HomeMy WebLinkAbout2525 N Santiago St - PlanProject :
Project Number:
By :
Date :
UNIRAC
1411 Broadway Blvd, NE
Albuquerque, NM 87102
RE: Solar Array Installation at 2525 Santiago St, Santa Ana, CA, 92706 USA
To Whom it May Concern,
CODE REFERENCES:
BUILDING CODE: 2022 CALIFORNIA BUILDING CODE
2021 INTERNATIONAL BUILDING CODE
ASCE 7-16
SCOPE OF WORK:
DESIGN PARAMETERS
RISK CATEGORY :
DESIGN WIND SPEED : mph
WIND EXPOSURE :
GROUND SNOW LOAD : psf
SEISMIC DESIGN CATEGORY :
EXISTING ROOF STRUCTURE
ROOF : 2x4 Rafters @ 24" O.C.
ROOF MATERIAL : Asphalt Shingles
CONNECTION TO ROOF STRUCTURE
MOUNTING CONNECTION :
Ronnell F Eliot
PE
30-05-2023
Roof structural framing plan has been reviewed for additional loading due to installation of the roof mounted
solar PV addition. The structural review that follows, including plans and calculations, only apply to the section of
the roof that is directly supporting the solar PV system and its supporting elements.
Tuesday, May 30, 2023
Per your request, we have reviewed the existing structure at the above referenced site. The purpose of our review
was to determine the adequacy of the existing structure to support the proposed installation of solar panels on the
roof per layout plan.
(1) 5/16" SS LAG BOLT w/ MIN. 2.5" EMBEDMENT INTO (E) 2x FRAMING MEMBER
@ MAX. 72" O.C. ALONG RAILS
(2) RAILS PER ROW OF PANELS, EVENLY SPACED. PANEL LENGTH
PERPENDICULAR TO RAIL NOT TO EXCEED 69.06"
II
95
B
0
*null
Page 1
2525 N Santiago St -
201811081/3/2024
OBSERVED CONDITIONS:
CONCLUSIONS:
LIMITATIONS:
Praneet R Erusu, P.E.
Principal Engineer
Erusu Consultants US Inc.
The observed roof framing is described below. If field conditions differ, the contractor shall notify the engineer
prior to starting construction. The roof framing is supported by 2x4 Rafters @ 24" O.C are spanning between
load bearing walls. The maximum allowed clear span of rafter is 7.5ft, to be verified in field by the contractor.
Based upon our review, we conclude that the existing structure is adequate to support the proposed solar panel
installation. In the area of the solar array, other live loads will not be present or will be greatly reduced (2022
CBC, Section 1607.14.4). The gravity loads and the stresses of the structural elements, in the area of the solar
array are either decreased or increased by no more than 5%. Therefore, the requirements of Section 503.3 of the
2022 CEBC are met and the structure is permitted to remain unaltered.
The solar array will be flush-mounted (no more than 6" above the roof surface) and parallel to the roof surface.
Thus, we conclude that any additional wind loading on the structure related to the addition of the proposed solar
array is negligible. The attached calculations verify the capacity of the connections of the solar array to the
existing roof against wind (uplift), the governing load case. Regarding seismic loads, we conclude that any
additional forces will be small. Conservatively neglecting the weight of existing wall materials, the installation of
the solar panels represents an increase in the total weight (and resulting seismic load) of 6.0%. Because the
increase in lateral forces is less than 10%, this addition meets the requirements of the exception in Section 503.4
of the 2022 CEBC. Thus the existing lateral force resisting system is permitted to remain unaltered.
Installation of the solar panels must be performed in accordance with manufacturer recommendations. All work
performed must be in accordance with accepted industry-wide methods and applicable safety standards. Existing
Roof and structural members are assumed to be in good and serviceable condition. The contractor must notify
Erusu Consultants US Inc. should any damage, deterioration or discrepancies between the as-built condition of
the structure and the condition described in this letter be found. The use of solar panel support span tables
provided by others are allowed only where the building type, site conditions, site-specific design parameters, and
solar panel configuration match the description of the span tables. The design of the solar panel racking (mounts,
rails, etc.) and electrical engineering is the responsibility of others. Waterproofing around the roof penetrations is
the responsibility of others. Erusu Consultants US Inc. assumes no responsibility for improper installation of the
solar array.
