HomeMy WebLinkAbout1215 N English St - PlanThe 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.
REVISION TO
Elec# 20179349
Issued 04/18/23
Elec# 20180483
Issued 08/03/23
1215 N English St
08/07/23
1215 N English St
08/07/23
1215 N English St
08/07/23
1215 N English St
08/07/23
1215 N English St
08/07/23
1215 N English St
08/07/23
1215 N English St
08/07/23
HO Auth Letter Unsigned-Gerardo Diaz2
Final Audit Report 2023-04-05
Created:2023-04-05
By:Empower Solar (mandy@mpwrsolar.com)
Status:Signed
Transaction ID:CBJCHBCAABAA8-m0bk6iPM-Vfd3JP17wfhe8xzfmLmDp
"HO Auth Letter Unsigned-Gerardo Diaz2" History
Document created by Empower Solar (mandy@mpwrsolar.com)
2023-04-05 - 6:57:20 PM GMT- IP address: 108.64.108.13
Document emailed to jerrydiaz42@gmail.com for signature
2023-04-05 - 6:57:58 PM GMT
Email viewed by jerrydiaz42@gmail.com
2023-04-05 - 6:58:14 PM GMT- IP address: 66.249.84.71
Signer jerrydiaz42@gmail.com entered name at signing as Gerardo Diaz
2023-04-05 - 6:59:20 PM GMT- IP address: 65.255.202.130
Document e-signed by Gerardo Diaz (jerrydiaz42@gmail.com)
Signature Date: 2023-04-05 - 6:59:22 PM GMT - Time Source: server- IP address: 65.255.202.130
Agreement completed.
2023-04-05 - 6:59:22 PM GMT
Names and email addresses are entered into the Acrobat Sign service by Acrobat Sign users and are unverified unless otherwise noted.
1215 N English St
04/18/23
Project :
Project Number:
By :
Date :
UNIRAC
1411 Broadway Blvd, NE
Albuquerque, NM 87102
RE: Solar Array Installation at 1215 English St, Santa Ana, CA 92703, 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 : S Tile
CONNECTION TO ROOF STRUCTURE
MOUNTING CONNECTION : (2) 5/16" LAG BOLTS w/ MIN. 2.5" EMBEDMENT INTO (E) 2x FRAMING MEMBER
@ MAX. 48" o.c. ALONG RAILS
(2) RAILS PER ROW OF PANELS, EVENLY SPACED. PANEL LENGTH
PERPENDICULAR TO RAIL NOT TO EXCEED 67.79"
II
95
B
0
*null
Gerardo Diaz
PE
31-03-2023
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.
Friday, March 31, 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.
1215 N English St
04/18/23
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 8.5ft, 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 2.2%. 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.
31 Mar 2023
EXP : 30 Sep 2023
1215 N English St
04/18/23
Project :
Project Number:
By :
Date :
Address :
Site Plan:
Gerardo Diaz
PE
31-03-2023
1215 English St, Santa Ana, CA 92703, USA
1215 N English St
04/18/23
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 2022 CBC, Section 1607.14.4
(Ceiling load and MEP is assumed to be not supported by rafter)
20
0
PV Array 3 1.01
2.2 1.01
MEP & Misc.1.5
S Tile 12 1.01
1.8 12
9
Material
Material Weight
(psf)
2.22
1.50
20.51
1/2" Plywood 1.1 1.01
Framing 3 1.01
3.03
1/2" Gypsum Ceiling
Gerardo Diaz
PE
31-03-2023
DL =
Increase due to
Roof Slope
Plan Projected Material
Weight (psf)
12.13
1.11
3.03
0.51Insulation0.5 1.01
1215 N English St
04/18/23
Project :
Project Number:
By :
Date :
Gerardo Diaz
PE
31-03-2023
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 =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
38.79 26.16
67% < 105%
38.79 26.16
20.00 0.00
Existing With PV Array
Existing With PV Array
20.51 23.54
1215 N English St
04/18/23
Wood Beam
LIC# : KW-06014559, Build:20.23.2.14 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.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
Load for Span Number 1
Uniform Load : D = 0.00810 ksf, Tributary Width = 2.0 ft, (Existing Roof Dead Load)
