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CALCULATIONS FOR SOLAR PHOTOVOLTAIC PANELS:
Owner: Schear Residence
Address: 1951 Port Dunleigh 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 -1864
Date: 2/22/2022
BASIS FOR DESIGN
a !'
CODE: 2019 California Building Code tom- BUILDING DIVISION
ASCE 7-16 �
LIVE LOADS EXP. 06/30/22
ROOF 20.0 psf J'��r CIYI\. q
Or CAL\�
SNOW 0.0 psf
BY. YT.
BUILDING DIVISION
BY: Y.T
ASCE 7-16
FLUSH MOUNTED SOLAR PANELS
Type of Roof Hip
Roof Slope - 0 = Angle of plane of roof from horizontal, in degrees
0 = 18 deg
Mean Roof Height - Eave height will be used for 0 <= 10deg
h= 22 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 ftZ
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 30.3-217 Components & Cladding h<= 60 ft:
External Pressure Coefficients, (GCp), for
Enclosed and Partially Enclosed Buildings -
Hip roofs 7<=20deg (Overhang)
Velocity pressure Exposure Coefficients
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
Ka = 1
(GCp)upz3 = -2.42
qh = 0.00256KZKZtKdK,V2
qh = 22.4 psf
p = 16.8 `(GCP)
-3.37 YE = 1
Ya = 0.75
V = 110 mph
1
Diagrams
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
r
ELrVATION
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
Soil Site Class = D
Seismic Use Group = I
SS = 1.701
S1 = 0.629
ASCE 7-16
Mapped Spectral Response acceleration in short periods
Mapped Spectral Response acceleration at one second periods
Table 1613.2.3(1)
xf.h o..F Cao !'..ef4:..:v.,
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
I -
-
-
-
Fa = 1.200 (interpolated) SMS = Fa*SS = 2.041
Min. 1.2 per 11.4.3
Table 1613.2.3(2)
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)
1111104
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
SMI = Fv*S1 = 1.069
SD1 = 2/3 *SM1 = 0.713
SD1
>
RISK CATEGORY
I, II 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]
Cs >=.01
Cs >= 0.5*S1/[R/1]
V(controls)
0.2094 W
= 0.506 W
0.01 W
�11 11TA-1 MY
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 = 0.4apSDS*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 Scheer Residence
CLIENT: Bright Life Solar
BY: Doug Engineering
SHEET: 5 OF 7
DATE: 2/22/2022
DE JOB NO.: BLS -1864
DESIGN LOADS
0.0 psf
Rafter Check
R1 (lb)
Existing 2x10 RAFTERS @ 16" oz
Spacing
1.33 ft
E
Dead Loads
1
98.9 inA4
Span1
Roof
Span2
0.00 ft
Span3
OMP SHINGLE
4.0
psf 0.6WL Zone 1
and 2e
y shtg
1.9
Overhang
224.2
Rf Frm'g
2.8
PWLd.. =
10.9 psf
Misc.
1.5
Uplift
0.6DL+0.6WL
(N) PV System
3.0
Zone 1
0.6*3 -21.7
5.3
311.8
Zone 2
0.6*3 -28.9
Total DL
13.2
psf Downward
DL+0.6WL
LL
20.0
psf
PDL*WL=
SNOW
0.0 psf
Rafter Check
R1 (lb)
Existing 2x10 RAFTERS @ 16" oz
Spacing
1.33 ft
E
1500000 psi
1
98.9 inA4
Span1
17.41 ft
Span2
0.00 ft
Span3
0.00 ft
Span4
0.00 ft
d
(Distance
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 = 5.33 ft
Fb= 900*1.1*1.15 1138.5 psi
M.11 w lnd = 3247 ft -Ib
MM.L = 2537 ft -Ib
See below for Wind Uplift loads
due to concentated loads at attachments
to Att. Pts)
a
b
R1 (lb)
R2 (lb
-1.50
Load
Trib W
Uplift
1 -0.50
-0.50
17.91
427.2
-11.9