30 May 2023
EXP : 30 Sep 2023
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2525 N Santiago St -
201811081/3/2024
Project :
Project Number:
By :
Date :
Address :
Site Plan:
Ronnell F Eliot
PE
30-05-2023
2525 Santiago St, Santa Ana, CA, 92706 USA
Page 3
2525 N Santiago St -
201811081/3/2024
Project :
Project Number:
By :
Date :
Roof Dead Load
Roof Slope = :
Angle =
Roof Live Load
Roof Live Load = psf (Refer ASCE 7-16, Table 4.3-1)
Roof Live Load with PV Array = psf 2022 CBC, Section 1607.14.4
(Ceiling load and MEP is assumed to be not supported by rafter)
3.47
1/2" Gypsum Ceiling
Ronnell F Eliot
PE
30-05-2023
DL =
Increase due to
Roof Slope
Plan Projected Material
Weight (psf)
4.63
1.27
3.47
0.58Insulation 0.5 1.16
2.55
1.50
14.00
1/2" Plywood 1.1 1.16
Framing 3 1.16
Asphalt Shingles 4 1.16
7 12
30
Material
Material Weight
(psf)
PV Array 3 1.16
2.2 1.16
MEP & Misc. 1.5
20
0
Page 4
2525 N Santiago St -
201811081/3/2024
Project :
Project Number:
By :
Date :
Ronnell F Eliot
PE
30-05-2023
Summary of Gravity Loads
Dead Load, D = psf
Roof Live Load, Lr = psf
Gravity Load Comparison
(D + Lr)/Cd = psf
(Cd = 0.9 for D, 1.15 for S, 1.25 for Lr)
Max Loading = psf
Proposed to Current Loading Ratio =
Existing With PV Array
14.00 17.48
31.56 19.42
20.00 0.00
Existing With PV Array
O.K.
Gravity Loading with PV Array is not stressing the current framing system by more that 5% of the original
configuration. Per Section 503.3 of 2022 California Existing Building Code the structure is allowed to remain
unaltered for gravity loading
31.56 19.42
62%< 105%
Page 5
2525 N Santiago St -
201811081/3/2024
Project :
Project Number:
By :
Date :
Wind Load Calculation
Wind Loads - ASCE 7-16 Chapter 26 & 29
Width of the Building, B = ft (Approximate)
V = mph
Exposure =
Average height of building, z = ft - avg (Approximate)
ft (Refer ASCE 7-16, Table 26.10-1)
α =Zg =ft (Refer ASCE 7-16, Table 26.11-1)
Kh & Kz =2.01(z/Zg)^(2/α) =
Kzt =(Refer ASCE 7-16, Equation 26.8-1)
Kd =(Refer ASCE 7-16, Table 26.6.1)
Ke =(Refer ASCE 7-16, Table 26.9-1)
qh ='.00256 KzKztKdKeV² =psf (Refer ASCE 7-16, Section 26.10-1)
Building Classification =
Solar Panel
Components and Cladding p C&C = qh(GCp)(ϒe)(ϒa)ASCE 7-16 Chapter 29.4.4
Module Length =in
Module Width =in
Area of Module =ft2
Roof Pitch =:
Slope =degrees
Hip Roof =
ϒe=
ϒa= (Refer ASCE 7-16, Figure 29.4-8)
Ronnell F Eliot
PE
30-05-2023
1200
zmin = 30
7
1
28
1
0.85
13.76
7.0
43.15
95
B
30
0.70
Enclosed
0.8
20.7
69.06
27° < θ ≤ 45°
1.5
12
30
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2525 N Santiago St -
201811081/3/2024
Project :
Project Number:
By :
Date :
Ronnell F Eliot
PE
30-05-2023
Zone 1 Uplift
External Wind pressure coefficient GCp =
External Wind pressure, qGCp = psf
Zone 2 Uplift
External Wind pressure coefficient GCp =
External Wind pressure, qGCp = psf
All Zone Downward
External Wind pressure coefficient GCp =
External Wind pressure, qGCp = psf
Maximum Uplift Wind Pressure, p = psf
Minimum Downward Wind Pressure ,p =psf
Lag Screw / Bolt Connection Check (ASD)
Tributary Width =in (Max Spacing of fasteners along Rails)
Tributary Length =in (Half Panel Length)
Tributary Area =ft2
Lag Screw/Bolt Size =
Cd = (Refer NDS Table 2.3.2)
Embedment = in
Grade of Wood = #2 ( or better)
G =
Capacity = lb/in (Refer NDS Table 12.2A)
Number of Screws in Tension =
Prying Coefficient =
Capacity of Fasteners = lb
Demand
-2
(Measured from top of the framing member to tapered tip of lag screw,
embedment in sheathing and tapered tip of screw is not included )
DF
-33.02
-1.3
-21.463
-33.02
16.0
34.53