Uniform Load : Lr = 0.020, W = 0.0160 ksf, Extent = 0.0 -->> 1.50 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 = 0.0340, W = 0.1810 k @ 0.50 ft, (Solar Panel Load)
Point Load : D = 0.0340, W = 0.1810 k @ 3.90 ft, (Solar Panel Load)
Point Load : D = 0.0340, W = 0.1810 k @ 5.90 ft, (Solar Panel Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.974: 1
Load Combination +D+0.60W
Span # where maximum occurs Span # 2
Location of maximum on span 3.941 ft
93.51 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
=
=
=
288.00 psi==
Section used for this span 2x4
Maximum Shear Stress Ratio 0.325 : 1
2.000 ft=
=
2,418.70 psi
Maximum Deflection
80 >=80
114
Ratio =78 >=75
Max Downward Transient Deflection 0.872 in 116 Ratio =>=80
Max Upward Transient Deflection -0.593 in Ratio =
Max Downward Total Deflection 0.891 in Ratio =>=75
Max Upward Total Deflection -0.606 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : W Only
Span: 2 : Lr Only
Span: 2 : +D+0.60W
Span: 1 : +D+0.60W
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i CLx CCCM C F r t
Shear ValuesMax Stress Ratios
M CD V fb M fv F'b V F'v Segment Length Cfu
D Only 0.0 0.00 0.00.0
1.00 Length = 2.0 ft 1 0.091 0.227 0.90 1.500 1.15 1.00 1.00 0.03 127.0 1,397.3 0.13 162.01.00 36.8 1.00
1.00 Length = 8.50 ft 2 0.700 0.227 0.90 1.500 1.15 1.00 1.00 0.25 977.5 1,397.3 0.13 162.01.00 36.8 1.00
1.00 +D+Lr 1.500 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1215 N English St
04/18/23
Wood Beam
LIC# : KW-06014559, Build:20.23.2.14 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.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCM C F r t
Shear ValuesMax Stress Ratios
M CD V fb M fv F'b V F'vSegment Length Cfu
1.00 Length = 2.0 ft 1 0.217 0.175 1.25 1.500 1.15 1.00 1.00 0.11 420.8 1,940.6 0.14 225.01.00 39.3 1.00
1.00 Length = 8.50 ft 2 0.429 0.175 1.25 1.500 1.15 1.00 1.00 0.21 832.7 1,940.6 0.14 225.01.00 39.3 1.00
1.00 +D+0.750Lr 1.500 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.179 0.172 1.25 1.500 1.15 1.00 1.00 0.09 347.4 1,940.6 0.14 225.01.00 38.7 1.00
1.00 Length = 8.50 ft 2 0.447 0.172 1.25 1.500 1.15 1.00 1.00 0.22 867.1 1,940.6 0.14 225.01.00 38.7 1.00
1.00 +D+0.60W 1.500 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.108 0.325 1.60 1.500 1.15 1.00 1.00 0.07 268.0 2,484.0 0.33 288.01.00 93.5 1.00
1.00 Length = 8.50 ft 2 0.974 0.325 1.60 1.500 1.15 1.00 1.00 0.62 2,418.7 2,484.0 0.33 288.01.00 93.5 1.00
1.00 +D+0.750Lr+0.450W 1.500 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.182 0.282 1.60 1.500 1.15 1.00 1.00 0.12 453.2 2,484.0 0.28 288.01.00 81.2 1.00
1.00 Length = 8.50 ft 2 0.781 0.282 1.60 1.500 1.15 1.00 1.00 0.50 1,940.1 2,484.0 0.28 288.01.00 81.2 1.00
1.00 +D+0.450W 1.500 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.094 0.275 1.60 1.500 1.15 1.00 1.00 0.06 232.8 2,484.0 0.28 288.01.00 79.3 1.00
1.00 Length = 8.50 ft 2 0.829 0.275 1.60 1.500 1.15 1.00 1.00 0.53 2,058.3 2,484.0 0.28 288.01.00 79.3 1.00
1.00 +0.60D+0.60W 1.500 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.087 0.274 1.60 1.500 1.15 1.00 1.00 0.06 217.2 2,484.0 0.28 288.01.00 78.8 1.00
1.00 Length = 8.50 ft 2 0.816 0.274 1.60 1.500 1.15 1.00 1.00 0.52 2,028.0 2,484.0 0.28 288.01.00 78.8 1.00
1.00 +0.60D 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.031 0.077 1.60 1.500 1.15 1.00 1.00 0.02 76.2 2,484.0 0.08 288.01.00 22.1 1.00
1.00 Length = 8.50 ft 2 0.236 0.077 1.60 1.500 1.15 1.00 1.00 0.15 586.5 2,484.0 0.08 288.01.00 22.1 1.00
.
Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.60W10.0000 0.000 -0.6059 0.000
+D+0.60W 2 0.8914 4.369 0.0000 0.000
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.393 0.234
Max Upward from Load Combinations 0.393 0.234
Max Upward from Load Cases 0.379 0.212
Max Downward from all Load Conditio -0.009
Max Downward from Load Cases (Resis -0.009
D Only 0.166 0.106
+D+Lr 0.235 0.097
+D+0.750Lr 0.217 0.100
+D+0.60W 0.393 0.234
+D+0.750Lr+0.450W 0.388 0.195
+D+0.450W 0.336 0.202
+0.60D+0.60W 0.327 0.191
+0.60D 0.100 0.064
Lr Only 0.069 -0.009
W Only 0.379 0.212
1215 N English St
04/18/23
Wood Beam
LIC# : KW-06014559, Build:20.23.2.14 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.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
Load for Span Number 1
Uniform Load : D = 0.00810 ksf, Tributary Width = 2.0 ft, (Existing Roof Dead Load)
Uniform Load : Lr = 0.020, W = -0.030 ksf, Extent = 0.0 -->> 1.50 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 = 0.0340, W = -0.3370 k @ 0.50 ft, (Solar Panel Load)
Point Load : D = 0.0340, W = -0.3370 k @ 3.90 ft, (Solar Panel Load)
Point Load : D = 0.0340, W = -0.3370 k @ 5.90 ft, (Solar Panel Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.845: 1
Load Combination +0.60D+0.60W
Span # where maximum occurs Span # 2
Location of maximum on span 3.894 ft
84.02 psi=
=
2,484.00 psi
2x4 Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 2=
Load Combination +0.60D+0.60W
=
=
=
288.00 psi==
Section used for this span 2x4
Maximum Shear Stress Ratio 0.292 : 1
0.475 ft=
=
2,099.00 psi
Maximum Deflection
62 >=42
92
Ratio =135 >=91
Max Downward Transient Deflection 1.103 in 42 Ratio =>=42
Max Upward Transient Deflection -1.623 in Ratio =
Max Downward Total Deflection 0.512 in Ratio =>=91
Max Upward Total Deflection -0.753 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : W Only
Span: 2 : W Only
Span: 2 : D Only
Span: 2 : +0.60D+0.60W
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i CLx CCCM C F r t
Shear ValuesMax Stress Ratios
M CD V fb M fv F'b V F'v Segment Length Cfu
D Only 0.0 0.00 0.00.0
1.00 Length = 2.0 ft 1 0.091 0.227 0.90 1.500 1.15 1.00 1.00 0.03 127.0 1,397.3 0.13 162.01.00 36.8 1.00
1.00 Length = 8.50 ft 2 0.700 0.227 0.90 1.500 1.15 1.00 1.00 0.25 977.5 1,397.3 0.13 162.01.00 36.8 1.00
1.00 +D+Lr 1.500 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1215 N English St
04/18/23
Wood Beam
LIC# : KW-06014559, Build:20.23.2.14 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.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCM C F r t
Shear ValuesMax Stress Ratios
M CD V fb M fv F'b V F'vSegment Length Cfu
1.00 Length = 2.0 ft 1 0.217 0.175 1.25 1.500 1.15 1.00 1.00 0.11 420.8 1,940.6 0.14 225.01.00 39.3 1.00
1.00 Length = 8.50 ft 2 0.429 0.175 1.25 1.500 1.15 1.00 1.00 0.21 832.7 1,940.6 0.14 225.01.00 39.3 1.00
1.00 +D+0.750Lr 1.500 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.179 0.172 1.25 1.500 1.15 1.00 1.00 0.09 347.4 1,940.6 0.14 225.01.00 38.7 1.00
1.00 Length = 8.50 ft 2 0.447 0.172 1.25 1.500 1.15 1.00 1.00 0.22 867.1 1,940.6 0.14 225.01.00 38.7 1.00
1.00 +D+0.60W 1.500 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.055 0.234 1.60 1.500 1.15 1.00 1.00 0.04 137.5 2,484.0 0.24 288.01.00 67.4 1.00
1.00 Length = 8.50 ft 2 0.688 0.242 1.60 1.500 1.15 1.00 1.00 0.44 1,708.6 2,484.0 0.24 288.01.00 69.6 1.00