2 2.89
2.89
14.52
260.0
51.8
3 4.89
4.89
12.52
224.2
87.6
4 8.28
8.28
9.13
163.5
148.3
9.28
752
143.69
43.1
186.8
Span 1 Uniform DL 17.41
Reactions at Spent
71.0 71.0 6.1 psf 1.3 8.2 plf 309.2
1145.9 346.9 Negative values are uplift reactions
Mmaxwindup = 1855 ft -Ib < 3247 ft -Ib OK
Mmaxwinddown = 2036 ft -Ib < 3247 ft -Ib OK
For DL+LL including the PV system weight point loads w = 40.3 plf P = 43.1 Ib
Mme. = 1872 ft -Ib < 2537 ft -Ib OK
Deflection Check
DDL = 5wL"/(384EI) (5*13.2*17.41A4)*1728 = 0.245 in = L/ 852.1 OK
384*1.5E6*98.9
Wind
Mmax
Wind
P=
Load
Trib W
Uplift
wind(ft-
Down
PVDL
P = DL+WL
(psf)
(ft)
(lb)
Ib)
(Ib)
(lb)
(Ib)
28.9
5.3
415.3
-208
143.69
43.1
186.8
21.7
5.3
311.8
752
143.69
43.1
186.8
21.7
5.3
311.8
1097
143.69
43.1
186.8
21.7
5.3
311.8
1354
143.69
43.1
186.8
71.0 71.0 6.1 psf 1.3 8.2 plf 309.2
1145.9 346.9 Negative values are uplift reactions
Mmaxwindup = 1855 ft -Ib < 3247 ft -Ib OK
Mmaxwinddown = 2036 ft -Ib < 3247 ft -Ib OK
For DL+LL including the PV system weight point loads w = 40.3 plf P = 43.1 Ib
Mme. = 1872 ft -Ib < 2537 ft -Ib OK
Deflection Check
DDL = 5wL"/(384EI) (5*13.2*17.41A4)*1728 = 0.245 in = L/ 852.1 OK
384*1.5E6*98.9
PROJECT: PV Panels for Scheer Residence SHEET: 6 OF 7
CLIENT: Bright Life Solar DATE: 2/22/2022
BY: Doug Engineering DE JOB NO.: BLS -1864
CHECK SCREW ATTACHMENTS FOR WIND UPLIFT
Pwupllft = 415.3 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 > 415.3 Ib OK
CHECK SCREW ATTACHMENTS FOR SHEAR DUE TO SEISMIC Fo
Fp = 47.01 Ib
Roof slope/module tilt 18 deg
Shear = Fp*cos( 18 ) = 44.7 Ib Fp sin(ang)
Tension = Fp*sin( 18 ) = 14.5 Ib
Fp cos(
ang)
Table 11K- NDS Z = 190 Ib
Co= 1.6
Z'= Z*Co= 304 lb> 44.71 Ib OK Withdrawal capacity W= 1064 Ib
Interaction Equation f�F&f*/F* 0.404+ 0.147 = 0.551 < 1 OK
RAIL SPAN CHECK
Ironridge Railing Check
Load for half a panel = 2.7'
W.'.= 62.1 plf
Per the Ironridge Structural Analysis of the Ironridge XR10 Rail
for 110 mph and 0 psf snow, the max span for XR101 ron ridge Rails is 79" for Exposure C
Use XR10 Rails with a spacing of 64" o. c. max for attachment points.
PROJECT: PV Panels for Scheer Residence
CLIENT: Bright Life Solar
BY: Doug Engineering
SHEET: 7
DATE: 2/22/2022
DE JOB NO.: BLS -1864
LATERAL ANALYSIS
DETERMINE ADDITIONAL LOAD COMPARED TO EXISTING FOR LATERAL LOADING
Aroofewsting
=
1419.1 sf
Wpanel =
Wroofexisting=
10.2*1419.12=
14475 lb
25 *Wpanel =
Wwallexisting=
15*80*4 =
4800 lb
Wrestofarrey=
Wexisting =
19275 Ib
Wanay =
V =
0.209 W
Vroofexisting =
4029 Ib
Existing Total Lateral Force
Vroofwpanels=
4362 Ib
New Total Later Force
OF 7
48.5 Ib
1212.5 Ib
385 Ib
1597.5 Ib
% increase = 4362 *100%-100% = 8% increase which results in less than a 10% increase in the
4029 stress of existing lateral resisting elements OK
CALCULATIONS FOR SOLAR PHOTOVOLTAIC PANELS:
Owner: Scheer Residence
Address: 1951 Port Dunleigh 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 -1864
Date: 2/22/2022
BASIS FOR DESIGN o ,
CODE: 2019 California Building Code
LIVE LOADS ASCE 7-16 EXP. 06/30/22
Q
ROOF 20.0 psf 0101.
