HomeMy WebLinkAbout500 W Tribella Ct - 20178112 - Plan500 W Tribella Ct -
2017811201/31/23
Project :
Project Number:
By :
Date :
``
UNIRAC
1411 Broadway Blvd, NE
Albuquerque, NM 87102
RE: Solar Array Installation at 500 W Tribella Ct, Santa Ana, CA 92703, USA
To Whom it May Concern,
CODE REFERENCES:
BUILDING CODE: 2019 CALIFORNIA BUILDING CODE
2018 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 : Flat Tile
CONNECTION TO ROOF STRUCTURE
MOUNTING CONNECTION :
Benjamin Nguyen
PE
03-01-2023
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.
03 January 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
(2) 1/4" SS LAG BOLTS/ 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 74"
II
95
B
0
*null
500 W Tribella Ct -
2017811201/31/23
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 10ft, 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 (2019
CBC, Section 1607.13.5). 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
2019 CEBC are met and the structure is permitted to remain unaltered.
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 3.4%. Because the increase in lateral
forces is less than 10%, this addition meets the requirements of the exception in Section 503.4 of the 2019 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.
03 Jan 2023
EXP : 30 Sep 2023
500 W Tribella Ct -
2017811201/31/23
Project :
Project Number:
By :
Date :
Address :
Site Plan:
Benjamin Nguyen
PE
03-01-2023
500 W Tribella Ct, Santa Ana, CA 92703, USA
500 W Tribella Ct -
2017811201/31/23
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 2019 CBC, Section 1607.13.5
(Ceiling load and MEP is assumed to be not supported by rafter)
3.06
1/2" Gypsum Ceiling
Benjamin Nguyen
PE
03-01-2023
DL =
Increase due to
Roof Slope
Plan Projected Material
Weight (psf)
12.26
1.12
3.06
0.51Insulation0.5 1.02
2.25
1.50
20.70
1/2" Plywood 1.1 1.02
Framing 3 1.02
Flat Tile 12 1.02
2.5 12
12
Material
Material Weight
(psf)
PV Array 3 1.02
2.2 1.02
MEP & Misc.1.5
20
0
500 W Tribella Ct -
2017811201/31/23
Project :
Project Number:
By :
Date :
Benjamin Nguyen
PE
03-01-2023
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
20.70 23.77
39.00 26.41
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 2019 California Existing Building Code the structure is allowed to remain
unaltered for gravity loading
39.00 26.41
68% < 105%
500 W Tribella Ct -
2017811201/31/23
Wood Beam
LIC# : KW-06014559, Build:20.22.3.31 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022
DESCRIPTION: 2x4 Rafters @ 24" o.c. (Wind Condition_Downward) (Strength Check)
Project File: 2x4 Joist @ 24 O.C_Copy.ec6
Project Title:
Engineer:
Project ID:
Printed: 17 SEP 2022, 7:02PM
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, 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
Load for Span Number 1
Uniform Load : D = 0.00810 ksf, Tributary Width = 2.0 ft, (Existing Roof Dead Load)
Point Load : D = 0.0370, W = 0.1970 k @ 1.60 ft, (Solar Panel Load)
Uniform Load : Lr = 0.020, W = 0.0160 ksf, Extent = 0.0 -->> 0.60 ft, Tributary Width = 2.0 ft, (Existing Wind & Roof Live Load)
Load for Span Number 2
Uniform Load : D = 0.00810 ksf, Tributary Width = 2.0 ft, (Existing Roof Dead Load)
Point Load : D = 0.0370, W = 0.1970 k @ 3.80 ft, (Solar Panel Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.766: 1
Load Combination +D+0.60W+H
Span # where maximum occurs Span # 2
Location of maximum on span 3.799 ft
55.55 psi=
=
2,484.00 psi
2x4 Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+0.60W+H
=
=
=
288.00 psi==
Section used for this span 2x4
Maximum Shear Stress Ratio 0.193 : 1
1.709 ft=
=
1,902.86 psi
Maximum Deflection
140 >=140
134
Ratio =94 >=93
Max Downward Transient Deflection 0.628 in 191 Ratio =>=140
Max Upward Transient Deflection -0.341 in Ratio =
Max Downward Total Deflection 0.889 in Ratio =>=93
Max Upward Total Deflection -0.501 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 2 : W Only
Span: 2 : Lr Only
Span: 2 : +D+0.60W+H
Span: 1 : +D+0.60W+H
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C L C C C C F/V m r t d
Shear ValuesMax Stress Ratios
M CV fb M fv F'b V F'vSegment Length
+D+H 0.00 0.00 0.000.00
1.00Length = 2.0 ft 1 0.132 0.184 0.90 1.500 1.15 1.00 1.00 0.05 184.95 1397.25 0.10 162.001.00 29.75
1.00Length = 10.0 ft 2 0.706 0.184 0.90 1.500 1.15 1.00 1.00 0.25 987.00 1397.25 0.10 162.001.00 29.75
1.00+D+L+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.119 0.165 1.00 1.500 1.15 1.00 1.00 0.05 184.95 1552.50 0.10 180.001.00 29.75
1.00Length = 10.0 ft 2 0.636 0.165 1.00 1.500 1.15 1.00 1.00 0.25 987.00 1552.50 0.10 180.001.00 29.75
1.00+D+Lr+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
500 W Tribella Ct -
2017811201/31/23
Wood Beam
LIC# : KW-06014559, Build:20.22.3.31 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022
DESCRIPTION: 2x4 Rafters @ 24" o.c. (Wind Condition_Downward) (Strength Check)
Project File: 2x4 Joist @ 24 O.C_Copy.ec6
Project Title:
Engineer:
Project ID:
Printed: 17 SEP 2022, 7:02PM
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C L C C CCF/V m r td
Shear ValuesMax Stress Ratios
M CV fb M fv F'b V F'vSegment Length
1.00Length = 2.0 ft 1 0.178 0.137 1.25 1.500 1.15 1.00 1.00 0.09 344.82 1940.63 0.11 225.001.00 30.92
1.00Length = 10.0 ft 2 0.464 0.137 1.25 1.500 1.15 1.00 1.00 0.23 899.86 1940.63 0.11 225.001.00 30.92
1.00+D+S+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.104 0.144 1.15 1.500 1.15 1.00 1.00 0.05 184.95 1785.38 0.10 207.001.00 29.75
1.00Length = 10.0 ft 2 0.553 0.144 1.15 1.500 1.15 1.00 1.00 0.25 987.00 1785.38 0.10 207.001.00 29.75
1.00+D+0.750Lr+0.750L+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.157 0.136 1.25 1.500 1.15 1.00 1.00 0.08 304.85 1940.63 0.11 225.001.00 30.63
1.00Length = 10.0 ft 2 0.475 0.136 1.25 1.500 1.15 1.00 1.00 0.24 921.26 1940.63 0.11 225.001.00 30.63
1.00+D+0.750L+0.750S+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.104 0.144 1.15 1.500 1.15 1.00 1.00 0.05 184.95 1785.38 0.10 207.001.00 29.75
1.00Length = 10.0 ft 2 0.553 0.144 1.15 1.500 1.15 1.00 1.00 0.25 987.00 1785.38 0.10 207.001.00 29.75
1.00+D+0.60W+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.180 0.193 1.60 1.500 1.15 1.00 1.00 0.11 446.94 2484.00 0.19 288.001.00 55.55
1.00Length = 10.0 ft 2 0.766 0.193 1.60 1.500 1.15 1.00 1.00 0.49 1,902.86 2484.00 0.18 288.001.00 55.55
1.00+D+0.750Lr+0.750L+0.450W+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.202 0.179 1.60 1.500 1.15 1.00 1.00 0.13 501.35 2484.00 0.18 288.001.00 51.42
1.00Length = 10.0 ft 2 0.643 0.179 1.60 1.500 1.15 1.00 1.00 0.41 1,596.41 2484.00 0.17 288.001.00 51.42
1.00+D+0.750L+0.750S+0.450W+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.154 0.163 1.60 1.500 1.15 1.00 1.00 0.10 381.45 2484.00 0.16 288.001.00 46.89
1.00Length = 10.0 ft 2 0.673 0.163 1.60 1.500 1.15 1.00 1.00 0.43 1,670.76 2484.00 0.16 288.001.00 46.89
1.00+0.60D+0.60W+0.60H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.150 0.167 1.60 1.500 1.15 1.00 1.00 0.10 372.97 2484.00 0.17 288.001.00 48.15
1.00Length = 10.0 ft 2 0.609 0.167 1.60 1.500 1.15 1.00 1.00 0.39 1,513.07 2484.00 0.14 288.001.00 48.15
1.00+D+0.70E+0.60H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.074 0.103 1.60 1.500 1.15 1.00 1.00 0.05 184.95 2484.00 0.10 288.001.00 29.75
1.00Length = 10.0 ft 2 0.397 0.103 1.60 1.500 1.15 1.00 1.00 0.25 987.00 2484.00 0.10 288.001.00 29.75
1.00+D+0.750L+0.750S+0.5250E+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.074 0.103 1.60 1.500 1.15 1.00 1.00 0.05 184.95 2484.00 0.10 288.001.00 29.75
1.00Length = 10.0 ft 2 0.397 0.103 1.60 1.500 1.15 1.00 1.00 0.25 987.00 2484.00 0.10 288.001.00 29.75
1.00+0.60D+0.70E+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.045 0.062 1.60 1.500 1.15 1.00 1.00 0.03 110.97 2484.00 0.06 288.001.00 17.85
1.00Length = 10.0 ft 2 0.238 0.062 1.60 1.500 1.15 1.00 1.00 0.15 592.20 2484.00 0.06 288.001.00 17.85
.
Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.60W+H10.0000 0.000 -0.5007 0.000
+D+0.60W+H 2 0.8892 4.916 0.0000 0.000
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.388 0.129
Overall MINimum 0.349 0.064
+D+H 0.178 0.090
+D+L+H 0.178 0.090
+D+Lr+H 0.206 0.086
+D+S+H 0.178 0.090
+D+0.750Lr+0.750L+H 0.199 0.087
+D+0.750L+0.750S+H 0.178 0.090
+D+0.60W+H 0.388 0.129
+D+0.750Lr+0.750L+0.450W+H 0.356 0.116
+D+0.750L+0.750S+0.450W+H 0.335 0.119
+0.60D+0.60W+0.60H 0.317 0.092
+D+0.70E+0.60H 0.178 0.090
+D+0.750L+0.750S+0.5250E+H 0.178 0.090
+0.60D+0.70E+H 0.107 0.054
D Only 0.178 0.090
Lr Only 0.028 -0.004
W Only 0.349 0.064
H Only
500 W Tribella Ct -
2017811201/31/23
Wood Beam
LIC# : KW-06014559, Build:20.22.3.31 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022
DESCRIPTION: 2x4 Rafters @ 24" o.c. (Wind Condition_Uplift) (Strength Check)
Project File: 2x4 Joist @ 24 O.C_Copy.ec6
Project Title:
Engineer:
Project ID:
Printed: 17 SEP 2022, 7:01PM
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, 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
Load for Span Number 1
Uniform Load : D = 0.00810 ksf, Tributary Width = 2.0 ft, (Existing Roof Dead Load)
Point Load : D = 0.0370, W = -0.5940 k @ 1.60 ft, (Solar Panel Load)
Uniform Load : Lr = 0.020, W = -0.0480 ksf, Extent = 0.0 -->> 0.60 ft, Tributary Width = 2.0 ft, (Existing Wind & Roof Live Load)
Load for Span Number 2
Uniform Load : D = 0.00810 ksf, Tributary Width = 2.0 ft, (Existing Roof Dead Load)
Point Load : D = 0.0370, W = -0.5940 k @ 3.80 ft, (Solar Panel Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.892: 1
Load Combination +0.60D+0.60W+0.60H
Span # where maximum occurs Span # 2
Location of maximum on span 3.799 ft
100.89 psi=
=
2,484.00 psi
2x4 Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +0.60D+0.60W+0.60H
=
=
=
288.00 psi==
Section used for this span 2x4
Maximum Shear Stress Ratio 0.350 : 1
1.609 ft=
=
2,215.37 psi
Maximum Deflection
63 >=46
108
Ratio =144 >=108
Max Downward Transient Deflection 1.030 in 46 Ratio =>=46
Max Upward Transient Deflection -1.895 in Ratio =
Max Downward Total Deflection 0.441 in Ratio =>=108
Max Upward Total Deflection -0.830 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : W Only
Span: 2 : W Only
Span: 2 : +D+H
Span: 2 : +0.60D+0.60W+0.60H
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C L C C C C F/V m r t d
Shear ValuesMax Stress Ratios
M CV fb M fv F'b V F'vSegment Length
+D+H 0.00 0.00 0.000.00
1.00Length = 2.0 ft 1 0.132 0.184 0.90 1.500 1.15 1.00 1.00 0.05 184.95 1397.25 0.10 162.001.00 29.75
1.00Length = 10.0 ft 2 0.706 0.184 0.90 1.500 1.15 1.00 1.00 0.25 987.00 1397.25 0.10 162.001.00 29.75
1.00+D+L+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.119 0.165 1.00 1.500 1.15 1.00 1.00 0.05 184.95 1552.50 0.10 180.001.00 29.75
1.00Length = 10.0 ft 2 0.636 0.165 1.00 1.500 1.15 1.00 1.00 0.25 987.00 1552.50 0.10 180.001.00 29.75
1.00+D+Lr+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
500 W Tribella Ct -
2017811201/31/23
Wood Beam
LIC# : KW-06014559, Build:20.22.3.31 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022
DESCRIPTION: 2x4 Rafters @ 24" o.c. (Wind Condition_Uplift) (Strength Check)
Project File: 2x4 Joist @ 24 O.C_Copy.ec6
Project Title:
Engineer:
Project ID:
Printed: 17 SEP 2022, 7:01PM
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C L C C CCF/V m r td
Shear ValuesMax Stress Ratios
M CV fb M fv F'b V F'vSegment Length
1.00Length = 2.0 ft 1 0.178 0.137 1.25 1.500 1.15 1.00 1.00 0.09 344.82 1940.63 0.11 225.001.00 30.92
1.00Length = 10.0 ft 2 0.464 0.137 1.25 1.500 1.15 1.00 1.00 0.23 899.86 1940.63 0.11 225.001.00 30.92
1.00+D+S+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.104 0.144 1.15 1.500 1.15 1.00 1.00 0.05 184.95 1785.38 0.10 207.001.00 29.75
1.00Length = 10.0 ft 2 0.553 0.144 1.15 1.500 1.15 1.00 1.00 0.25 987.00 1785.38 0.10 207.001.00 29.75
1.00+D+0.750Lr+0.750L+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.157 0.136 1.25 1.500 1.15 1.00 1.00 0.08 304.85 1940.63 0.11 225.001.00 30.63
1.00Length = 10.0 ft 2 0.475 0.136 1.25 1.500 1.15 1.00 1.00 0.24 921.26 1940.63 0.11 225.001.00 30.63
1.00+D+0.750L+0.750S+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.104 0.144 1.15 1.500 1.15 1.00 1.00 0.05 184.95 1785.38 0.10 207.001.00 29.75
1.00Length = 10.0 ft 2 0.553 0.144 1.15 1.500 1.15 1.00 1.00 0.25 987.00 1785.38 0.10 207.001.00 29.75
1.00+D+0.60W+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.243 0.325 1.60 1.500 1.15 1.00 1.00 0.15 603.87 2484.00 0.33 288.001.00 93.68
1.00Length = 10.0 ft 2 0.735 0.325 1.60 1.500 1.15 1.00 1.00 0.47 1,825.58 2484.00 0.19 288.001.00 93.68
1.00+D+0.750Lr+0.750L+0.450W+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.115 0.210 1.60 1.500 1.15 1.00 1.00 0.07 286.76 2484.00 0.21 288.001.00 60.62
1.00Length = 10.0 ft 2 0.483 0.210 1.60 1.500 1.15 1.00 1.00 0.31 1,199.92 2484.00 0.13 288.001.00 60.62
1.00+D+0.750L+0.750S+0.450W+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.164 0.228 1.60 1.500 1.15 1.00 1.00 0.10 406.66 2484.00 0.23 288.001.00 65.76
1.00Length = 10.0 ft 2 0.453 0.228 1.60 1.500 1.15 1.00 1.00 0.29 1,125.57 2484.00 0.13 288.001.00 65.76
1.00+0.60D+0.60W+0.60H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.273 0.350 1.60 1.500 1.15 1.00 1.00 0.17 677.85 2484.00 0.35 288.001.00 100.89
1.00Length = 10.0 ft 2 0.892 0.350 1.60 1.500 1.15 1.00 1.00 0.57 2,215.37 2484.00 0.21 288.001.00 100.89
1.00+D+0.70E+0.60H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.074 0.103 1.60 1.500 1.15 1.00 1.00 0.05 184.95 2484.00 0.10 288.001.00 29.75
1.00Length = 10.0 ft 2 0.397 0.103 1.60 1.500 1.15 1.00 1.00 0.25 987.00 2484.00 0.10 288.001.00 29.75
1.00+D+0.750L+0.750S+0.5250E+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.074 0.103 1.60 1.500 1.15 1.00 1.00 0.05 184.95 2484.00 0.10 288.001.00 29.75
1.00Length = 10.0 ft 2 0.397 0.103 1.60 1.500 1.15 1.00 1.00 0.25 987.00 2484.00 0.10 288.001.00 29.75
1.00+0.60D+0.70E+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 2.0 ft 1 0.045 0.062 1.60 1.500 1.15 1.00 1.00 0.03 110.97 2484.00 0.06 288.001.00 17.85
1.00Length = 10.0 ft 2 0.238 0.062 1.60 1.500 1.15 1.00 1.00 0.15 592.20 2484.00 0.06 288.001.00 17.85
.
Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl
Overall Maximum Deflections
W Only 1 1.0301 0.000 0.0000 0.000
W Only20.0000 0.000 -1.8949 4.749
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum -1.053 -0.192
Overall MINimum 0.028 -0.004
+D+H 0.178 0.090
+D+L+H 0.178 0.090
+D+Lr+H 0.206 0.086
+D+S+H 0.178 0.090
+D+0.750Lr+0.750L+H 0.199 0.087
+D+0.750L+0.750S+H 0.178 0.090
+D+0.60W+H -0.454 -0.025
+D+0.750Lr+0.750L+0.450W+H -0.275 0.001
+D+0.750L+0.750S+0.450W+H -0.296 0.004
+0.60D+0.60W+0.60H -0.525 -0.061
+D+0.70E+0.60H 0.178 0.090
+D+0.750L+0.750S+0.5250E+H 0.178 0.090
+0.60D+0.70E+H 0.107 0.054
D Only 0.178 0.090
Lr Only 0.028 -0.004
W Only -1.053 -0.192
H Only
500 W Tribella Ct -
2017811201/31/23
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
Gable Roof =
ϒe=
ϒa=(Refer ASCE 7-16, Figure 29.4-8)
Benjamin Nguyen
PE
03-01-2023
1200
zmin = 30
7
1
35.18
1
0.85
15.45
2.5
41.1
95
B
45
0.79
Enclosed
0.8
21.1
74
7° < θ ≤ 20°
1.5
12
12
500 W Tribella Ct -
2017811201/31/23
Project :
Project Number:
By :
Date :
Benjamin Nguyen
PE
03-01-2023
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
-2.6
(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
-48.20
-2
-37.076
-48.20
16.0
37
18.5
1/4
1.6
2.5
72
0.5
9.3
Uplift (lb)Zone
0.5
225
2
1.4
1286
Zone 1
Zone 2 0.42
Pressure ASD (0.6W)(psf)
-22.2
-28.9 18.5 535.0 1286
DCR
18.5 411.5 1286 0.32
Capacity (lb) Tributary Area (ft2)
500 W Tribella Ct -
2017811201/31/23
Project :
Project Number:
By :
Date :
Seismic Ground Motion Values
Benjamin Nguyen
PE
03-01-2023
500 W Tribella Ct -
2017811201/31/23
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
Benjamin Nguyen
PE
03-01-2023
12 Other mechanical or electrical components.
(Refer ASCE 7-16, Table 13.6 -1)
Height in structure at point of
attachement, z =
45 ft
1.00
1.50
1.07
1.00
F P = ((0.4 x ap x SDS x Wp)/ (Rp / Ip)) x
((1+2(z/h)) =2.61 psf
45
1
2.61
5.22
0.98
3.06
0.65
500 W Tribella Ct -
2017811201/31/23
Project :
Project Number:
By :
Date :
Benjamin Nguyen
PE
03-01-2023
Check for Increase in overall seismic loads
Array Area = ft2
Number of Arrays =
Total Array Area = ft2
Array Load = psf
Number of Existing Arrays =
Exisitng 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 2019
CEBC.
21.1
24
506.9
2133
3.00
1520.7
0
0.00
20.70
44161
3.4%
500 W Tribella Ct -
2017811201/31/23
Rev: 7/15/2021
RESIDENTIAL
PHOTOVOLTAIC
CHECKLIST
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
500 W Tribella Ct, Santa Ana, CA 92703
Solare Power LLC
1079237
Mayra Ruiz
(530)780-5141 11/21/2022
ops@solarepwr.com
500 W Tribella Ct -
2017811201/31/23
COVER SHEET
PHOTOVOLTAIC ROOF MOUNT SYSTEM
500 W TRIBELLA CT, SANTA ANA, CA 92703 USA
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-0
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
BE
N
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50
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SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
SYSTEM SUMMARY:DESIGN CRITERIA:GOVERNING CODES:
PROJECT SITE
2 VICINITY MAP
SCALE: NTSPV-0
1 AERIAL PHOTO
SCALE: NTS PV-0
ARRAY LOCATIONS
GENERAL NOTES
· THE CONTRACTOR/INSTALLER OF THE SOLAR PV SYSTEM
OVER EXISTING ROOF SHALL CONFORM TO OSHA
REQUIREMENTS DURING THE CONSTRUCTION PHASE. JOB
SAFETY AND CONSTRUCTION PROCEDURES ARE THE SOLE
RESPONSIBILITY OF THE CONTRACTOR/INSTALLER.
· REFER TO ELECTRICAL DRAWING PV-5 FOR PANEL DETAILED
INFORMATION.
· IN CASE OF CONFLICT BETWEEN STRUCTURAL DRAWINGS
AND ELECTRICAL DRAWINGS, THE MOST RIGID
REQUIREMENTS SHALL GOVERN.
· THE CONTRACTOR/INSTALLER SHALL VERIFY ALL EXISTING
BUILDING INFORMATION SHOWN (DIMENSIONS, ROOF TOP
PROJECTIONS, ETC.) AND NOTIFY THE ENGINEER OF ANY
DISCREPANCIES PRIOR TO INSTALLATIONS OF PV SYSTEM.
· THE CONTRACTOR/INSTALLER SHALL VERIFY AND
COORDINATE EXISTING OPENINGS, ROOF TOP UNITS, VENT
PIPES, ETC. SHOWN ON DRAWINGS. IF THERE IS A
DISCREPANCY BETWEEN DRAWINGS, IT IS THE
CONTRACTORS/INSTALLER'S RESPONSIBILITY TO NOTIFY
ENGINEER PRIOR TO PERFORMING THE WORK.
· ALL CONSTRUCTION IS TO BE PERFORMED IN STRICT
CONFORMANCE WITH ALL APPLICABLE TOWN, COUNTY &
STATE REGULATIONS AND/OR ANY OTHER GOVERNING
BODIES.
