HomeMy WebLinkAbout1401 E Joana Dr - Plan***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.
Bldg#: 101119631
Elec#: 20183059
Approvals:
Elec: M Smith
1401 E Joana Dr
11/27/2024
1401 E Joana Dr
11/27/2024
1401 E Joana Dr
11/27/2024
1401 E Joana Dr
11/27/2024
1401 E Joana Dr
11/27/2024
1401 E Joana Dr
11/27/2024
1401 E Joana Dr
11/27/2024
1401 E Joana Dr
11/27/2024
1401 E Joana Dr
11/27/2024
Danny Nguyen (Jun 4, 2024 17:06 PDT)
Danny Nguyen
1401 E Joana Dr
11/27/2024
Danny Auth Letter
Final Audit Report 2024-06-05
Created:2024-06-04
By:Empower Interconnections (interconnection@mpwrsolar.com)
Status:Signed
Transaction ID:CBJCHBCAABAAeOiwpBBrg1fJK_nTp7QLm4mWEGdep7Iz
"Danny Auth Letter" History
Document created by Empower Interconnections (interconnection@mpwrsolar.com)
2024-06-04 - 8:19:04 PM GMT
Document emailed to Danny Nguyen (jasont839@gmail.com) for signature
2024-06-04 - 8:19:08 PM GMT
Email viewed by Danny Nguyen (jasont839@gmail.com)
2024-06-05 - 0:06:02 AM GMT
Signer Danny Nguyen (jasont839@gmail.com) entered name at signing as Danny Nguyen
2024-06-05 - 0:06:35 AM GMT
Document e-signed by Danny Nguyen (jasont839@gmail.com)
Signature Date: 2024-06-05 - 0:06:37 AM GMT - Time Source: server
Agreement completed.
2024-06-05 - 0:06:37 AM GMT
1401 E Joana Dr
11/27/2024
Project :
Project Number:
By :
Date :
UNIRAC
1411 Broadway Blvd, NE
Albuquerque, NM 87102
RE: Solar Array Installation at 1401 E Joana Dr, Santa Ana, CA 92705, 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 : 2x6 Rafters @ 24" O.C.
ROOF MATERIAL : Asphalt Shingle
CONNECTION TO ROOF STRUCTURE
MOUNTING CONNECTION :
II
Danny Nguyen
PE
05-31-2024
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.
31 May 2024
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.
95
B
0
*null
(2) #14 WOOD SCREWS w/ MIN. 1.55" 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 74"
Page 1
1401 E Joana Dr
11/27/2024
OBSERVED CONDITIONS:
CONCLUSIONS:
LIMITATIONS:
Praneet R Erusu, P.E.
Principal Engineer
Erusu Consultants US Inc.
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.
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 2x6 Rafters @ 24" O.C are spanning between
load bearing walls. The maximum allowed clear span of rafter is 16ft, 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 10" 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 3.6%. 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.
Page 2
31 May 2024
EXP : 30 Sep 2025
1401 E Joana Dr
11/27/2024
Project :
Project Number:
By :
Date :
Address :
Site Plan:
Danny Nguyen
PE
05-31-2024
1401 E Joana Dr, Santa Ana, CA 92705, USA
Page 3
1401 E Joana Dr
11/27/2024
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 rafters)
20
0
PV Array 3 1.05
2.2 1.05
MEP & Misc. 1.5
Asphalt Shingles 4 1.05
4 12
18
Material
Material Weight
(psf)
2.32
1.50
12.88
1/2" Plywood 1.1 1.05
Framing 3 1.05
3.16
1/2" Gypsum Ceiling
Danny Nguyen
PE
05-31-2024
DL =
Increase due to
Roof Slope
Plan Projected Material
Weight (psf)
4.22
1.16
3.16
0.53Insulation 0.5 1.05
Page 4
1401 E Joana Dr
11/27/2024
Project :
Project Number:
By :
Date :
Danny Nguyen
PE
05-31-2024
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
30.32 17.83
59%< 105%
30.32 17.83
20.00 0.00
Existing With PV Array
Existing With PV Array
12.88 16.05
Page 5
1401 E Joana Dr
11/27/2024
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 26.11-1)
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
Gable Roof =
ϒe=
ϒa= (Refer ASCE 7-16, Figure 29.4-8)
12
18
21.1
74
7° < θ ≤ 20°
1.5
11.29
4.0
41.1
95
B
15
0.57
Enclosed
0.8
zmin = 30
7
1
53
1
0.85
Danny Nguyen
PE
05-31-2024