17.3
5/16
1.6
2.5
72
0.6
9.9
Uplift (lb)Zone
0.5
266
1
1.4
760
Zone 1
Zone 2 0.45
Pressure ASD (0.6W)(psf)
-12.9
-19.8 17.3 342.1 760
DCR
17.3 222.3 760 0.29
Capacity (lb)Tributary Area (ft2)
Page 7
2525 N Santiago St -
201811081/3/2024
Wood Beam
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:2x4 Rafter @ 24" o.c. (Wind Condition_Downward) (Strength Check)
Project File: 2x4 Joist @24 O.C.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir - Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.00810 ksf, Tributary Width = 2.0 ft, (Existing Roof Dead Load)
Point Load : D = 0.0520, W = 0.2760 k @ 4.0 ft, (Solar Panel Load)
Point Load : D = 0.0520, W = 0.2760 k @ 7.350 ft, (Solar Panel Load)
Uniform Load : Lr = 0.020, W = 0.0160 ksf, Extent = 0.0 -->> 3.0 ft, Tributary Width = 2.0 ft, (Existing Wind & Roof Live Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.910: 1
Load Combination +D+0.60W
Span # where maximum occurs Span # 1
Location of maximum on span 3.996 ft
67.56 psi=
=
2,484.00 psi
2x4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+0.750Lr+0.450W
=
=
=
288.00 psi==
Section used for this span 2x4
Maximum Shear Stress Ratio 0.235 : 1
0.000 ft=
=
2,260.84 psi
Maximum Deflection
0 <147
150
Ratio =0 <120
Max Downward Transient Deflection 0.610 in 147Ratio =>=147
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.599 in Ratio =>=120
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : W Only
n/a
Span: 1 : +D+0.60W
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 7.50 ft 1 0.602 0.146 0.90 1.500 1.151.00 1.00 0.21 840.7 1,397.3 0.08 162.01.00 23.71.00
1.00+D+Lr 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.603 0.212 1.25 1.500 1.151.00 1.00 0.30 1,171.0 1,940.6 0.17 225.01.00 47.61.00
1.00+D+0.750Lr 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.561 0.185 1.25 1.500 1.151.00 1.00 0.28 1,087.8 1,940.6 0.15 225.01.00 41.51.00
1.00+D+0.60W 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.910 0.201 1.60 1.500 1.151.00 1.00 0.58 2,260.8 2,484.0 0.20 288.01.00 58.01.00
Page 8
2525 N Santiago St -
201811081/3/2024
Wood Beam
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:2x4 Rafter @ 24" o.c. (Wind Condition_Downward) (Strength Check)
Project File: 2x4 Joist @24 O.C.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+0.750Lr+0.450W 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.867 0.235 1.60 1.500 1.151.00 1.00 0.55 2,152.9 2,484.0 0.24 288.01.00 67.61.00
1.00+D+0.450W 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.767 0.171 1.60 1.500 1.151.00 1.00 0.49 1,905.8 2,484.0 0.17 288.01.00 49.31.00
1.00+0.60D+0.60W 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.775 0.169 1.60 1.500 1.151.00 1.00 0.49 1,924.6 2,484.0 0.17 288.01.00 48.71.00
1.00+0.60D 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.203 0.049 1.60 1.500 1.151.00 1.00 0.13 504.4 2,484.0 0.05 288.01.00 14.21.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
W Only 1 0.6096 3.805 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.253 0.437
Max Upward from Load Combinations 0.253 0.402
Max Upward from Load Cases 0.211 0.437
D Only 0.086 0.139
+D+Lr 0.182 0.163
+D+0.750Lr 0.158 0.157
+D+0.60W 0.213 0.402
+D+0.750Lr+0.450W 0.253 0.354
+D+0.450W 0.181 0.336
+0.60D+0.60W 0.178 0.346
+0.60D 0.052 0.084
Lr Only 0.096 0.024
W Only 0.211 0.437
Page 9
2525 N Santiago St -
201811081/3/2024
Wood Beam
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:2x4 Rafter @ 24" o.c. (Wind Condition_Uplift) (Strength Check)
