BSOL2021-0228 Structural CalcsJob:
your sOlarptOfls Qom
ENGINEERING SOLUTIONS FOR ALL YOUR SOLAR NEEDS
Structural Calculations for
SOLAR POWER SYSTEM CONNECTION CHECK AT:
50520 LOS VERDES WAY
LA QUINTA, CA 92253
KIM, GREG
Prepared For:
SUN LOGIX ENERGY
77585 ENFIELD LN., SUITE A
PALM DESERT, CA 92211
(760) 844-6507
Design Criteria
1- Code: CALIFORNIA BLDG CODE 2019 / ASCE 7-16
2 - Wind: 130 MPH, Exposure: C
3 - Wood Species: DF-L No. 1 (SG = 0.5 )
Notice: Use restrictions of these calculations.
The attached Calculations are valid only when bearing original signature hereon.
Contractor/Client to verify existing dimensions/conditions prior to construction
& solar racking is installed per manufacturer span requirements.
The use of these calculations is solely intended for the above mentioned project.
OFESS/ONy
A, N T RUp�
co
No. C70784
Exp. 06130/2023
1-844-PV ELITE I info@yoursolarplans.com
3000 E. Birch Street Suite 201 I Brea CA 92821
12/3/2021
BSOL2021-0228
CITY OF LA QUINTA
BUILDING DIVISION
REVIEWED FOR
CODE
COMPLIANCE
,, 01/12/2022 B,
9.88kW PV SYSTEM
ASCE 29.4.4 Rooftop Solar Panels Parallel to the Roof Surface on Buildings of All Heights and Roof Slopes.
Roof Slope 0 = 23 °
Roof Shape Hip
Tributary Width s = 4.00 ft
Tributary Length I = 2.85 ft Effective Area Ae = 11.42 ft2
Height of Structure h = 15 ft
Wind Speed V = 130 mph
Exposure Category C
Building Width B = 45 ft
Building Length L = 90 ft
Zone Width a = 4.5 ft
Elevation Height zg = 2104 ft
Wind Directionality Kd = 0.85
Topography Factor Kt = 1.00
Ground Elevation Factor Ke = 0.93
Velocity Pressure Exposure Coefficient Kz = 0.85
Velocity Pressure qz = 0.00256KzKztKdKeV2 = 28.93 psf
Solar Array Pressure Equalization Ya = 0.79
Array Edge Factor YE = 1.50
Zone
3
3r
3e
2
2r
2e
2n
1
1'
GCp
1.99
1.99
1.99
1.39
p = gz(GC.)(YE)(Ya)
- 68.62
- 68.62
- 68.62
- 47.89
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FIGURE 29.4-4 Sa.e Pawl PY.s,.. EWaoter Feetx. •, la Encased era PaNa1y Er eased 04191n9s c1 N neyeMc
LAG SCREW ANALYSIS
Loads
Wind Pressures qz = -68.62 psf
Solar Panel Load QD = 3 psf
Panel Length I = 5.709 ft
Panel Width b 3.4186 ft
Attachment Spacing s = 4 ft
Portrait
Landscape
Tributary Area At = 11.42 ft2
Wind Load Pw = qz * At = -783 lbs
Dead Load PD = QD * At = 34.252 lbs
Uplift Pa = 0.6 PD + 0.6 Pw = -450 lbs
Tributary Area At = b * s = 6.8373 ft2
Wind Load Pw = qz * At = -469 lbs
Dead Load PD = QD * At = 20.512 lbs
Uplift Pa = 0.6 PD + 0.6 Pw = -269 lbs
Lag Screw 5/16" x 5"
Specific Gravity of Lumber SG = 0.50 (Douglas Fir -Larch)
Diameter of Lag Screw D = 5/16 in
Withdraw Design /in 1800*SG3i2*D3i4 = 266 lbs/in
Depth of Embedment 1, = 2.50 in
Total Nominal Withdrawal Value W = W * l = 665 lbs
Load Duration Factor CD = 1.6
Withdrawal Design Value W' = W * C D = 1064 lbs
Demand Capacity Ratio DCR = Pa / W' = 0.42 < 1 OK
ASCE 30.3.2 Design Wind Pressure Beam/ Top Chord Check
Roof Slope 0 = 23 °
Roof Shape Hip
Tributary Width s = 2.00 ft
Tributary Length L = 18.42 ft
Effective Area A = L ( MAX [ s , L/3]) = 100 ft2
Height of Structure h = 15 ft
Wind Speed V = 130 mph
Exposure Category C
Building Width B = 45 ft
Building Length L = 90 ft
Zone Width a = 4.5 ft
Elevation Height z9 = 2104 ft
Wind Directionality Kd = 0.85
Topography Factor Kt = 1.00
Ground Elevation Factor Ke = 0.93
Velocity Pressure Exposure Coefficient KZ = 0.85
Velocity Pressure qZ = 0.00256KZKnKdKeV2 = 28.93 psf
Internal Pressure Coefficient (GCpi) = -0.18
Zone
GCp
p = qZ [(GCp) - (Gcpi)]
3
3r
3e
2
2r
2e
2n
1
1'
1.53
1.53
1.53
0.80
- 49.36
- 49.36
- 49.36
- 28.35
a.