1200
Page 6
1401 E Joana Dr
11/27/2024
Project :
Project Number:
By :
Date :
Danny Nguyen
PE
05-31-2024
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
Wood Screw Connection Check (ASD)
Tributary Width =in (Max Spacing of fasteners along Rails)
Tributary Length =in (Half Panel Length)
Tributary Area =ft2
Wood Screw Number =
Cd = (Refer NDS Table 2.3.2)
Embedment = in
Grade of Wood = #2 ( or better)
G =
Capacity = lb/in (Refer NDS Table 12.2B)
Number of Screws in Tension =
Prying Coefficient =
Capacity of Fasteners = lb
Demand
Zone 1
Zone 2 0.43
Pressure ASD (0.6W)(psf)
-16.3
-21.1 12.3 260.6 609
DCR
12.3 200.4 609 0.33
Capacity (lb)Tributary Area (ft2) Uplift (lb)Zone
0.5
172
2
1.4
609
48
0.5
6.8
(Measured from top of the framing member to tapered end of wood
screw, embedment in sheathing and tapered tip of screw is not included)
DF
-35.21
-2
-27.088
-35.21
16.0
37
12.3
#14
1.6
1.55
-2.6
Page 7
1401 E Joana Dr
11/27/2024
Wood Beam
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:2x6 Rafters @ 24" o.c. (Wind Condition_Downward) (Strength Check)
Project File: 2x6 joist @ 24 o.c_copy.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)
Point Load : D = 0.0370, W = 0.1970 k @ 2.60 ft, (Solar Panel Load)
Point Load : D = 0.0370, W = 0.1970 k @ 6.60 ft, (Solar Panel Load)
Uniform Load : Lr = 0.020, W = 0.0160 ksf, Extent = 0.0 -->> 1.60 ft, Tributary Width = 2.0 ft, (Existing Wind & Roof Live Load)
Uniform Load : Lr = 0.020, W = 0.0160 ksf, Extent = 13.40 -->> 16.0 ft, Tributary Width = 2.0 ft, (Existing Wind & Roof Live Load)
Load for Span Number 2
Uniform Load : D = 0.00810, Lr = 0.020, W = 0.0160 ksf, Tributary Width = 2.0 ft, (Existing Roof Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.997: 1
Load Combination +D+0.60W+H
Span # where maximum occurs Span # 1
Location of maximum on span 6.615 ft
66.14 psi=
=
2,152.80 psi
2x6Section 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 2x6
Maximum Shear Stress Ratio 0.230 : 1
0.000 ft=
=
2,145.94 psi
Maximum Deflection
104 >=104
110
Ratio =76 >=75
Max Downward Transient Deflection 1.337 in 143Ratio =>=104
Max Upward Transient Deflection -0.460 in Ratio =
Max Downward Total Deflection 1.735 in Ratio =>=75
Max Upward Total Deflection -0.626 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : W Only
Span: 2 : W Only
Span: 1 : +D+0.60W+H
Span: 2 : +D+0.60W+H
.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+H 0.0 0.00 0.00.0
1.00Length = 16.0 ft 1 0.903 0.194 0.90 1.300 1.151.00 1.00 0.69 1,093.5 1,211.0 0.17 162.01.00 31.51.00
1.00Length = 2.0 ft 2 0.042 0.194 0.90 1.300 1.151.00 1.00 0.03 51.4 1,211.0 0.02 162.01.00 31.51.00
1.00+D+L+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
Page 8
1401 E Joana Dr
11/27/2024
Wood Beam
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:2x6 Rafters @ 24" o.c. (Wind Condition_Downward) (Strength Check)
Project File: 2x6 joist @ 24 o.c_copy.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
1.00Length = 16.0 ft 1 0.813 0.175 1.00 1.300 1.151.00 1.00 0.69 1,093.5 1,345.5 0.17 180.01.00 31.51.00
1.00Length = 2.0 ft 2 0.038 0.175 1.00 1.300 1.151.00 1.00 0.03 51.4 1,345.5 0.02 180.01.00 31.51.00
1.00+D+Lr+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.700 0.187 1.25 1.300 1.151.00 1.00 0.74 1,177.4 1,681.9 0.23 225.01.00 42.11.00
1.00Length = 2.0 ft 2 0.106 0.187 1.25 1.300 1.151.00 1.00 0.11 178.4 1,681.9 0.09 225.01.00 42.11.00
1.00+D+S+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.707 0.152 1.15 1.300 1.151.00 1.00 0.69 1,093.5 1,547.3 0.17 207.01.00 31.51.00
1.00Length = 2.0 ft 2 0.033 0.152 1.15 1.300 1.151.00 1.00 0.03 51.4 1,547.3 0.02 207.01.00 31.51.00