Project File: 2x4 Joist @24 O.C.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir - Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.00810 ksf, Tributary Width = 2.0 ft, (Existing Roof Dead Load)
Point Load : D = 0.0520, W = -0.570 k @ 4.0 ft, (Solar Panel Load)
Point Load : D = 0.0520, W = -0.570 k @ 7.350 ft, (Solar Panel Load)
Uniform Load : Lr = 0.020, W = -0.0330 ksf, Extent = 0.0 -->> 3.0 ft, Tributary Width = 2.0 ft, (Existing Wind & Roof Live Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.977: 1
Load Combination +0.60D+0.60W
Span # where maximum occurs Span # 1
Location of maximum on span 3.996 ft
47.62 psi=
=
2,484.00 psi
2x4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x4
Maximum Shear Stress Ratio 0.212 : 1
0.000 ft=
=
2,428.09 psi
Maximum Deflection
71 >=71
258
Ratio =146 >=120
Max Downward Transient Deflection 0.116 in 773Ratio =>=71
Max Upward Transient Deflection -1.259 in Ratio =
Max Downward Total Deflection 0.348 in Ratio =>=120
Max Upward Total Deflection -0.616 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
Span: 1 : W Only
Span: 1 : +D+Lr
Span: 1 : +0.60D+0.60W
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 7.50 ft 1 0.602 0.146 0.90 1.500 1.151.00 1.00 0.21 840.7 1,397.3 0.08 162.01.00 23.71.00
1.00+D+Lr 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.603 0.212 1.25 1.500 1.151.00 1.00 0.30 1,171.0 1,940.6 0.17 225.01.00 47.61.00
1.00+D+0.750Lr 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.561 0.185 1.25 1.500 1.151.00 1.00 0.28 1,087.8 1,940.6 0.15 225.01.00 41.51.00
1.00+D+0.60W 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.842 0.168 1.60 1.500 1.151.00 1.00 0.53 2,091.8 2,484.0 0.17 288.01.00 48.31.00
Page 10
2525 N Santiago St -
201811081/3/2024
Wood Beam
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:2x4 Rafter @ 24" o.c. (Wind Condition_Uplift) (Strength Check)
Project File: 2x4 Joist @24 O.C.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+0.750Lr+0.450W 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.447 0.103 1.60 1.500 1.151.00 1.00 0.28 1,111.6 2,484.0 0.10 288.01.00 29.61.00
1.00+D+0.450W 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.547 0.117 1.60 1.500 1.151.00 1.00 0.35 1,358.7 2,484.0 0.12 288.01.00 33.81.00
1.00+0.60D+0.60W 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.977 0.200 1.60 1.500 1.151.00 1.00 0.62 2,428.1 2,484.0 0.20 288.01.00 57.61.00
1.00+0.60D 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.203 0.049 1.60 1.500 1.151.00 1.00 0.13 504.4 2,484.0 0.05 288.01.00 14.21.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
W Only10.0000 0.000 -1.2587 3.805
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.182 0.163
Max Upward from Load Combinations 0.182 0.163
Max Upward from Load Cases 0.096 0.139
Max Downward from all Load Conditio -0.436 -0.902
Max Downward from Load Combinations -0.210 -0.458
Max Downward from Load Cases (Resis -0.436 -0.902
D Only 0.086 0.139
+D+Lr 0.182 0.163
+D+0.750Lr 0.158 0.157
+D+0.60W -0.175 -0.402
+D+0.750Lr+0.450W -0.038 -0.249
+D+0.450W -0.110 -0.267
+0.60D+0.60W -0.210 -0.458
+0.60D 0.052 0.084
Lr Only 0.096 0.024
W Only -0.436 -0.902
Page 11
2525 N Santiago St -
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Project :
Project Number:
By :
Date :
Seismic Ground Motion Values
Ronnell F Eliot
PE
30-05-2023
Page 12
2525 N Santiago St -
201811081/3/2024
Project :
Project Number:
By :
Date :
Seismic Design Force
Seismic Loads - ASCE 7-16 Chapter 13
Seismic Force
Component Amplification Factor, ap= (Refer ASCE 7-16, Table 13.6 -1)
Overstrength Factor, Ωo = (Refer ASCE 7-16, Table 13.6 -1)