· DO NOT SCALE THESE DRAWINGS, USE DIMENSIONS.
CONTRACTOR MUST CONDUCT ROOF SURVEY TO VERIFY
DIMENSIONS SHOWN ON PLAN PRIOR TO INSTALLATION. IF
THERE IS A DISCREPANCY IT IS CONTRACTOR/INSTALLER'S
RESPONSIBILITY TO NOTIFY THE ENGINEER IMMEDIATELY.
· LOCATED IN AREAS NOT REQUIRING PLACEMENT OF GROUND
LADDERS OVER OPENINGS SUCH AS DOORS OR WINDOWS.
· LOCATED AT STRONG POINTS OF BUILDING CONSTRUCTION
IN LOCATIONS WHERE ACCESS POINT DOES NOT CONFLICT
WITH OVERHEAD OBSTRUCTIONS SUCH AS TREE LIMBS,
WIRES, OR SIGNS.
· DISCONNECT MEANS MUST HAVE DEDICATED CLEAR
UNOBSTRUCTED WORKING SPACE NOT LESS THAN 3' DEEP
BY 2.5' WIDE TO NOT LESS THAN 6.5' ABOVE WALKABLE
SURFACES IN FRONT OF DISTRIBUTION PANEL.
· ALL SOLAR MODULES, EQUIPMENT, AND METALLIC
COMPONENTS TO BE BONDED.
·PV ARRAY NOT TO EXCEED HIGHEST POINT OF THE ROOF.
·RAPID SHUTDOWN IS ACTIVED AT THE INVERTER BY THE AC
DISCONNECT.
(N) 24 - HANWAH Q CELLS Q.PEAK DUO BLK ML-G10+ (400W) MODULES
(N) 24 - ENPHASE ENERGY IQ8PLUS-72-2-US MICRO-INVERTERS
(N) JUNCTION BOX
(E) 225A MAIN SERVICE PANEL WITH (E) 200A MAIN BREAKER
(N) ENPHASE IQ COMBINER BOX 4
(N) 01-ENPHASE IQ BATTERY 10
(N) 200A ENPHASE IQ SYSTEM CONTROLLER 2
(N) 100A BACKUP LOAD PANEL ,MLO
2019 CALIFORNIA ELECTRICAL CODE (CEC)
2019 CALIFORNIA BUILDING CODE (CBC)
2019 CALIFORNIA RESIDENTIAL CODE (CRC)
2019 CALIFORNIA GREEN CODE (CGC)
2019 CALIFORNIA MECHANICAL CODE (CMC)
2019 CALIFORNIA PLUMBING CODE (CPC)
2019 CA FIRE CODE TITLE 24 SUPPLEMENT
ANY OTHER LOCAL AMENDMENTS
24 MODULES-ROOF MOUNTED - 9.60 kWDC, 8.77 CEC kW AC
ROOF TYPE: - FLAT-TILE
ROOF FRAME: - 2"X4" RAFTERS @24" O.C.
STORY: - THREE STORY
SNOW LOAD : - 0 PSF
WIND SPEED :- 95 MPH
WIND EXPOSURE:- B
RISK CATEGORY:- II
COORDINATE:- 33.756060, -117.921723
PV-0 COVER SHEET
PV-1 SITE PLAN WITH ROOF PLAN
PV-2 ROOF PLAN WITH MODULES
PV-3 ATTACHMENT DETAILS
PV-4 BRANCH LAYOUT
PV-5 ELECTRICAL LINE DIAGRAM
PV-6 ELECTRICAL CALCULATION
PV-7 PLACARDS & WARNING LABELS
PV-8 ADDITIONAL NOTES
PV-8.1 LOAD CALCULATION&PANEL
SCHEDULE
PV-9+ EQUIPMENT SPEC SHEETS
SHEET INDEX
03 Jan 2023
EXP : 30 Sep 2023
STRUCTURAL ONLY
Bldg permit #101112994
Elect permit #20178112
Issued on 1/31/23
***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.***
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-8.1
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
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SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
LOAD
CALCULATION&PANEL
SCHEDULE
500 W Tribella Ct -
2017811201/31/23
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SHEET NUMBER
DATE DESCRIPTION
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PV-9
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
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SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
OPTIMIZER
CHART
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-10
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
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SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
SPEC SHEETS
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-11
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
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SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
SPEC SHEETS
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-12
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
BE
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SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
SPEC SHEETS
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-13
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
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SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
SPEC SHEETS
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-14
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
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SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
SPEC SHEETS
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-15
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
BE
N
J
A
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N
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E
N
50
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A
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N
A
SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
SPEC SHEETS
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-16
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
BE
N
J
A
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I
N
N
G
U
Y
E
N
50
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A
A
N
A
SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
SPEC SHEETS
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-17
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
BE
N
J
A
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I
N
N
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E
N
50
0
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A
A
N
A
SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
SPEC SHEETS
500 W Tribella Ct -
2017811201/31/23
CBMSPUM
JB
ECS BLP BAT
~60.87'
~3
5
.
1
8
'
~60.87'
~3
5
.
1
8
'
3'
-
2
"
6'-9"
4'-9"
4'
-
5
"
SITE PLAN WITH ROOF PLAN
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-1
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
BE
N
J
A
M
I
N
N
G
U
Y
E
N
50
0
W
T
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E
L
L
A
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,
SA
N
T
A
A
N
A
,
C
A
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2
7
0
3
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A
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N
#
1
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8
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O
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N
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A
A
N
A
SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
SITE PLAN WITH
ROOF PLAN
1 SCALE: 3/16" = 1'-0"
NOTE:
A. ALL ELECTRICAL EQUIPMENT, INVERTERS,
DISCONNECTS, MAIN SERVICE PANELS, ETC. SHALL
NOT BE INSTALLED WITHIN 3’ OF THE GAS METERS’
SUPPLY OR DEMAND PIPING.
ROOF ACCESS POINT SHALL BE LOCATED IN AREAS THAT DO NOT REQUIRE
THE PLACEMENT OF GROUND LADDERS OVER OPENINGS SUCH AS WINDOWS
OR DOORS, AND LOCATED AT STRONG POINTS OF BUILDING CONSTRUCTION IN
LOCATIONS WHERE THE ACCESS POINT DOES NOT CONFLICT WITH OVERHEAD
OBSTRUCTIONS SUCH AS TREE LIMBS, WIRES OR SIGNS.
