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CALCULATIONS FOR SOLAR PHOTOVOLTAIC PANELS:
Owner: Graham Rennison
Address: 1845 Port Charles,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 -1865
Date: 2/21/2022
BASIS FOR DESIGN
CODE: 2019 California Building Code
ASCE 7-16
LIVE LOADS
ROOF
SNOW
20.0 psf
0.0 psf
EXP. 06/30/22
BUILDING DIVISION
81': Y.T.
n
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 <= 10deg
h= 22 ft
Building dimensions s1 = 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 = 13 ft'
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 = 0.00256K,KztKdKeV2
qh = 22.4 psf
P = 16.8 '(GCp)
Velocity pressure Exposure Coefficient:
Wind Exposure C
Kzt = 1
Kd = 0.85
KZ = 0.85
Ke = 1
YE = 1
Ya = 0.75
V = 110 mph
1
ROOF
OVERHANG
(GCp)down =
0.51
0.51
(GCp)upz1 =
-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,KztKdKeV2
qh = 22.4 psf
P = 16.8 '(GCp)
Velocity pressure Exposure Coefficient:
Wind Exposure C
Kzt = 1
Kd = 0.85
KZ = 0.85
Ke = 1
YE = 1
Ya = 0.75
V = 110 mph
1
r
Diagrams
ASCE 7-16
I t
t W
I
4
i
i
[ g
I
t
t
{
k
I
1 7
k 1
I 1
6
C
I
1
[
i
h
I 8 1
I ELEVATION
Notation
u = 19 5; of least horizontal dimension or OAh, whichever is smaller, but not less 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 shall not include any overhang
distances.
6= Hm izontai dimension of building measured normal to wind direction, in It (m).
It = 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
2
ROOF
OVERHANG
Zone 1
-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)
Vahies 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 = 2.041
Min. 1.2 per 11.4.3
Table 1613.2.3(2)
Valnea 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
I, II 1 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
1711--r-Ill
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
Seismic Design Category
= D
1
= 1
SS
= 1.701
S1
= 0.629
SMS
= 2.041
SM1
= 1.069
R
= 6.5
Height
= 11.375
T = 0.035*hn^.75
= 0.21679
r (Reliability/Redundancy Factor)
= 1
SDS
= 1.361
SDI
= 0.713
(ASCE 7-16 12.8-2) Cs = SDS/(R/1)
= 0.2094 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/1]
= 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 ft`
PV unit weight including racking = 3 psf
WP = 43.173 Ib
Other mechanical/electrical components
ap = 1 Fp = 0.4a,SDS*Wp/(RP/lp)(1+2z/h)
RP = 1.5
Ip = 1 Fp <= 1.6SDS*IPWP
SDS = 1.361
WP = 43.173 Ib Fp >= 0.3SDS*IPWP
Z= 22 ft
h= 22 ft
47.01 Ib
13.3-1
94.01 Ib
13.3-2
17.63 Ib
13.3-3
PROJECT: PV Panels for Graham Rennison
CLIENT: Bright Life Solar
BY: Doug Engineering
SHEET: 5 OF 7
DATE: 2/21/2022
DE JOB NO.: BLS -1865
DESIGN LOADS
Dead Loads
Uplift
Roof
0.6WL
WOOD SHAKE
3.5 psf
0.6WL
Zone 1 and 2e
-20.2 psf, MIN 10 PSF
5/8" Ply shtg
1.9
Overhang
-25.2 psf
Rf Frm'g
2.8
PWLdown =
8.6 psf
10 psf, MIN 10 PSF
Misc.