1.00 +D+0.750Lr+0.450W 1.500 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.060 0.136 1.60 1.500 1.15 1.00 1.00 0.04 149.0 2,484.0 0.14 288.01.00 39.2 1.00
1.00 Length = 8.50 ft 2 0.466 0.144 1.60 1.500 1.15 1.00 1.00 0.30 1,156.9 2,484.0 0.14 288.01.00 41.4 1.00
1.00 +D+0.450W 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.029 0.143 1.60 1.500 1.15 1.00 1.00 0.02 71.4 2,484.0 0.14 288.01.00 41.1 1.00
1.00 Length = 8.50 ft 2 0.418 0.150 1.60 1.500 1.15 1.00 1.00 0.26 1,037.5 2,484.0 0.15 288.01.00 43.2 1.00
1.00 +0.60D+0.60W 1.500 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.076 0.287 1.60 1.500 1.15 1.00 1.00 0.05 188.3 2,484.0 0.29 288.01.00 82.7 1.00
1.00 Length = 8.50 ft 2 0.845 0.292 1.60 1.500 1.15 1.00 1.00 0.54 2,099.0 2,484.0 0.29 288.01.00 84.0 1.00
1.00 +0.60D 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.031 0.077 1.60 1.500 1.15 1.00 1.00 0.02 76.2 2,484.0 0.08 288.01.00 22.1 1.00
1.00 Length = 8.50 ft 2 0.236 0.077 1.60 1.500 1.15 1.00 1.00 0.15 586.5 2,484.0 0.08 288.01.00 22.1 1.00
.
Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl
Overall Maximum Deflections
W Only 1 1.1029 0.000 0.0000 0.000
W Only20.0000 0.000 -1.6229 4.369
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.235 0.106
Max Upward from Load Combinations 0.235 0.100
Max Upward from Load Cases 0.166 0.106
Max Downward from all Load Conditio -0.706 -0.395
Max Downward from Load Combinations -0.324 -0.173
Max Downward from Load Cases (Resis -0.706 -0.395
D Only 0.166 0.106
+D+Lr 0.235 0.097
+D+0.750Lr 0.217 0.100
+D+0.60W -0.258 -0.131
+D+0.750Lr+0.450W -0.100 -0.078
+D+0.450W -0.152 -0.072
+0.60D+0.60W -0.324 -0.173
+0.60D 0.100 0.064
Lr Only 0.069 -0.009
W Only -0.706 -0.395
1215 N English St
04/18/23
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 Chaper 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)
12
9
21.0
67.79
7° < θ ≤ 20°
1.5
11.29
1.8
44.64
95
B
15
0.57
Enclosed
0.8
zmin = 30
7
1
56.05
1
0.85
Gerardo Diaz
PE
31-03-2023
1200
1215 N English St
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Project :
Project Number:
By :
Date :
Gerardo Diaz
PE
31-03-2023
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
Zone 1
Zone 2 0.13
Pressure ASD (0.6W)(psf)
-14.6
-17.9 11.3 202.0 1520
DCR
11.3 165.3 1520 0.11
Capacity (lb) Tributary Area (ft 2) Uplift (lb) Zone
0.5
266
2
1.4
1520
48
0.6
8.1
(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
-29.80
-1.8
-24.379
-29.80
16.0
33.895
11.3
5/16
1.6
2.5
-2.2
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Project :
Project Number:
By :
Date :
Seismic Ground Motion Values
Gerardo Diaz
PE
31-03-2023
1215 N English St
04/18/23
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 = psf0.64
2.55
5.10
0.96
3.03
FP = ((0.4 x ap x SDS x Wp)/ (Rp / Ip)) x
((1+2(z/h)) =2.55 psf
15
1
Height in structure at point of attachment,
z =
15 ft
1.00
1.50
1.05
1.00
Seismic Coefficients for Mechanical
and Electrical components =
Component Response Modification
Factor, Rp=
1.50
Gerardo Diaz
PE
31-03-2023
12 Other mechanical or electrical components.
(Refer ASCE 7-16, Table 13.6 -1)
1215 N English St
04/18/23
Project :
Project Number:
By :
Date :
Gerardo Diaz
PE
31-03-2023
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 = <
20.51
45882
2.2% 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.