PROPERTY LINE
PR
O
P
E
R
T
Y
L
I
N
E
PROPERTY LINE
PR
O
P
E
R
T
Y
L
I
N
E
THREE-
STORY
HOUSE
ROOF ACCESS POINT
(E) GATE
ROOF #1
(11) HANWAH Q CELLS Q.PEAK DUO
BLK ML-G10+ (400W) MODULES
ROOF #2
(06) HANWAH Q CELLS Q.PEAK DUO
BLK ML-G10+ (400W) MODULES
ROOF #3
(03) HANWAH Q CELLS Q.PEAK DUO
BLK ML-G10+ (400W) MODULES
ROOF #4
(04) HANWAH Q CELLS Q.PEAK DUO
BLK ML-G10+ (400W) MODULES
(E) 225A MAIN SERVICE PANEL
WITH (E) 200A MAIN BREAKER
(E) UTILITY METER
(N) ENPHASE IQ COMBINER BOX 4
(N) 3/4" OR GREATER EMT CONDUIT
RUN (7/8 INCHES ABOVE ROOF)
(N) JUNCTION BOX
W TRIBELLA CT
W
T
R
I
B
E
L
L
A
C
T
(N) 200A ENPHASE IQ SYSTEM
CONTROLLER 2
(N) 125A BACKUP LOAD PANEL
(N) ENPHASE ENCHARGE 10 BATTERY
LEGEND
UTILITY METER
JUNCTION BOX
UM
JB
MSP MAIN SERVICE PANEL
CONDUIT
VENT, ATTIC FAN
(ROOFOBSTRUCTION)
ENPHASE IQ COMBINER 4CB
BACKUP LOAD PANELBPL
BATTERYBAT
RAFTERS
ROOF ATTACHMENT
IQ2 ENPHASE IQ CONTROLLER 2
03 Jan 2023
EXP : 30 Sep 2023
STRUCTURAL ONLY
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-18
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
BE
N
J
A
M
I
N
N
G
U
Y
E
N
50
0
W
T
R
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L
L
A
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,
SA
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T
A
A
N
A
,
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A
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1
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O
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A
N
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A
A
N
A
SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
SPEC SHEETS
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-19
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
BE
N
J
A
M
I
N
N
G
U
Y
E
N
50
0
W
T
R
I
B
E
L
L
A
C
T
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
U
S
A
AP
N
#
1
9
8
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I
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:
S
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AH
J
:
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Y
O
F
S
A
N
T
A
A
N
A
SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
SPEC SHEETS
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-20
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
BE
N
J
A
M
I
N
N
G
U
Y
E
N
50
0
W
T
R
I
B
E
L
L
A
C
T
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
U
S
A
AP
N
#
1
9
8
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I
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:
S
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AH
J
:
C
I
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Y
O
F
S
A
N
T
A
A
N
A
SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
SPEC SHEETS
500 W Tribella Ct -
2017811201/31/23
CB MSPUM
JB
ECS BLP BAT
3'
-2
"
23
'
-3
"
6"
3'-0"6'-1" 3'-3"
3'-0" 15'-3" 6'-3"
3'-8" 12'-7"
7"
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-2
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
BE
N
J
A
M
I
N
N
G
U
Y
E
N
50
0
W
T
R
I
B
E
L
L
A
C
T
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
U
S
A
AP
N
#
1
9
8
3
5
2
0
1
UT
I
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I
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Y
:
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AH
J
:
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I
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Y
O
F
S
A
N
T
A
A
N
A
SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
ROOF PLAN WITH
MODULES
ROOF PLAN WITH MODULES
SCALE: 3/16" = 1'-0"1
74.0"
41
.
1
"
PHOTOVOLTAIC MODULES
HANWAH Q CELLS Q.PEAK DUO BLK
ML-G10+ (400W)
MODULE TYPE, DIMENSIONS & WEIGHT
NUMBER OF MODULES = 24 MODULES
MODULE TYPE = HANWAH Q CELLS Q.PEAK DUO BLK ML-G10+ (400W)
MODULES
MODULE WEIGHT = 48.5 LBS / 22.0 KG.
MODULE DIMENSIONS = 74.0"X 41.1" = 21.12 SF
UNIT WEIGHT OF ARRAY = 2.30 PSF
R324.6.2 - PROVING ARRAYS TAKE
LESS THAN 33% OF TOTAL ROOF
AREA.WHEN THE ARRAYS TAKE LESS
THAN 33% WE CAN JUSTIFY AN 18"
SETBACK ON BOTH SIDES OF THE
RIDGE. WHEN IT TAKES MORE THAN
33% OF THE ROOF AREA WE MUST
USE A 3' SETBACKS AT THE RIDGE.
TOTAL ROOF AREA:
2133.0 sqft
AREA OF ARRAYS:
74.0"X 41.1" ( PANEL DIMENSIONS)
74.0"X 41.1" = 21.12 sqft (PER PANEL)
21.12 sqft
panel X 24 panels = 506.90 sqft
(TOTAL PANEL AREA)
PERCENTAGE OF TOTAL ROOF AREA:
(506.90 sqft / 2133.0 sqft)(100)= 23.76%
THE PANELS USE 23.76% OF
THE TOTAL ROOF AREA
· PLUMBING VENTS, SKYLIGHTS AND MECHANICAL VENTS SHALL
NOT BE COVERED, MOVED, RE-ROUTED OR RE-LOCATED.
NOTE: ACTUAL ROOF CONDITIONS AND RAFTERS (OR SEAM)
LOCATIONS MAY VARY. INSTALL PER MANUFACTURER(S)
INSTALLATION GUIDELINES AND ENGINEERED SPANS FOR
ATTACHMENTS
BILL OF MATERIALS
EQUIPMENT QTY DESCRIPTION
RAIL 16 UNIRAC SM STANADRD RAIL 168"
DARK
SPLICE 04 BND SPLICE BAR PRO SERIES DRK
MID CLAMP 24 UNIVERSAL AF SERIES MID CLAMP
END CLAMP 48 UNIVERSAL AF SERIES END CLAMP
ATTACHMENT 70 UNIRAC SOLARHOOKS AT1
GROUNDING LUG 12 GROUND LUG
ROOF #1
(11) HANWAH Q CELLS Q.PEAK DUO
BLK ML-G10+ (400W) MODULES
ROOF #2
(06) HANWAH Q CELLS Q.PEAK DUO
BLK ML-G10+ (400W) MODULES
ROOF #4
(04) HANWAH Q CELLS Q.PEAK DUO
BLK ML-G10+ (400W) MODULES
ARRAY AREA & ROOF AREA CALC'S
ROOF # OF
MODULES
ARRAY
AREA
(Sq. Ft.)
ROOF
AREA
(Sq. Ft.)
ROOF
AREA
COVERED BY
ARRAY (%)
#1 11 232.33 355.67 65.32
#2 06 126.73 316.22 40.07
#3 03 63.36 202.62 31.27
#4 04 84.48 210.65 40.11
ROOF DESCRIPTION
ROOF TYPE FLAT-TILE ROOF
ROOF ROOF
TILT AZIMUTH RAFTERS
SIZE
RAFTERS
SPACING
#1 12°90°2"x4" 24" O.C.
#2 12°90°2"x4" 24" O.C.
#3 12°180°2"x4" 24" O.C.
#4 12°360°2"x4" 24" O.C.
REAR YARD
W TRIBELLA CT
FRONT YARD
(E) FLAT-TILE ROOF (TYP.)
(N) UNIRAC SM STANADRD
RAIL (TYP.)
(E) 2"X4" RAFTERS @
24" O.C. (TYP.)
18
"
F
I
R
E
P
A
T
H
W
A
Y
18
"
F
I
R
E
PA
T
H
W
A
Y
18" FIRE PATHWAY
18" FIRE PATHWAY
36" FIRE PATHWAY
36
"
FI
R
E
PA
T
H
W
A
Y
ROOF #1
TILT - 12°
AZIMUTH - 90°
ROOF #2
TILT - 12°
AZIMUTH - 90°
ROOF #3
TILT - 12°
AZIMUTH - 180°
ROOF #4
TILT - 12°
AZIMUTH - 360°
36"
FI
R
E
P
A
T
H
W
A
Y
36"
FI
R
E
P
A
T
H
W
A
Y
ROOF #3
(03) HANWAH Q CELLS
Q.PEAK DUO BLK ML-G10+
(400W) MODULES
(E) 225A MAIN SERVICE PANEL
WITH (E) 200A MAIN BREAKER
(E) UTILITY METER
(N) ENPHASE IQ COMBINER BOX 4
(N) 3/4" OR GREATER EMT CONDUIT
RUN (7/8 INCHES ABOVE ROOF)
(N) JUNCTION BOX
(N) 200A ENPHASE IQ SYSTEM
CONTROLLER 2
(N) 125A BACKUP LOAD PANEL
(N) ENPHASE ENCHARGE 10 BATTERY
(N) (70) UNIRAC SOLARHOOKS AT1
ATTACHMENTS SPACED AT 72" O.C.
