributary width of attachments = 1/2 Panel length = 32.4 in
AP = 14.4 W
PV unit weight including racking = 3 psf
WP= 43.173lb
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 = 43.173 lb Fp >= 0.3SDS*IPWP
z= 22 ft
h= 22 ft
47.01 Ib
13.3-1
94.01 lb
13.3-2
17.63 lb
13.3-3
PROJECT: PV Panels for Janet Hathaway
CLIENT: Bright Life Solar
BY: Doug Engineering
DESIGN LOADS
Dead Loads
Roof
CONIC. FLAT TILE
9.0 psf
5/8" Ply shtg
1.9
Rf Frm'g
2.8
Misc.
1.5
(N) PV System
3.0
Total DL
18.2 psf
LL
20.0 psf
SNOW
0.0 psf
Rafter Check
Existing 2x8 RAFTERS @ 16" o.c
Spacing
1.33 ft
E
1500000 psi
1
47.6 inA4
Spent
10.25 ft
Span2
10.25 ft
Span3
0.00 ft
Span4
0.00 ft
d
(Distance
SHEET: 5 OF 7
DATE: 5/11/2022
DE JOB NO.: BLS-1876
0.6W L Zone 1 and 2e
Overhang
PWLd.
8.6 psf
Uplift
0.6DL+0.6WL
Zone 1
0.6*3 -20.2
Zone 2
0.6*3 -25.2
Downward
DL+0.6WL
PDL*WL =
Uplift
0.6WL
-20.2 psf, MIN 10 PSF
-25.2 psf
10 psf, MIN 10 PSF
-18.4 psf
-23.4 psf
13.0 psf
Trib panel width = 5.33 ft
Fs = 900*1.2*1.15 1242 psi
M.11 w d = 2176 ft-lb
M.11 w L = 1700 ft-lb
See below for Wind Uplift loads
due to concentated loads at attachments
to Aft. Pts) a b R1 (Ib) R2 (lb
0.50
1 1.50
1.50
8.75
247.8
2 4.89
4.89
5.36
151.7
3 6.89
6.89
3.36
95.1
4 10.28
0.03
10.22
289.3
5 12.28
2.03
8.22
232.7
6 15.68
5.43
4.83
136.6
16.68
Wind Mmax Wind P=
Load TribW Uplift wind(ft- Down PVDL P=DL+WL
(psf) (ft) (Ib) lb) (lb) (lb) (lb)
42.5
20.2
5.3
290.2
372
143.69
43.1
186.8
138.5
20.2
5.3
290.2
742
143.69
43.1
186.8
195.2
20.2
5.3
290.2
655
143.69
43.1
186.8
0.9
20.2
5.3
290.2
10
143.69
43.1
186.8
57.6
20.2
5.3
290.2
473
143.69
43.1
186.8
153.6
20.2
5.3
290.2
741
143.69
43.1
186.8
Span 1 Uniform DL 10.25
62.3
62.3
9.1 psf 1.3 12.2 pit
Span 2 Uniform DL 10.25
62.3
62.3
9.1 psf 1.3 12.2
Reactions at Spent
556.9
438.5
Negative values are uplift reactions
Reactions at Span2
351.6
63.3
Mmaxwindup =
Mmaxwinddown =
For DL+LL including the PV system weight point loads
Mm..
Deflection Check
DDL=5wL"/(384EI) (5*18.2*10.25"4)*1728 =
384*1.5E6*47.6
159.7
159.7
1054 ft-lb < 2176 ft-lb OK
1184 ft-lb < 2176 ft-lb OK
w = 46.9 plf P = 43.1 Ito
828 ft-lb < 1700 ft-lb OK
0.084 in = L/ 1458.1 OK
PROJECT: PV Panels for Janet Hathaway
CLIENT: Bright Life Solar
BY: Doug Engineering
SHEET: 6
DATE: 5/11/2022
DE JOB NO.: BLS-1876
OF 7
CHECK SCREW ATTACHMENTS FOR WIND UPLIFT
Pw Pi;n = 290.2 lb 5/16" Lag with min 2.5" penetration for each attachment
Table 12.2A - NDS - Lag Screw Withdrawal Values
For 5/16" Lag into .5G wood 266 lb
Allowable wind load = 1.6*2.5*266 1064 lb > 290.2 lb OK
CHECK SCREW ATTACHMENTS FOR SHEAR DUE TO SEISMIC Fp
Fp = 47.01 lb
Roof slope/module tilt 19 deg
Shear = Fp*cos( 19 ) = 44.4 lb Fp sin(ang)
Tension = Fp*sin( 19 ) = 15.3 lb
Fp ws(ang)
Table 11 K - NDS Z = 190 lb
Co = 1.6
Z' = Z*Cc = 304 lb > 44.45 lb OK Withdrawal capacity W. = 1064 lb
Interaction Equation ft/Ft+f,/F, 0.287 + 0.146 = 0.433 < 1 OK
RAIL SPAN CHECK
Ironridge Railing Check
Load for half a panel = 2.7'
Wxam= 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 64" o.c. max for attachment points.
PROJECT: PV Panels for Janet Hathaway
CLIENT: Bright Life Solar
BY: Doug Engineering
SHEET: 7 OF 7
DATE: 5/11/2022
DE JOB NO.: BLS-1876
LATERAL ANALYSIS
DETERMINE ADDITIONAL LOAD COMPARED TO EXISTING FOR LATERAL LOADING
Aroofexisling
=
3741.1 sf
Wpanel =
Wrootexisting=
15.2*3741.14=
56865 Ib
23 xWpanel —
Wwallexlsting=
15W8 4 =
4800 lb
Wrestofanay=
WeAsting=
616651b
Warray=
V =
0.209 W
Vroofexisting =
12888 Ib
Existing Total Lateral Force
Vraafwpanels =
13195 Ib
New Total Later Force
48.5 Ib
1115.5 Ib
354.2 Ib
1469.7 Ib
% increase = 13195 '100%-100% = 2% increase which results in less than a 10% increase in the
12888 stress of existing lateral resisting elements OK