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Beam/ Top Chord Check
Lumber: DF-L No. 1
Moment Demand
# of Attachment per Rafter NA = 4
Dead Load
Live Load
Wind Load
Snow Load
Rafter Spacing
Wind Load, Portrait
Wind Load, Landscape
Span :
Lenght(ft):
Roof Material: Tile
1
2
3
4
Eave
5.42
6.00
6.00
0.00
1.00
QD =
QLr =
P=
Qs =
s=
Portrait UL =
Landscape Uw =
17.00
20
-49.36
0.00
24
psf
psf
psf
psf
in
AT (ft2)
pd (Ibs)
p (Ibs)
ps (Ibs)
11.417
34.252
-564
0
6.8373
20.512
-337
0
Linear Dead Load wd = 34 plf
Live Load wLr = 40 plf Start 0 ft Start 17.92 ft
End 6.5 ft End 18.42 ft
Snow Load ws = 0 plf Start 0 ft Start 17.92 ft
End 6.5 ft End 18.42 ft
D
D+Lr
D+S
0.6D+0.6W
D+0.45W+0.75Lr
D+0.45W+0.75S
M„ Moment
152 lb-ft
161 lb-ft
152 lb-ft
229 lb-ft
148 lb-ft
148 lb-ft
300.0
200.0
100.0
0.0
-100.0
-200.0
-300.0
Orientation
j
li (ft)
pd,, (Ibs)
p.,, (Ibs)
p,,, (Ibs)
1
7.2
34.3
-564
Portrait
2
11.5
34.3
-564
3
13.0
34.3
-564
Portrait
4
17.2
34.3
-564
M(x)=R,(x- Li) -P1(x-11)- Wdx2 2
Moment Capacity
Framing Member Size 2x4
Lumber Grade : DF-L No. 1
CM= 1 Cr= 1 Cr= 1.15 CF= 1.5 fb= 1000 psi Ct.= 1.0 C;= 1
Breadth b = 1.50 in
Depth d = 3.50 in
Section Modulus S, = bd2 / 6 = 3.06 in3
Bending Stress Capacity Fb= CM * Cr * Cr * CF * fb = 1725 psi Table 4.3.1 NDS 2015
CD
Ft = CD * Fb
ASD Load
Ma * S,
DCR
0.9
1553 psi
D
596 psi
0.38
OKAY
1.25
2156 psi
D+Lr
630 psi
0.29
OKAY
1.15
1984 psi
D+S
596 psi
0.30
OKAY
1.6
2760 psi
0.6D+0.6W
897 psi
0.32
OKAY
1.6
2760 psi
D+0.45W+0.75Lr
579 psi
0.21
OKAY
1.6
2760 psi
D+0.45W+0.75S
579 psi
0.21
OKAY
Deflection Limit E = 1700 ksi I = 5.36 in4
Transient Deflection 0.078 in
Transient Deflection Allowed
920 > 180 [OKAY]
Total Deflection 0.076 in
Total Deflection Allowed
952 > 120 [OKAY]
ASCE 29.4.4 Rooftop Solar Panels Parallel to the Roof Surface on Buildings of All Heights and Roof Slopes.