LEGEND
UTILITY METER
JUNCTION BOX
UM
JB
MSP MAIN SERVICE PANEL
CONDUIT
VENT, ATTIC FAN
(ROOFOBSTRUCTION)
ENPHASE IQ COMBINER 4CB
BACKUP LOAD PANELBPL
BATTERYBAT
RAFTERS
ROOF ATTACHMENT
IQ2 ENPHASE IQ CONTROLLER 2
03 Jan 2023
EXP : 30 Sep 2023
STRUCTURAL ONLY
NOTE:CONTRACTOR TO VERIFY
EXISTING FRAMING AND
STRUCTURAL LETTER NOTIFY
EOR INCASE OF DISCRIPENCIES
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-3
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
BE
N
J
A
M
I
N
N
G
U
Y
E
N
50
0
W
T
R
I
B
E
L
L
A
C
T
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
U
S
A
AP
N
#
1
9
8
3
5
2
0
1
UT
I
L
I
T
Y
:
S
C
E
AH
J
:
C
I
T
Y
O
F
S
A
N
T
A
A
N
A
SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
ATTACHMENT
DETAIL
ATTACHMENT DETAIL
SCALE: NTS1
ATTACHMENT DETAIL (ENLARGED VIEW)
SCALE: NTS2
NOTE: ACTUAL ROOF CONDITIONS AND RAFTERS (OR SEAM)
LOCATIONS MAY VARY. INSTALL PER MANUFACTURER(S)
INSTALLATION GUIDELINES AND ENGINEERED SPANS FOR
ATTACHMENTS
(N) PANELS(N) UNIRAC SM STANDARD RAIL
ROOF / DECK MEMBRANE
UNIRAC SOLAR HOOK AT1
2.5" MIN.
EMBEDMENT
(2) 1/4” STAINLESS STEEL LAG
BOLT AND SS EPDM WASHER; 2.5”
MINIMUM EMBEDMENT REQUIRED
ENLARGE VIEW
(N) PV MODULES
(E) 2"X4"
RAFTE
R
S
@24" O.C
~8
"
~8
"
(E) FLAT-TILE ROOF
BUILDING STRUCTURE
(E) FLAT-TILE ROOF
1.
2
6
"
1.26
"
03 Jan 2023
EXP : 30 Sep 2023
STRUCTURAL ONLY
NOTE TO INSTALLER: VERIFY THE ROOF FRAMING INFO
BEFORE INSTALLATION AND NOTIFY EOR IF THERE IS
ANY INCONSISTENCY BETWEEN SITE VERIFICATION
AND THE FOLLOWING: 2X4 RAFTERS @24" O.C. WITH
MAX UNSUPPORTED SPAN EQUAL OR LESS THAN 10 FT.
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-4
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
BE
N
J
A
M
I
N
N
G
U
Y
E
N
50
0
W
T
R
I
B
E
L
L
A
C
T
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
U
S
A
AP
N
#
1
9
8
3
5
2
0
1
UT
I
L
I
T
Y
:
S
C
E
AH
J
:
C
I
T
Y
O
F
S
A
N
T
A
A
N
A
SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
BRANCH LAYOUT
BRANCH LAYOUT
SCALE: 1/4"=1'1
(24) HANWAH Q CELLS Q.PEAK DUO BLK ML-G10+ (400W) MODULES
(24) ENPHASE ENERGY IQ8PLUS-72-2-US MICRO-INVERTERS
(02) BRANCHS OF 12 MODULES CONNECTED IN PARALLEL PER BRANCH
18" RIDGE &
36" FIRE PATHWAY
74.0"
41
.
1
"
PHOTOVOLTAIC SOLAR MODULES
HANWAH Q CELLS Q.PEAK DUO
BLK ML-G10+ (400W)
ROOF #1
(11) HANWAH Q CELLS Q.PEAK DUO
BLK ML-G10+ (400W) MODULES
ROOF #2
(06) HANWAH Q CELLS Q.PEAK DUO
BLK ML-G10+ (400W) MODULES
ROOF #3
(03) HANWAH Q CELLS Q.PEAK DUO
BLK ML-G10+ (400W) MODULES
ROOF #4
(04) HANWAH Q CELLS Q.PEAK DUO
BLK ML-G10+ (400W) MODULES
REAR YARD
W TRIBELLA CT
FRONT YARD
18
"
F
I
R
E
P
A
T
H
W
A
Y
18
"
FI
RE
PA
T
H
W
A
Y
18" FIRE PATHWAY
18" FIRE PATHWAY
36" FIRE PATHWAY
36
"
FI
RE
P
A
T
H
W
A
Y
36" FIRE PATHWAY
(24) ENPHASE ENERGY IQ8PLUS-72-2-US
MICRO-INVERTERS
BRANCH #1
BRANCH #2
36" FIRE PATHWAY
36"
FIR
E
P
A
T
H
W
A
Y
36"
F
I
R
E
PAT
H
W
A
Y
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-5
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
BE
N
J
A
M
I
N
N
G
U
Y
E
N
50
0
W
T
R
I
B
E
L
L
A
C
T
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
U
S
A
AP
N
#
1
9
8
3
5
2
0
1
UT
I
L
I
T
Y
:
S
C
E
AH
J
:
C
I
T
Y
O
F
S
A
N
T
A
A
N
A
SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
ELECTRICAL LINE
DIAGRAM
CHANGE AS PER YOUR REQUIREMENT
SYSTEM SIZE:- 24 x 400W = 9.60 kWDC
SYSTEM SIZE:- (24 x 371.50 x 0.97)/1000 = 8.77 CEC kW AC
(24) HANWAH Q CELLS Q.PEAK DUO BLK ML-G10+ (400W) MODULES
(24) ENPHASE ENERGY IQ8PLUS-72-2-US MICRO-INVERTERS
(02) BRANCHES OF 12 MODULES CONNECTED IN PARALLEL PER BRANCH
BILL OF MATERIALS
EQUIPMENT QTY DESCRIPTION
SOLAR PV MODULE 24 HANWAH Q CELLS Q.PEAK DUO BLK ML-G10+ (400W) MODULES
INVERTER 24 ENPHASE ENERGY IQ8PLUS-72-2-US MICRO-INVERTERS
JUNCTION BOX 1 600V, 55A MAX, 4 INPUTS, MOUNTED ON ROOF FOR WIRE & CONDUIT TRANSITION
COMBINER BOX 1 ENPHASE IQ COMBINER BOX 4
BATTERY 1 ENCHARGE 10 STORAGE SYSTEM
BACKUP LOAD PANEL 1 100A BACKUP LOAD PANEL
SHUTDOWN SWITCH 1 ENPHASE SYSTEM SHUTDOWN SWITCH
SYSTEM
CONTROLLER 1 ENPHASE IQ SYSTEM CONTROLLER 2
ELECTRICAL LINE DIAGRAM
SCALE: NTS1
UTILITY PROVIDER:
MAIN SERVICE VOLTAGE:
MAIN PANEL BRAND:
MAIN SERVICE PANEL:
MAIN CIRCUIT BREAKER RATING:
MAIN SERVICE LOCATION:
SERVICE FEED SOURCE:
SCE
240V
N/A
(E) 225 A
(E) 200 A
SOUTH
UNDERGROUND
SERVICE INFO.
12 MICRO-INVERTERS IN BRANCH CIRCUIT #1
G
(4) #10 AWG THWN-2
(1) #10 AWG THWN-2 GND
IN 3/4" EMT CONDUIT RUN
OR
(3) #10 NM-B Q-CABLES WHERE
RUN INDOOR
(N) JUNCTION
BOX
G
IQ GATEWAY
12 MICRO-INVERTERS IN BRANCH CIRCUIT #2
20A
20A
(2) Q-CABLE
(1) PV #6 BARE CU GND
(N) ENPHASE IQ
COMBINER BOX 4
(3) #8 AWG THWN
(1) #8 AWG THWN GND
IN 3/4" EMT CONDUIT RUN
CONSUMPTION CT
40A
20A
G
CTRL
20A
CELL
MODEM
MOBILE
CONNECT
WIRELESS
COMM.