r9r# OF CALF
SNOW 0.0 psf
ASCE 7-16
FLUSH MOUNTED SOLAR PANELS
Type of Roof Hip
Roof Slope - 0 = Angle of plane of roof from horizontal, in degrees
0 = 18 deg
Mean Roof Height - Eave height will be used for 0 <= 10deg
h= 22 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)(7E)(7a) 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 30.3-2F 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
(GCp)upz1 =
-1.69
-2.19
(GCp)upz2r =
-2.15
-2.85
(GCp)upz2e =
-2.42
-2.87
(GCp)upz3 =
-2.42
-3.37
qh = 0.00256KzKZtKdKeV2
qh = 22.4 psf
p = 16.8 "(GCp)
Kzt =
1
Kd =
0.85
KZ =
0.85
Ke =
1
YE =
1
7a =
0.75
V = 110 mph
1
Diagrams
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
t �y
a �tR
r
€
r
� � I
I ELEVATION
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
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 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
I, II III
IV
0
A A
A
0.067
B B
C
0.133
C C
D
0.2
D D
D
ASCE 7-16
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 = 0.4apSDS*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
Seismic Use Group
=
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)
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 = 0.4apSDS*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 Scheer Residence
CLIENT: Bright Life Solar
BY: Doug Engineering
DESIGN LOADS
13.2 psf
Dead Loads
20.0 psf
Roof
0.0 psf
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
0.6DL+0.6WL
Existing 2x10 RAFTERS @ 16" o.c
Spacing
1.33 ft
E
1500000 psi
I
98.9 W4
Spent
17.41 ft
Span2
0.00 ft
Span3
0.00 ft
Span4
0.00 ft
d
(Distance
SHEET: 5 OF 7
DATE: 2/22/2022
DE JOB NO.: BLS -1864
0.6WL
Zone 1 and 2e
b
Overhang
PwLdown
= 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
427.2
PDL+WL -
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 = 5.33 ft
Fy = 900*1.1*1.15 1138.5 psi
Marlow ind = 3247 ft -Ib
MaffmLL = 2537 ft -Ib
See below for Wind Uplift loads
due to concentated loads at attachments
to Att. Pts)
a
b
R1 (lb)
R2 (lb
-1.50
Load
Trio
Uplift
1 -0.50
-0.50
17.91
427.2
-11.9
2 2.89
2.89
14.52
260.0
51.8
3 4.89
4.89
12.52
224.2
87.6
4 8.28
8.28
9.13
163.5
148.3
9.28
752
143.69
43.1
186.8
Span 1 Uniform DL 17.41 71.0 71.0 6.1 psf 1.3 8.2 plf 309.2
Reactions at Spent 1145.9 346.9 Negative values are uplift reactions
Mmaxwindup = 1855 ft -Ib < 3247 ft -Ib OK
Mmaxwinddown = 2036 ft -Ib < 3247 ft -Ib OK
For DL+LL including the PV system weight point loads w = 40.3 plf P = 43.1 Ib
Mmax = 1872 ft -Ib < 2537 ft -Ib OK
Deflection Check
DM = 5wL41(384EI) (5*13.2*17.41^4)*1728 = 0.245 in = L/ 852.1 OK
384*1.5E6*98.9
Wind
Mmax
Wind
P=
Load
Trio
Uplift
wind(ft-
Down
PVDL
P=DL+WL
(psf)
(ft)
(Ib)
Ib)
(lb)
(lb)
(lb)
28.9
5.3
415.3
-208
143.69
43.1
186.8
21.7
5.3
311.8
752
143.69
43.1
186.8
21.7
5.3
311.8
1097
143.69
43.1
186.8
21.7
5.3
311.8
1354
143.69
43.1
186.8
Span 1 Uniform DL 17.41 71.0 71.0 6.1 psf 1.3 8.2 plf 309.2
Reactions at Spent 1145.9 346.9 Negative values are uplift reactions
Mmaxwindup = 1855 ft -Ib < 3247 ft -Ib OK
Mmaxwinddown = 2036 ft -Ib < 3247 ft -Ib OK
For DL+LL including the PV system weight point loads w = 40.3 plf P = 43.1 Ib
Mmax = 1872 ft -Ib < 2537 ft -Ib OK
Deflection Check
DM = 5wL41(384EI) (5*13.2*17.41^4)*1728 = 0.245 in = L/ 852.1 OK
384*1.5E6*98.9
PROJECT: PV Panels for Schear Residence SHEET: 6 OF 7
CLIENT: Bright Life Solar DATE: 2/22/2022
BY: Doug Engineering DE JOB NO.: BLS -1864
CHECK SCREW ATTACHMENTS FOR WIND UPLIFT
Pw Pliii = 415.3 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 > 415.3 Ib OK
CHECK SCREW ATTACHMENTS FOR SHEAR DUE TO SEISMIC Fp
Fp = 47.01 Ib
Roof slope/module tilt 18 deg
Shear = Fp*cos( 18 ) = 44.7 Ib Fp sin(ang)
Tension = Fp*sin( 18 ) = 14.5 Ib
Fp cos(
ang)
Table 11 K- NDS Z = 190 Ib
Co = 1.6
Z. = Z*Co= 304 Ib > 44.71 Ib OK Withdrawal capacity W = 1064 Ib
Interaction Equation fVFr+f�/F„ 0.404+ 0.147 = 0.551 < 1 OK
RAIL SPAN CHECK
Ironridge Railing Check
Load for half a panel = 2.7'
W.„o= 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 Scheer Residence
CLIENT: Bright Life Solar
BY: Doug Engineering
SHEET: 7
DATE: 2/22/2022
DE JOB NO.: BLS -1864
LATERAL ANALYSIS
DETERMINE ADDITIONAL LOAD COMPARED TO EXISTING FOR LATERAL LOADING
Aroofeaisting
=
1419.1 sf
Wpanel =
Wroofexisting=
10.2*1419.1=
14475 Ib
25 *Wpanel —
Wwanexisting =
15*80*4 =
4800 Ib
Wrestofanay =
Wexisting=
19275 lb
Wanay=
V =
0.209 W
VreofeAsUng =
4029 Ib
Existing Total Lateral Force
Vroofwpanels =
4362 Ib
New Total Later Force
OF 7
48.5 Ib
1212.5 Ib
385 Ib
1597.5 Ib
% increase = 4362 *100%_100%- 8% increase which results in less than a 10% increase in the
4029 stress of existing lateral resisting elements OK