21.0
16
336.24
2237
3.00
1008.7
0
0.00
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Expedited Permit Process for PV Systems - Micro-Inverter1
Expedited Permit Process for PV Systems
Micro-Inverter
The Solar America Board for Codes and Standards (Solar ABCs) Expedited Permit Pro-
cess provides a means to differentiate systems that can be permitted quickly and easily
due to their similarity with the majority of small-scale PV systems. Those systems with
unique characteristics may be handled with small additions to this Expedited Permit
Process or may require much more information, depending on the uniqueness of the
installation.
The following pages contain forms for the Micro-Inverter to use with the Expedited Per-
mit Process. The Standard String, AC Module, and Supply-Side Connection forms
are also available as interactive PDF files at www.solarabcs.org/permitting. In jurisdic-
tions that have adopted the Expedited Permit Process for PV Systems, these forms can
be filled out electronically and submitted in either printed form and via email. An elec-
tronic format is used so that the supplied information is standardized and legible for the
local jurisdiction.
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Expedited Permit Process for PV Systems — Micro-Inverter2
Expedited Permit Process for Small-Scale PV Systems
Micro-Inverter
The information in this guideline is intended to help local jurisdictions and contractors identify when PV system installations
are simple, needing only a basic review, and when an installation is more complex. It is likely that 50%-75% of all residential
systems will comply with these simple criteria. For projects that fail to meet the simple criteria, resolution steps have been
suggested to provide as a path to permit approval.
Required Information for Permit:
1. Site plan showing location of major components on the property. This drawing need not be exactly to scale, but it
should represent relative location of components at site (see supplied example site plan). PV arrays on dwellings
with a 3’ perimeter space at ridge and sides may not need separate fire service review.
2. Electrical diagram showing PV array configuration, wiring system, overcurrent protection, inverter, disconnects,
required signs, and ac connection to building (see supplied standard electrical diagram).
3. Specification sheets and installation manuals (if available) for all manufactured components including, but not
limited to, PV modules, inverter(s), combiner box, disconnects, and mounting system.
Step 1: Structural Review of PV Array Mounting System
Is the array to be mounted on a defined, permitted roof structure? l Yes l No
If No due to non-compliant roof or a ground mount, submit completed worksheet for the structure WKS1.
Roof Information:
1. Is the roofing type lightweight (Yes = composition, lightweight masonry, metal, etc…)__________________________
____________________________________________________________________________________________________
If No, submit completed worksheet for roof structure WKS1 (No = heavy masonry, slate, etc…).
2. Does the roof have a single roof covering? l Yes l No
If No, submit completed worksheet for roof structure WKS1.
3. Provide method and type of weatherproofing roof penetrations (e.g. flashing, caulk).____________________________
Mounting System Information:
1. Is the mounting structure an engineered product designed to mount PV modules with no more than an 18” gap
beneath the module frames? l Yes l No
If No, provide details of structural attachment certified by a design professional.
2. For manufactured mounting systems, fill out information on the mounting system below:
a. Mounting System Manufacturer ___________Product Name and Model#________________________________
b. Total Weight of PV Modules and Rails ___________lbs
c. Total Number of Attachment Points____________
d. Weight per Attachment Point (b÷c)_________________lbs (if greater than 45 lbs, see WKS1)
e. Maximum Spacing Between Attachment Points on a Rail ______________inches (see product manual for
maximum spacing allowed based on maximum design wind speed)
f. Total Surface Area of PV Modules (square feet)_________________ ft 2
g. Distributed Weight of PV Module on Roof (b÷f)_______________ lbs/ft2
If distributed weight of the PV system is greater than 5 lbs/ft2, see WKS1.