(N) ENPHASE IQ
BATTERY 10
3.84kVA, 10KWH
CTRL
(N) 200A ENPHASE
IQ SYSTEM
CONTROLLER 2
(N) 40A PV BREAKER
(N) 20A ESS BREAKER WITH ESS
HOLD DOWN KIT BRHDK125 PER
NEC 710.15
(N) ESS INPUT
TERMINALS
(N) PV INPUT TERMINALS
(N) 100A BACKUP LOAD
PANEL, MLO
(2) #10 AWG THWN
(1) #10 AWG THWN GND
IN 3/4" EMT CONDUIT RUN
(3) #2 AWG THWN
(1) #8 AWG THWN GND
IN 1-1/4" EMT CONDUIT RUN
(3) #2 AWG THWN
(1) #8 AWG THWN GND
IN 1-1/4" EMT CONDUIT RUN
POWER LINE
COMMUNICATION
ENPHASE RAPID SHUT DOWN
P/N: EP200G-NA-02-RSD
IMO P/N: SI16-PEL64R-2-ENP
TERMINATOR CAP ON LAST CABLE
CONNECTOR AC TRUNK CABLE (TYP)
MICRO-INVERTER
(N) ESS HOLD DOWN
KIT EATON BR220B
EXISTING
GROUNDING SYSTEM
200A
100A
L
BI-DIRECTIONAL
UTILITY METER
1-PHASE, 3-W,
120V/240V, 60Hz
(E) 225A MAIN
SERVICE
PANEL WITH
(E) 200A MAIN
BREAKER
(BOTTOM FED)
(N) 100A FEEDER
BREAKER
100A
100A
(N) 100A MAIN
BREAKER
(N) 100A
FEEDER
BREAKER
NOTES: FOR BACKUP PANEL
1) SINGLE LARGEST BREAKER IN BACKED UP LOAD PANEL CANNOT
EXCEED THE (ESS) STORAGE OUTPUT CAPACITY (6.632A) PER
NEC 710.15.
2) LRA OF LARGEST LOAD IN BACKED UP LOAD PANEL CANNOT
EXCEED THE (ESS) STORAGE OUTPUT CAPACITY (8.2A) PER
NEC 710.15, INSTALL SOFT START DEVICE TO MEET
COMPLIANCE.
3) BASELINE LOADOF BACKED UP LOAD PANEL CANNOT EXCEED
THE (ESS) STORAGE OUTPUT CAPACITY (5.3A) PER NEC 710.15.
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-6
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
BE
N
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E
N
50
0
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S
C
E
AH
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:
C
I
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Y
O
F
S
A
N
T
A
A
N
A
SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
ELECTRICAL
CALCULATION
SOLAR MODULE SPECIFICATIONS
MANUFACTURER / MODEL #hanwah q cells Q.PEAK DUO BLK
ML-G10+ (400W) MODULES
VMP 37.13
IMP 10.77
VOC 45.30
ISC 11.14
MODULE DIMENSION 74.0"L x 41.1"W x 1.26"D (In Inch)
INVERTER SPECIFICATIONS
MANUFACTURER / MODEL #ENPHASE ENERGY IQ8PLUS-72-2-US
NOMINAL OUTPUT VOLTAGE 240 VAC
NOMINAL OUTPUT CURRENT 1.21A
AMBIENT TEMPERATURE SPECS
WEATHER STATION: TUSTIN MCAF
RECORD LOW TEMP 2°
AMBIENT TEMP (HIGH TEMP 2%)31°
CONDUIT HEIGHT (ABOVE ROOF)7/8"
ROOF TOP TEMP 31°
CONDUCTOR TEMPERATURE RATE (ON ROOF)90°
CONDUCTOR TEMPERATURE RATE (OFF ROOF)75°
MODULE TEMPERATURE COEFFICIENT OF Voc -0.27%/°C
PERCENT OF VALUES NUMBER OF CURRENT
CARRYING CONDUCTORS IN EMT
.80 4-6
.70 7-9
.50 10-20
ELECTRICAL CALCULATION
SCALE: NTS1
ELECTRICAL NOTES
1.) ALL EQUIPMENT TO BE LISTED BY UL OR OTHER NRTL, AND LABELED FOR ITS APPLICATION.
2.) ALL CONDUCTORS SHALL BE COPPER, RATED FOR 600 V AND 90 AND 75 DEGREE C WET ENVIRONMENT.
3.) WIRING, CONDUIT, AND RACEWAYS MOUNTED ON ROOFTOPS SHALL BE ROUTED DIRECTLY TO, AND LOCATED AS CLOSE AS POSSIBLE TO THE NEAREST RIDGE, HIP, OR VALLEY.
4.) WORKING CLEARANCES AROUND ALL NEW AND EXISTING ELECTRICAL EQUIPMENT SHALL COMPLY WITH CEC 110.26.
5.) DRAWINGS INDICATE THE GENERAL ARRANGEMENT OF SYSTEMS. CONTRACTOR SHALL FURNISH ALL NECESSARY OUTLETS, SUPPORTS, FITTINGS AND ACCESSORIES TO FULFILL
APPLICABLE CODES AND STANDARDS.
6.) WHERE SIZES OF JUNCTION BOXES, RACEWAYS, AND CONDUITS ARE NOT SPECIFIED, THE CONTRACTOR SHALL SIZE THEM ACCORDINGLY.
7.) ALL WIRE TERMINATIONS SHALL BE APPROPRIATELY LABELED AND READILY VISIBLE.
8.) MODULE GROUNDING CLIPS TO BE INSTALLED BETWEEN MODULE FRAME AND MODULE SUPPORT RAIL, PER THE GROUNDING CLIP MANUFACTURER'S INSTRUCTION.
9.) MODULE SUPPORT RAIL TO BE BONDED TO CONTINUOUS COPPER G.E.C. VIA WEEB LUG OR ILSCO GBL-4DBT LAY-IN LUG.
10.) THE POLARITY OF THE GROUNDED CONDUCTORS IS NEGATIVE
AC CONDUCTOR AMPACITY CALCULATIONS:
FROM JUNCTION BOX TO COMBINER BOX:
AMBIENT TEMPERATURE ADJUSTMENT FOR EXPOSED CONDUIT
PER CEC 310.15(B)(3)(c): (7/8"RULE)
EXPECTED WIRE TEMP (°C): 31°
TEMP CORRECTION PER TABLE 310.15(B)(2)(a): 0.96
# OF CURRENT CARRYING CONDUCTORS: 4
CONDUIT FILL CORRECTION PER CEC 310.15(B)(3)(a): 0.8
CIRCUIT CONDUCTOR SIZE: 10 AWG
CIRCUIT CONDUCTOR AMPACITY: 40A
REQUIRED CIRCUIT CONDUCTOR AMPACITY PER CEC 690.8(A&B):
1.25 X # MICRO-INVERTERS (MAX. BRANCH LENGTH) X MAX OUTPUT
CURRENT
1.25 X 10 X 1.21A = 15.13A
DERATED AMPACITY OF CIRCUIT CONDUCTOR PER CEC TABLE
310.15(B)(2)(a)
TEMP CORR. PER CEC TABLE 310.15(B)(2)(a) X
CONDUIT FILL CORR. PER CEC 310.15(B)(3)(a) X
CIRCUIT CONDUCTOR AMPACITY =
0.96 X 0.8 X 40 = 30.72A
AC CONDUCTOR AMPACITY CALCULATIONS:
FROM COMBINER BOX TO IQ CONTROLLER 2:
# OF INVERTERS: 24
EXPECTED WIRE TEMP (°C): 31°
TEMP CORRECTION PER TABLE 310.15(B)(2)(a): 0.94
# OF CURRENT CARRYING CONDUCTORS: 3
CONDUIT FILL PER CEC 310.15(B)(3)(a): 1.0
CIRCUIT CONDUCTOR SIZE: 8 AWG
CIRCUIT CONDUCTOR AMPACITY: 50 A
REQUIRED CIRCUIT CONDUCTOR AMPACITY PER CEC 690.8(B):
1.25 X # MICRO-INVERTERS X MAX OUTPUT CURRENT =
1.25 X 24 X 1.21 = 36.30A
DERATED AMPACITY OF CIRCUIT CONDUCTORS PER CEC TABLE 310.16:
TEMP CORR. PER CEC TABLE 310.15(B)(2)(a) X
CONDUIT FILL CORR. PER CEC 310.15(B)(3)(a) X
CIRCUIT CONDUCTOR AMPACITY =
0.94 X 1 X 50 = 47A
RESULT SHOULD BE GREATER THAN (15.13A) OTHERWISE LESS THE
ENTRY FOR CIRCUIT CONDUCTOR SIZE AND AMPACITY
RESULT SHOULD BE GREATER THAN (36.30A) OTHERWISE LESS THE
ENTRY FOR CIRCUIT CONDUCTOR SIZE AND AMPACITY
AC CONDUCTOR AMPACITY CALCULATIONS:
FROM IQ CONTROLLER 2 TO INTERCONNECTION:
# OF INVERTERS: 24
EXPECTED WIRE TEMP (°C): 31°
TEMP CORRECTION PER TABLE 310.15(B)(2)(a): 0.94
# OF CURRENT CARRYING CONDUCTORS: 3
CONDUIT FILL PER CEC 310.15(B)(3)(a): 1.0
CIRCUIT CONDUCTOR SIZE: 2 AWG
CIRCUIT CONDUCTOR AMPACITY: 115 A
REQUIRED CIRCUIT CONDUCTOR AMPACITY PER CEC 690.8(B): 100A
DERATED AMPACITY OF CIRCUIT CONDUCTORS PER CEC TABLE 310.16:
TEMP CORR. PER CEC TABLE 310.15(B)(2)(a) X
CONDUIT FILL CORR. PER CEC 310.15(B)(3)(a) X
CIRCUIT CONDUCTOR AMPACITY =
0.94 X 1.0 X 115= 108.1A
RESULT SHOULD BE GREATER THAN (100A) OTHERWISE LESS THE
ENTRY FOR CIRCUIT CONDUCTOR SIZE AND AMPACITY
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-7
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
BE
N
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N
50
0
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A
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1
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5
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:
S
C
E
AH
J
:
C
I
T
Y
O
F
S
A
N
T
A
A
N
A
SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
WARNING LABELS &
PLACARD
CAUTION !