Roof Slope 0 = 10 °
Roof Shape MonoSlope
Tributary Width s = 4.00 ft
Tributary Length I = 2.85 ft Effective Area Ae = 11.42 ft2
Height of Structure h = 15 ft
Wind Speed V = 130 mph
Exposure Category C
Building Width B = 45 ft
Building Length L = 90 ft
Zone Width a = 4.5 ft
Elevation Height zg = 2104 ft
Wind Directionality Kd = 0.85
Topography Factor Kt = 1.00
Ground Elevation Factor Ke = 0.93
Velocity Pressure Exposure Coefficient Kz = 0.85
Velocity Pressure qz = 0.00256KzKztKdKeV2 = 28.93 psf
Solar Array Pressure Equalization Ya = 0.79
Array Edge Factor YE = 1.50
Zone
GCp
p = gz(GCP)(YE)(Ya)
46.
3
3r
3e
2
2r
2e
2n
1
1'
2.89
1.59
1.30
- 99.39
- 54.89
- 44.66
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Effectloo Wind Area, A. NI
FIGURE TP.a-e Sadr Pawl PRtslee ENrezeber Fecbr la Encbsed aro Partlely Er eased 9JI4n0s cl N I.tyinls
Loads
Wind Pressures qz = -54.89 psf
Tributary Length I = 2.854 ft
Attachment Spacing w = 4 ft
Tributary Area At = 11.42 ft2
Solar Panel Load QD = 3 psf
Wind Load Pw = qz * At = -627 lbs
Dead Load PD = QD * At = 34.25 lbs
ASD Uplift Pa = 0.6Pw + 0.6PD = -355 lbs
Screw to Plywood # 14 Wood Screw
Plywood thickness toy = 0.5 in
Screw Withdrawal Capacity T„ = 350 lbs (Form No. E830E Group 1 Plywood, V.I.F.)
Factor of Safety F.O.S. = 5
Allowable Withdrawal Ts = T / F.O.S. = 70.0 lbs
Number of Screws per Attachment ns = 6
Load Duration Factor CD = 1.6
Allowable Uplift per Attachment Ta = CD * Ts * ns = 672 lbs
Demand Capacity Ratio DCR = Pa / Ta = 0.53 < 1 OK
Screw Shear Capacity V„ = 590 lbs (Form No. E830E Group 1 Plywood, V.I.F.)
Factor of Safety F.O.S. = 6
Allowable Withdrawal Vs = V„ / F.O.S. = 98.3 lbs
Number of Screws per Attachment ns = 6
Allowable Shear per Attachment Va = CD * Vs * ns = 944 lbs
Demand Capacity Ratio DCR = Va / Ta = 0.38 < 1 OK
Plywood Bending
APA Span Rating 32/16
Rafter Spacing L = 24 in
Tributary Width b = 2 ft
Equivalent Uniform Load Qa = Pa / (L*b) = -89 psf
Plywood Nominal Bending Strength FbS = 370 lb-in/ft
Load Duration CD = 1.6
Panel Size Factor Cs = 1.00
Adjusted Plywood Nominal Bending Strength FbS' = 592.00
Plywood Design Capacity wb = 96FbS' / L2 = 98.67 psf
Demand Capacity Ratio DCR = wb / Qa = 0.901 < 1 OK
Plywood Withdrawal
Nail Size 8d
Withdrawal Z = 32 lbs/in
Number of nails per attachment n = 4
Embedment Length lem = 2.00 in
Load Duration CD = 1.6
Plywood Design CapacityZ' = Z * n * lem * CD = 410 lbs
Demand Capacity Ratio DCR = Z' / Pa = 0.87 < 1 OK
EISMIC WEIGHT COMPARISON / ANALYSIS - (PER CEBC 2019 Part 10 Chapter 5 Section 502.5)
PV System Weight
Module Model
Panel Weight
Number of Panels
Total PV System Weight
LG
W panel
N Pv
W PV = W panel * N• PV
= 40.92 lbs
= 26
= 1064 lbs
Existing Roof Weight
Roof Weight QD = 10.0 psf
Building Length Lbuild = 90 ft
Building Width Wbuild = 45 ft
Roof Area Abuild = 4050 ft2
Building Perimeter Pbuild = 270 ft
Wall Height lit = 8 ft
Wall weight 4.11 = 15 psf
Interior wall weight Qint = 10 psf
Roof Load Wfloor = Abuild * Q• D = 40500 lbs
Wall Load Nwall = ht /2 * Qwall * Pbuild + Abuild * Qint /: = 36450 lbs
Total Story Weight Wbuild = Wfloor+ W• wall = 76950 lbs
Percentage Weight Increase
WPV I Wbuild
= 1.38% < 10% OKAY