Step 2: Electrical Review of PV System (Calculations for Electrical Diagram)
In order for a PV system to be considered for an expedited permit process, the following must apply:
1. PV modules, utility-interactive inverters, and combiner boxes are identified for use in PV systems.
2. The PV array is composed of 4 series strings or less per inverter.
3. The total inverter capacity has a continuous ac power output 13,440 Watts or less
4. The ac interconnection point is on the load side of service disconnecting means (690.64(B)).
5. One of the standard electrical diagrams (E1.1, E1.1a, E1.1b, or E1.1c) can be used to accurately represent the PV
system. Interactive PDF diagrams are available at www.solarabcs.org/permitting.
Fill out the standard electrical diagram completely. A guide to the electrical diagram is provided to help the applicant
understand each blank to fill in. If the electrical system is more complex than the standard electrical diagram can effectively
communicate, provide an alternative diagram with appropriate detail.
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Micro-Inverter Site Plan
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Micro-Inverter Electrical Diagram
Contractor Name,
Address and Phone:
One-Line Standard Electrical Diagram
for Micro-Inverter PV Systems
Site Name:
Site Address:
System AC Size:
SIZE FSCM NO DWG NO REV
E1.1a
SCALE NTS Date: SHEET
Drawn By:
Checked By:
DESCRIPTION OR CONDUCTOR TYPE
USE-2 or PV WIRE
GEC EGC X ALL THAT APPLY
EXTERIOR CABLE LISTED W/ INV.
THWN-2 or XHHW-2 or RHW-2
GEC EGC X ALL THAT APPLY
NO DC GEC IF 690.35 SYSTEM
THWN-2 or XHHW-2 or RHW-2
GEC EGC X ALL THAT APPLY
TAG
1
2
3
4
5
CONDUIT AND CONDUCTOR SCHEDULE
COND.
GAUGE
MFG
MFG
NUMBER OF
CONDUCTORS
MFG Cable
MFG Cable
CONDUIT
TYPE
N/A
N/A
N/A
SAME
SAME
CONDUIT
SIZE
N/A
N/A
N/A
SAME
SAME
DESCRIPTION
PV DC or AC MODULE
DC/AC INVERTER (MICRO)
J-BOX (IF USED)
PV ARRAY
AC COMB. PANEL (IF USED)
GEN METER (IF USED)
AC DISCONNECT (IF USED)
SERVICE PANEL
TAG
1
2
3
4
5
6
7
8
PART NUMBER NOTES
FOR UNUSED MODULES
PUT "N/A in BLANK ABOVE
1
1
3
2
3
EQUIPMENT SCHEDULE
2
_____
MICRO-INVERTERS
IN BRANCH-
CIRCUIT
MOD
____
DC
AC
MOD
____
DC
AC
MOD
____
DC
AC
MOD
____
DC
AC
MOD
____
DC
AC
MOD
____
DC
AC
J-BOX
4
AC DISCO
M
BUILDING
GROUNDING
ELECTRODE
G
M
UTILITY
SERVICE
MAIN SERVICE PANEL
MAIN
OCPD
INVERTER
OCPD
6
7
8
5
4
5
G
SEE GUIDE APPENDIX D FOR
INFORMATION ON MODULE AND
ARRAY GROUNDING
AC COMBINER
PANEL
G
____
MICRO-INVERTERS
IN BRANCH-
CIRCUIT
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Contractor Name,
Address and Phone:
Notes for One-Line Standard Electrical
Diagram for Single-Phase PV Systems
Site Name:
Site Address:
System AC Size:
SIZE FSCM NO DWG NO REV
E1.2a
SCALE NTS Date: SHEET
Drawn By:
Checked By:
MAX POWER-POINT CURRENT (IMP)
MAX POWER-POINT VOLTAGE (VMP)
OPEN-CIRCUIT VOLTAGE (VOC)
SHORT-CIRCUIT CURRENT (ISC)