POWER TO THIS BUILDING IS ALSO SUPPLIED FROM THE
FOLLOWING SOURCES WITH DISCONNECTS LOCATED AS SHOWN
AT: MAIN SERVICE PANEL & UTILITY METER,
AC DISCONNECT & COMBINER BOX
500 W TRIBELLA CT
(E) 225A MAIN SERVICE PANEL
WITH (E) 200A MAIN BREAKER
(E) UTILITY METER
(N) ENPHASE IQ COMBINER BOX 4
(N) PV MODULES
WARNING
DUAL POWER SOURCES
SECOND SOURCE IS
PHOTOVOLTAIC SYSTEM
WARNING
POWER SOURCE OUTPUT
CONNECTION - DO NOT RELOCATE
THIS OVERCURRENT DEVICE.
REQ'D BY & 705.12 (B)(3)
APPLY TO:
MAIN SERVICE PANEL
LOAD CENTER
COMBINER BOX
INVERTER
AT EACH AC DISCONNECTS MEANS
[CEC 690.13(B) AND 690.54]
AT POINT OF INTERCONNECTION
OVERCURRENT DEVICE
REQ'D BY CEC 705.12 (B)(2)(3)(B)
PHOTOVOLTAIC SYSTEM AC DISCONNECT
RATED AC OPERATING CURRENT 29.04 AMPS
AC NOMINAL OPERATING VOLTAGE 240 VOLTS
LABEL LOCATION:
CONDUIT, RACEWAYS, AND J-BOXES
(LABELED EVERY 10')
(PER CODE: CEC690.31(G)(3)
WARNING: PHOTOVOLTAIC
POWER SOURCE
RAPID SHUTDOWN SWITCH
FOR SOLAR PV SYSTEM
LABEL LOCATION:
RAPID SHUTDOWN
(PER CODE: CEC 690.56(C)(3)
CAUTION
PHOTOVALTAIC SYSTEM
CIRCUIT IS BACKFED
LABEL LOCATION:
AT MAIN SERVICE PANE, PULL BOXES
[CEC 705.12(B)(3)]
AT RAPID SHUTDOWN SYSTEM
[CEC 690.56(C)(1)(A)]
LABEL LOCATION
SOLAR PV SYSTEM EQUIPPED
WITH RAPID SHUTDOWN
SOLAR ELECTRIC
PV PANELS
TURN RAPID SHUTDOWN
SWITCH TO THE "OFF"
POSITION TO SHUT DOWN
PV SYSTEM AND REDUCE
SHOCK HAZARD IN THE
ARRAY.
(N) 100A BACKUP LOAD PANEL
(N) 200A ENPHASE IQ SYSTEM CONTROLLER 2
(N) ENHPHASE IQ BATTERY 10
500 W Tribella Ct -
2017811201/31/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-8
PROJECT NAME
UR09/15/2022 INITIAL RELEASE
BE
N
J
A
M
I
N
N
G
U
Y
E
N
50
0
W
T
R
I
B
E
L
L
A
C
T
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
U
S
A
AP
N
#
1
9
8
3
5
2
0
1
UT
I
L
I
T
Y
:
S
C
E
AH
J
:
C
I
T
Y
O
F
S
A
N
T
A
A
N
A
SHEET SIZE
ANSI B
11" X 17"
SOLARE POWER LCC
4518 WEBB RD
ANDERSON CA 96007
CSLB# : 1079237
Phone : (559)-936-2123
Email: ops@solarepwr.com
ADDITIONAL NOTES
1. EACH MODULE TO BE GROUNDED USING THE SUPPLIED CONNECTION POINT PER
MANUFACTURER'S REQUIREMENTS. ALL SOLAR MODULES, EQUIPMENT, AND
METALLIC COMPONENTS ARE TO BE BONDED. IT IS THE CONTRACTOR'S
RESPONSIBILITY TO INSTALL A SUPPLEMENTAL GROUNDING ELECTRODE.
2. ALL PLAQUES AND SIGNAGE REQUIRED BY THE LATEST EDITION OF NATIONAL
ELECTRICAL CODE. LABEL SHALL BE METALLIC OR PLASTIC, ENGRAVED OR
MACHINE PRINTED IN A CONTRASTING COLOR TO THE PLAQUE. PLAQUE SHALL
BE UV RESISTANT IF EXPOSED TO SUNLIGHT.
3. AC/DC SOLAR FED CONDUCTORS SHALL BE RUN IN EMT AND SHALL BE LABELED,
PER CEC690.31(G)(3).
4. EXPOSED NON-CURRENT CARRYING METAL PARTS OF ELECTRICAL EQUIPMENT
SHALL BE GROUNDED IN ACCORDANCE WITH 250.134 OR 250.136(A).
5. CONFIRM LINE SIDE VOLTAGE AT ELECTRIC UTILITY SERVICE PRIOR TO
CONNECTING INVERTER. VERIFY SERVICE VOLTAGE IS WITHIN INVERTER
VOLTAGE OPERATIONAL RANGE.
6. OUTDOOR EQUIPMENT SHALL BE NEMA-3R RATED OR BETTER.
7. ELECTRICAL CONTRACTOR TO PROVIDE CONDUIT EXPANSION JOINTS AND
ANCHOR CONDUIT RUNS AS REQUIRED PER CEC.
8. ALL WIRING MUST BE PROPERLY SUPPORTED BY DEVICES OR MECHANICAL
MEANS DESIGNED AND LISTED FOR SUCH USE, AND FOR ROOF-MOUNTED
SYSTEMS, PV WIRING MUST BE SECURED AND PROPERLY MANAGED, NOT IN
CONTACT WITH ROOF SURFACE. CEC 110.2 - 110.4 / 300.4. WIRE IN CONDUIT NEEDS
TO BE MOUNTED > 3.5 IN ABOVE ROOF SURFACE TO MAINTAIN TEMPERATURE
DERATE VALUES.
500 W Tribella Ct -
2017811201/31/23