HomeMy WebLinkAboutX2022-1474 - CalcsX 2o22- Iu-iq
21A swiset Cove,
CALCULATIONS FOR SOLAR PHOTOVOLTAIC PANELS:
Owner: Matthew Reiser
Address: 24 Sunset Cove,Newport Coast, CA 92657
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-1877
Date: 5/11/2022
BASIS FOR DESIGN
CODE: 2019 California Building Code
ASCE 7-16
LIVE LOADS
ROOF
20.0 psf
SNOW
0.0 psf
EXP. 06/30/22 l*
BUILDING ONISM4
M NY 2 5 2022
BY: O.A.
ASCE 7-16
FLUSH MOUNTED SOLAR PANELS
Type of Roof Hip
Roof Slope - 0 = Angle of plane of roof from horizontal, in degrees
0 = 17 deg
Mean Roof Height - Eave height will be used for 0 <= 10deg
h= 22ft
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= 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 30.3-2E Components & Cladding h<= 60 ft:
External Pressure Coefficients, (GCp), for
Enclosed and Partially Enclosed Buildings - Hip roofs 7<=20deg (Roof)
FIGURE 30.3-21' Components & Cladding h<= 60 ft:
External Pressure Coefficients, (GCp), for
Enclosed and Partially Enclosed Buildings -
Hip roofs 7<=20deg (Overhang)
Velocity pressure Exposure Coefficient:
ROOF OVERHANG
Wind Exposure C
(GCp)down = 0.65 0.65
Kt = 1
(GCp)upzl = -1.69 -2.19
Kd = 0.85
(GCp)upz2r = -2.15 -2.85
KZ = 0.85
(GCp)upz2e = -2.42 -2.87
Ke = 1
(GCp)upz3 = -2.42
qh = 0.00256K,KztKdKeV2
qh = 22.4 psf
p= 16.8 "(GCP)
-3.37 YE _
Ya —
Em
1
0.75
110 mph
1
Diagrams
al PLAN
Notation
Wind Pressures
Wind Down - All Zones
Zone 1
Zone 2r
Zone 2c
Zone 3
All panels are in Zones 1 and 2e
Use
0.6*W
ASCE 7-16
k
I I
ELEVAMON
10.9 psf
10 psf, MIN
ROOF
OVERHANG
-28.39 psf
-36.79 psf
-36.12 psf
-47.88 psf
-40.66 psf
-48.22 psf
-40.66 psf
-56.62 psf
ROOF OVERHANG
-36.12 psf -48.22 psf
-21.7 psf -28.9 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< 0.25
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
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 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
SDS
= 1.361
SDI
= 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)
Cs <= SD1/[(R/I)T]
Cg >_ .01
Cs >= 0.5*S1/[R/1]
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 6 ft
Tributary width of attachments = 112 Panel length = 32.4 in
AP = 16.2 ft`
PV unit weight including racking = 3 psf
W P = 48.6 lb
Other mechanical/electrical components
ap = I Fp = 0.4apSDS*Wp/(Rp/Ip)(1+2z1h)
RP = 1.5
Ip = 1 Fp <= 1.6SDS*IPWP
SDS = 1.361
Wp = 48.6 lb Fp >= 0.3SDS*IPWP
z= 22 ft
h= 22 ft
52.921b
13.3-1
105.83lb
13.3-2
19.84 lb
13.3-3
PROJECT: PV Panels for Matthew Reiser
CLIENT: Bright Life Solar
BY: Doug Engineering
DESIGN LOADS
Dead Loads
Roof
COMP SHINGLE
4.0 psf
5/8" Ply shtg
1.9
Rf Frm'g
2.8
Misc.
1.5
(N) PV System
3.0
Total DL
13.2 psf
LL
20.0 psf
SNOW
0.0 psf
Rafter Check
Existing 2x4 TRUSSES @ 24" o.c
Spacing
2.00 ft
E
1500000 psi
1
5.4 104
Spent
5.16 ft
Span2
2.75 ft
Span3
3.83 ft
Span4
5.16 ft
SHEET: 5 OF 7
DATE: St11/2022
DE JOB NO.: BLS-1877
0.6W L
Zone 1 and 2e
Overhang
PWLd..