MAX SERIES FUSE (OCPD)
MAXIMUM POWER (P MAX)
MAX VOLTAGE (TYP 600VDC)
VOC TEMP COEFF (mV/oC or %/oC )
IF COEFF SUPPLIED, CIRCLE UNITS
MODULE MAKE
MODULE MODEL
PV MODULE RATINGS @ STC (Guide Section 5)
MAX DC VOLT RATING
MAX POWER @ 40oC
NOMINAL AC VOLTAGE
MAX AC CURRENT
MAX OCPD RATING
INVERTER MAKE
INVERTER MODEL
INVERTER RATINGS (Guide Section 4)
1) IF UTILITY REQUIRES A VISIBLE-BREAK SWITCH, DOES THIS SWITCH MEET THE
REQUIREMENT? YES NO N/A
2) IF GENERATION METER REQUIRED, DOES THIS METER SOCKET MEET THE
REQUIREMENT? YES NO N/A
3) SIZE PHOTOVOLTAIC POWER SOURCE (DC) CONDUCTORS BASED ON MAX
CURRENT ON NEC 690.53 SIGN OR OCPD RATING AT DISCONNECT
4) SIZE INVERTER OUTPUT CIRCUIT (AC) CONDUCTORS ACCORDING TO INVERTER
OCPD AMPERE RATING. (See Guide Section 9)
5) TOTAL OF ______ INVERTER OUTPUT CIRCUIT OCPD(s), ONE FOR EACH MICRO-
INVERTER CIRCUIT. DOES TOTAL SUPPLY BREAKERS COMPLY WITH 120% BUSBAR
EXCEPTION IN 690.64(B)(2)(a)? YES NO
NOTES FOR INVERTER CIRCUITS (Guide Section 8 and 9):
1.) LOWEST EXPECT AMBIENT TEMPERATURE BASED ON ASHRAE MINIMUM MEAN
EXTREME DRY BULB TEMPERATURE FOR ASHRAE LOCATION MOST SIMILAR TO
INSTALLATION LOCATION. LOWEST EXPECTED AMBIENT TEMP ____oC
2.) HIGHEST CONTINUOUS AMBIENT TEMPERATURE BASED ON ASHRAE HIGHEST
MONTH 2% DRY BULB TEMPERATURE FOR ASHRAE LOCATION MOST SIMILAR TO
INSTALLATION LOCATION. HIGHEST CONTINUOUS TEMPERATURE ____oC
2.) 2009 ASHRAE FUNDAMENTALS 2% DESIGN TEMPERATURES DO NOT EXCEED
47oC IN THE UNITED STATES (PALM SPRINGS, CA IS 44.1 oC). FOR LESS THAN 9
CURRENT-CARRYING CONDUCTORS IN ROOF-MOUNTED SUNLIT CONDUIT AT
LEAST 0.5" ABOVE ROOF AND USING THE OUTDOOR DESIGN TEMPERATURE OF
47oC OR LESS (ALL OF UNITED STATES),
a) 12 AWG, 90 oC CONDUCTORS ARE GENERALLY ACCEPTABLE FOR MODULES
WITH Isc OF 7.68 AMPS OR LESS WHEN PROTECTED BY A 12-AMP OR SMALLER
FUSE.
b) 10 AWG, 90oC CONDUCTORS ARE GENERALLY ACCEPTABLE FOR MODULES
WITH Isc OF 9.6 AMPS OR LESS WHEN PROTECTED BY A 15-AMP OR SMALLER
FUSE.
NOTES FOR ARRAY CIRCUIT WIRING (Guide Section 6 and 8 and Appendix E):
OCPD = OVERCURRENT PROTECTION DEVICE
NATIONAL ELECTRICAL CODE ®REFERENCES
SHOWN AS (NEC XXX.XX)
NOTES FOR ALL DRAWINGS:
SIGNSSEE GUIDE SECTION 7
SIGN FOR DC DISCONNECT
SIGN FOR INVERTER OCPD AND AC
DISCONNECT (IF USED)
No sign necessary since 690.51
marking on PV module covers
needed information
AC OUTPUT CURRENT
NOMINAL AC VOLTAGE
SOLAR PV SYSTEM
AC POINT OF CONNECTION
THIS PANEL FED BY MULTIPLE
SOURCES (UTILITY AND SOLAR)
Notes for Micro-Inverter Electrical Diagram
1215 N English St
04/18/23
Gerardo Diaz (Apr 5, 2023 11:59 PDT)
04/05/23
1215 N English St
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1215 N English St
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BLDG# 101114708 ISS. 4/18/2023
ELEC# 20179349 ISS. 4/18/2023
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.
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