HomeMy WebLinkAboutX2022-1280 - Calcslu(sE 13x1 W^
CALCULATIONS FOR SOLAR PHOTOVOLTAIC PANELS:
Owner: Niljar Residence V
Address: 1418 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
Engineering Calculations For:
Bright Life Solar
933 Newhall Street, Costa Mesa, CA 92627
(908) 489-3933
Project Number: BLS -1879
Date: 6/15/2022
BASIS FOR DESIGN
CODE: 2019 California Building Code
ASCE 7-16
LIVE LOADS
ROOF
SNOW
20.0 psf
0.0 psf
BUILDING DIVISION
JUN 2 8 2022
W. E.S.
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 fort) <= 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 = 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
Velocity pressure Exposure Coefficients
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)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 =
0.00256KzKztKdKeV2
qh =
22.4 psf
P=
16.8 -(GCP)
Velocity pressure Exposure Coefficients
Wind Exposure C
Kzt = 1
Kd = 0.85
KZ = 0.85
Ke = 1
YE = 1
Ya = 0.75
V = 110 mph
1
Diagrams
ASCE 7-16
LIM
tIa 2+ ®MtP
@I h
I B I
1 EI.HVATION
Notation
a= 10% of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal
dimension or 3 It (0.9 m). If an overhang exists, the edge distance shall be measured from the outside edge of
the overhang. The horizontaldimensions used to compute tate edge distance shall not include any overhang
distances.
B= Horizontal dimension of building measured normal to wind direction, in 11(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
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
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= 0.75
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)
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)
1.361
SDS
>
RISK CATEGORY
1,11 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
SD =2/3 *SM 1 = 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
SDI
= 0.713
(ASCE 7-16 12.8-2) Cs = SDS/(R/I)
= 0.2094 W
(ASCE 7-16 12.8-3) Cs <= 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 6 it
Tributary width of attachments = 1/2 Panel length = 32.4 in
AP = 16.2 ft`
PV unit weight including racking = 3 psf
WP= 48.6 Ib
Other mechanical/electrical components
ap= 1 Fp = 0.4aPSDS*Wd(Rp/Ip)(1 +2z/h)
RP= 1.5
IP = 1 Fp <= 1.6SDS*IPWP
SDS = 1.361
WP = 48.6 Ib FP >= 0.3SDS*IPWP
Z= 30 ft
h= 30 ft
52.921b
13.3-1
105.83 lb
13.3-2
19.84 Ib
13.3-3
PROJECT: PV Panels for Nillar Residence
CLIENT: Bright Life Solar
BY: Doug Engineering
DESIGN LOADS
PWL&.
Dead Loads
Uplift
Roof
Zone 1
WOOD SHAKE
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 2x10 RAFTERS @ 24" o.c
Spacing
2.00 ft
E
1500000 psi
1
98.9 !n^4
Span1
7.00 ft
Span2
0.00 ft
Span3
0.00 ft
Span4
0.00 ft
d
(Distance
SHEET: 5 OF 7
DATE: 6/15/2022
DE JOB NO.: BLS -1879
0.6WL Zone 1 and 2e
Overhang
PWL&.
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 = 6 ft
Fb= 900*1.1*1.15 1138.5 psi
Mallin fnd = 3247 ft -Ib
I`/ta11�L = 2537 ft -Ib
See below for Wind Uplift loads
due to concentated loads at attachments
to All. Pts) a b R1 (Ib) R2 (Ib
-1.50
Wind Mmax Wind P=
Load Trib W Uplift wind(ft- Down PVDL P = DL+WL
(psf) (ft) (Ib) Ib) (Ib) (Ib) (Ib)
1 -0.50 -0.50 7.50 436.7 -29.1 25.2 6.0 407.6 -204 161.75 48.5 210.3
2 2.89 2.89 4.11 191.8 135.0 20.2 6.0 326.7 555 161.75 48.5 210.3
3.89
Span 1 Uniform DL 7.00 40.7 40.7 5.8 psf 2.0 11.6 pit 71.3
Reactions at Span1 669.2 146.6 Negative values are uplift reactions
Mmaxwindup = 287 ft -Ib < 3247 ft -Ib OK
Mmaxwinddown = 404 ft -Ib < 3247 ft -Ib OK
For DL+LL including the PV system weight point loads w = 59.4 pit P = 48.5 Ib
Mmax = 424 ft -Ib < 2537 ft -Ib OK
Deflection Check
DDL = 5wL°/(384EI) (5*12.7*7^4)*1728 = 0.009 in = U 9084.3 OK
384*1.5E6*98.9
PROJECT: PV Panels for Niilar Residence
CLIENT: Bright Life Solar
BY: Doug Engineering
SHEET: 6
DATE: 6/15/2022
DE JOB NO.: BLS -1879
OF 7
CHECK SCREW ATTACHMENTS FOR WIND UPLIFT
Pw„Pi;n = 407.6 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 > 407.6 Ib OK
CHECK SCREW ATTACHMENTS FOR SHEAR DUE TO SEISMIC Fp
Fp = 52.92 Ib
Roof slope/module tilt 14 deg
Shear = Fp*cos( 14 ) = 51.3 Ib Fp sin(ang)
Tension = Fp*sin( 14 ) = 12.8 Ib
Fp cws(ang)
Table 11 K - NDS Z = 190 Ib
Co= 1.6
Z'= Z*CD = 304 Ib > 51.34 Ib OK Withdrawal capacity W. = 1064 Ib
Interaction Equation f�Ft+f„/F„ 0.395 + 0.169 = 0.564 < 1 OK
RAIL SPAN CHECK
Ironridge Railing Check
Load for half a panel = 2.7'
W.a'.= 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 72" o.c. max for attachment points.
PROJECT: PV Panels for Niijar Residence
CLIENT: Bright Life Solar
BY: Doug Engineering
SHEET: 7 OF 7
DATE: 6/15/2022
DE JOB NO.: BLS -1879
LATERAL ANALYSIS
DETERMINE ADDITIONAL LOAD COMPARED TO EXISTING FOR LATERAL LOADING
Aroafexlsting=
=
1431.4 sf
Wpanei=
48.5 lb
Wroofexisting=
9.7'1431.44 =
13885 Ib
8 �Wpanel =
388 Ib
Wwanexisting=
15'80'4 =
4800 lb
Wrestofanay=
123.2 lb
WeAsling=
186851b
Wan y=
511.2 lb
V =
0.209 W
Vro°fexisting =
3905 Ib
Existing Total Lateral Force
VreoMpanels =
4012 Ib
New Total Later Force
% increase =
4012increase which results in less than a 10% increase
'100%-100% = 3%
in the
3905
stress of existing
lateral resisting elements
OK