Component Importance Factor, Ip=
SDS =
Average roof height of structure,h =ft
z/h =z/h should not exceed 1
Frame Weight Wp = psf
Seismic Design Force on Solar framing structure
Max Fp =1.6 x SDS x Ip X Wp =psf
Min Fp =0.3 x SDS x Ip X Wp =psf
Seismic Design Load Fp =psf
Vertical Seismic Design Load Fp =psf
Seismic Coefficients for Mechanical
and Electrical components =
Component Response Modification
Factor, Rp=
1.50
Ronnell F Eliot
PE
30-05-2023
12 Other mechanical or electrical components.
(Refer ASCE 7-16, Table 13.6 -1)
Height in structure at point of attachment,
z =
30 ft
1.00
1.50
1.06
1.00
FP = ((0.4 x ap x SDS x Wp)/ (Rp / Ip)) x
((1+2(z/h)) =2.95 psf
30
1
2.95
5.90
1.11
3.47
0.74
Page 13
2525 N Santiago St -
201811081/3/2024
Project :
Project Number:
By :
Date :
Ronnell F Eliot
PE
30-05-2023
Check for Increase in overall seismic loads
Array Area =ft2
Number of Arrays =
Total Array Area =ft2
Array Load = psf
Number of Existing Arrays =
Existing Area =ft2
Total Array Wt. = lb
Total Roof Area =ft2
DL of Roof = psf
Total Wt. of Roof = lb
Increase in Seismic Wt. = < 10%
Conservatively the Wt. of the Walls tributary to the roof is not included. Seismic weight increase is less than
10% and no seismic retrofit or evaluation of existing lateral system is required per Section 503.4 of 2022
CEBC.
20.7
22
455.27
1617.9
3.00
1365.8
0
0.00
14.00
22656
6.0%
Page 14
2525 N Santiago St -
201811081/3/2024
Rev: 7/15/2021
RESIDENTIAL
PHOTOVOLTAIC
SOL-01 CBC 2019
Solar Photovoltaic (PV) Checklist for Detached SINGLE FAMILY RESIDENCES Only
Instructions: The licensed contractor of record shall complete all sections, answer the ten questions and
sign the certification section below. A copy of this form shall be attached to each of TWO sets of plans, of
minimum 11” x 17” size. If answering NO to any of the questions, plan check shall be required.
Project Address:
Contractor Company Name:
Contractor License Number:
YES NO Are the following applicable to the proposed project?
1. Will the PV system layout provide the required three-foot wide clear access pathways
per Section 605.11 of the California Fire Code, and is this shown on the roof plan?
2. Will the PV system be installed on a roof having only one roofing layer with no
overlays?
3. Will the PV array be flush mounted to the existing roof so that the plane of the
modules (panels) are parallel to the plane of the roof?
4. Will the PV system weigh maximum 4 pounds per square feet or less?
5. Will the PV system be installed where the modules do not overhang any roof edges
(such as eaves, gabled ends, ridges and hips)?
6. Will the PV system be installed with a space of 2” minimum to 10” maximum between
the underside of modules and the surface of the roof?
7. Will the PV system be installed without using any ballast system or counter-weight
system?
8. Will the anchors be installed with a maximum horizontal anchor spacing of 6 feet
and is this maximum horizontal spacing shown on the plans?
9. Will the minimum 5/16” lag screws be installed with a minimum of 2-1/2 inch
embedment into roof rafters (with pre-drilled holes) and is this minimum embedment
shown on the plans?
10. Are ALL the structural pages of the plans stamped and signed by a California
licensed professional engineer? (including project specific site plan, PV layout,
anchorage spacing, anchorage details and manufacturer’s PV support information.)
I certify under penalty of perjury under the laws of the State of California that the above is true:
Print Name: Signature:
Phone Number: Date:
Email Address:
Planning & Building Agency
Building Safety Division
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714) 647-5800
www.santa-ana.org
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Bldg# 101116868
Elec# 20181108 MSmith
Issued 01/02/24
The scope of the plans is for
the installation of the solar
photovoltaic system only and
the approval is subject to
compliance with all applicable
city and state codes and
regulations regarding
construction. The approval of
the plans does not constitute
any certification of the
accuracy, completeness, or
building permit status of the
existing buildings and
structures as shown.
2525 N Santiago St -
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