1.5
Uplift
0.6DL+0.6WL
(N) PV System
3.0
Zone 1
0.6*3 -20.2
-18.4 psf
Zone 2
0.6*3 -25.2
-23.4 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 2x8 RAFTERS @ 24" o.c
Spacing
2.00 ft
Trib panel width =
5.33
ft
E
1500000 psi
Fb=
900*1.2*1.15
1242 psi
1
47.6 in"4
MalloW ina
=
2176 ft -Ib
Spent
12.16 ft
MM.L =
1700 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 Att. Pts) a
b R1 (lb)
R2 (lb
(psf)
(ft) (lb) Ib)
(lb) (lb) (Ib)
-1.50
1 -0.50 -0.50
12.66 377.0
-14.9
25.2
5.3 362.1 -181
143.69 43.1 186.8
2 2.89 2.89
9.27 221.2
69.0
20.2
5.3 290.2 640
143.69 43.1 186.8
3 4.89 4.89
7.27 173.5
116.8
20.2
5.3 290.2 849
143.69 43.1 186.8
4 8.28 8.28
3.88 92.5
197.7
20.2
5.3 290.2 766
143.69 43.1 186.8
9.28
Span 1 Uniform DL 12.16 70.8 70.8 5.8 psf 2.0 11.6 plf 215.1
Reactions at Span1 935.0 439.4 Negative values are uplift reactions
Mmaxwindup = 1224 ft -Ib < 2176 ft -Ib OK
Mmaxwinddown = 1446 ft -Ib < 2176 ft -Ib OK
For DL+LL including the PV system weight point loads w = 59.4 plf P = 43.1 Ib
Mmax = 1339 ft -Ib < 1700 ft -Ib OK
Deflection Check
DDL = 5wL"/(384EI) (5*12.7*12.16"4)*1728 = 0.175 in = L/ 834.3 OK
384*1.5E6*47.6
PROJECT: PV Panels for Graham Rennison SHEET: 6 OF 7
CLIENT: Bright Life Solar DATE: 2/21/2022
BY: Doug Engineering DE JOB NO.: BLS -1865
CHECK SCREW ATTACHMENTS FOR WIND UPLIFT
Pwuplift= 362.1 Ib 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 Ib
Allowable wind load = 1.6*2.5*266 1064 Ib > 362.1 Ib OK
CHECK SCREW ATTACHMENTS FOR SHEAR DUE TO SEISMIC Fp
Fp = 47.01 Ib
Roof slope/module tilt 19 deg
Shear = Fp*cos(. 19 ) = 44.4 Ib Fp sin(ang)
Tension = Fp*sin( 19 ) = 15.3 Ib
Fp cos(
ang)
Table 11K -NDS Z= 190 lb
Co= 1.6
Z1= Z*Co= 304 Ib > 44.45 Ib OK Withdrawal capacity W = 1064 Ib
Interaction Equation ft/Fi+f,/F, 0.355 + 0.146 = 0.501 < 1 OK
RAIL SPAN CHECK
Ironridge Railing Check
Load for half a panel = 2.7'
wxR1o= 62.1 plf
Per the Ironridge Structural Analysis of the Ironridge XR10 Rail
for 110 mph and 0 psf snow, the max span forXR10 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 Graham Rennison
CLIENT: Bright Life Solar
BY: Doug Engineering
SHEET: 7
DATE: 2/21/2022
DE JOB NO.: BLS -1865
OF 7
LATERAL ANALYSIS
DETERMINE
ADDITIONAL LOAD
COMPARED TO EXISTING FOR LATERAL LOADING
Aroofexisting
=
3423.8 sf Wpanel=
48.5 lb
Wroofexisting=
9.7*3423.78 =
33211 Ib 20 *Wpanei =
970 Ib
Wwallexistmg=
15*80*4 =
4800 lb Wrestofarray=
308 lb
Wexisting=
38011 Ib Wanay=
1278 lb
V =
0.209 W
Vroofexisgng=
7944 Ib
Existing Total Lateral Force
Vroofwpaneis =
8211 Ib
New Total Later Force
% increase =
8211 *100%-100% = 3% increase which results in less than a 10% increase in the
7944
stress of existing lateral resisting elements
OK