= 10.9 psf
Uplift
0.6DL+0.6WL
Zone 1
0.6*3 -21.7
Zone 2
0.6*3 -28.9
Downward DL+0.6WL
PDLIWL =
Uplift
0.6WL
-21.7 psf, MIN 10 PSF
-28.9 psf
10 psf, MIN 10 PSF
-19.9 psf
-27.1 psf
13.0 psf
Trib panel width = 6 ft
Fe= 900*1.5*1.15 1552.5 psi
Mepmwy;nd = 1110 ft-lb
Maiia,,,LL = 867 ft-lb
See belowfor Wind Uplift loads
due to concentated loads at attachments
d
Wind
Mmax
Wind
P=
(Distance
Load
TribW
Uplift
wind(ft-
Down
PVDL
P=DL+WL
to Att. Pts)
a
b
R1 (lb)
R2 (lb
(psf)
(ft)
(lb)
lb)
(Ib)
(lb)
(lb)
-1.50
1 -0.50
-0.50
5.66
512.8
-45.3
28.9
6.0
467.5
-234
161.75
48.5
210.3
2 2.89
2.89
2.27
154.3
196.7
21.7
6.0
351.0
446
161.75
48.5
210.3
3 4.89
4.89
0.27
18.3
332.7
21.7
6.0
351.0
89
161.75
48.5
210.3
4 8.28
0.37
3.46
235.1
25.4
21.7
6.0
351.0
88
161.75
48.5
210.3
5 10.28
2.37
1.46
99.1
161.4
21.7
6.0
351.0
235
161.75
48.5
210.3
6 13.68
1.94
3.23
219.4
131.6
21.7
6.0
351.0
424
161.75
48.5
210.3
14.68
Span 1 Uniform DL 5.16
31.6
31.6
6.1 psf 2.0 12.2 pit
Span 2 Uniform DL 2.75
16.8
16.8
6.1 psf 2.0 12.2
Reactions at Span1
716.9
515.7
Negative values are uplift reactions
Reactions at Span2
252.0
42.2
Mmaxwindup =
Mmaxwinddown =
For DL+LL including the PV system weight point loads
M... =
Deflection Check
DDL=5wL4/(384EI) (5*13.2*5.16-4)*1728 =
384*1.5E6*5.4
40.7
11.6
286 ft-lb < 1110 ft-lb OK
309 ft-lb < 1110 ft-lb OK
w= 60.4 pit P= 48.5 lb
255 ft-lb < 867 ft-lb OK
0.052 in = L/ 1182.2 OK
a
PROJECT: PV Panels for Matthew Reiser SHEET: 6 OF 7
CLIENT: Bright Life Solar DATE: 5/11/2022
BY: Doug Engineering DE JOB NO.: BLS-1877
CHECK SCREW ATTACHMENTS FOR WIND UPLIFT
Pw�plin= 467.5 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 > 467.5 lb OK
Fp = 52.92 lb
Roof slope/module tilt
Shear = Fp*cos(
Tension = Fp*sin(
Table 11 K - NDS
Z'= Z*Cp=
Interaction Equation
RAIL SPAN CHECK
17 deg
17 )= 50.6 lb
17 )= 15.5 lb
Z= 190 lb
C. 1.6
304 lb> 50.60 lb OK
fi/Fi+f„/F,, 0.454 +
\ Fp sin(ang)
Fp cos(
ang)
Withdrawal capacity W. = 1064 lb
0.166 = 0.62 < 1 OK
Ironridge Railing Check
Load for half a panel = 2.7'
Wxn1O= 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 Matthew Reiser
CLIENT: Bright Life Solar
BY: Doug Engineering
SHEET: 7 OF 7
DATE: 5/11/2022
DE JOB NO.: BLS-1877
LATERAL ANALYSIS
DETERMINE ADDITIONAL LOAD COMPARED TO EXISTING FOR LATERAL LOADING
Aroofexisting
=
2492 sf
Wpenei= 48.5lb
Wrootexwmg=
10.2*2492 =
25418 lb
28 *Wpanei = 1358 lb
Wwauexisting=
15*80*4 =
4800lb
Wmstofarmy= 431.21b
Wexisnng=
30218lb
Wa"y= 1789.2lb
V =
0.209 W
Vmotexisting =
6316 lb
Existing Total Lateral Force
Vroofwpaneis =
6690 Ib
New Total Later Force
% increase =
6690 increase which results in less than a 10% increase in the
*100%-100% = 6%
6316
stress of existing
lateral resisting elements OK