1.00+D+0.750Lr+0.750L+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.688 0.170 1.25 1.300 1.151.00 1.00 0.73 1,156.4 1,681.9 0.21 225.01.00 38.21.00
1.00Length = 2.0 ft 2 0.087 0.170 1.25 1.300 1.151.00 1.00 0.09 146.6 1,681.9 0.07 225.01.00 38.21.00
1.00+D+0.750L+0.750S+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.707 0.152 1.15 1.300 1.151.00 1.00 0.69 1,093.5 1,547.3 0.17 207.01.00 31.51.00
1.00Length = 2.0 ft 2 0.033 0.152 1.15 1.300 1.151.00 1.00 0.03 51.4 1,547.3 0.02 207.01.00 31.51.00
1.00+D+0.60W+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.997 0.230 1.60 1.300 1.151.00 1.00 1.35 2,145.9 2,152.8 0.36 288.01.00 66.11.00
1.00Length = 2.0 ft 2 0.052 0.230 1.60 1.300 1.151.00 1.00 0.07 112.3 2,152.8 0.05 288.01.00 66.11.00
1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.904 0.222 1.60 1.300 1.151.00 1.00 1.23 1,945.7 2,152.8 0.35 288.01.00 63.81.00
1.00Length = 2.0 ft 2 0.089 0.222 1.60 1.300 1.151.00 1.00 0.12 192.3 2,152.8 0.09 288.01.00 63.81.00
1.00+D+0.750L+0.750S+0.450W+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.875 0.200 1.60 1.300 1.151.00 1.00 1.19 1,882.8 2,152.8 0.32 288.01.00 57.51.00
1.00Length = 2.0 ft 2 0.045 0.200 1.60 1.300 1.151.00 1.00 0.06 97.1 2,152.8 0.05 288.01.00 57.51.00
1.00+0.60D+0.60W+0.60H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.794 0.186 1.60 1.300 1.151.00 1.00 1.08 1,708.5 2,152.8 0.29 288.01.00 53.61.00
1.00Length = 2.0 ft 2 0.043 0.186 1.60 1.300 1.151.00 1.00 0.06 91.8 2,152.8 0.04 288.01.00 53.61.00
1.00+D+0.70E+0.60H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.508 0.109 1.60 1.300 1.151.00 1.00 0.69 1,093.5 2,152.8 0.17 288.01.00 31.51.00
1.00Length = 2.0 ft 2 0.024 0.109 1.60 1.300 1.151.00 1.00 0.03 51.4 2,152.8 0.02 288.01.00 31.51.00
1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.508 0.109 1.60 1.300 1.151.00 1.00 0.69 1,093.5 2,152.8 0.17 288.01.00 31.51.00
1.00Length = 2.0 ft 2 0.024 0.109 1.60 1.300 1.151.00 1.00 0.03 51.4 2,152.8 0.02 288.01.00 31.51.00
1.00+0.60D+0.70E+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.305 0.066 1.60 1.300 1.151.00 1.00 0.41 656.1 2,152.8 0.10 288.01.00 18.91.00
1.00Length = 2.0 ft 2 0.014 0.066 1.60 1.300 1.151.00 1.00 0.02 30.8 2,152.8 0.01 288.01.00 18.91.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.60W+H 1 1.7350 7.687 0.0000 0.000
+D+0.60W+H20.0000 7.687 -0.6256 2.000
.
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 0.380 0.440
Max Upward from Load Combinations 0.380 0.440
Max Upward from Load Cases 0.332 0.260
+D+H 0.180 0.185
+D+L+H 0.180 0.185
+D+Lr+H 0.245 0.369
+D+S+H 0.180 0.185
+D+0.750Lr+0.750L+H 0.228 0.323
Page 9
1401 E Joana Dr
11/27/2024
Wood Beam
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:2x6 Rafters @ 24" o.c. (Wind Condition_Downward) (Strength Check)
Project File: 2x6 joist @ 24 o.c_copy.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
+D+0.750L+0.750S+H 0.180 0.185
+D+0.60W+H 0.380 0.341
+D+0.750Lr+0.750L+0.450W+H 0.378 0.440
+D+0.750L+0.750S+0.450W+H 0.330 0.302
+0.60D+0.60W+0.60H 0.307 0.267
+D+0.70E+0.60H 0.180 0.185
+D+0.750L+0.750S+0.5250E+H 0.180 0.185
+0.60D+0.70E+H 0.108 0.111
D Only 0.180 0.185
Lr Only 0.064 0.184
W Only 0.332 0.260
H Only
Page 10
1401 E Joana Dr
11/27/2024
Wood Beam
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:2x6 Rafters @ 24" o.c. (Wind Condition_Uplift) (Strength Check)
Project File: 2x6 joist @ 24 o.c_copy.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)
Point Load : D = 0.0370, W = -0.4340 k @ 2.60 ft, (Solar Panel Load)
Point Load : D = 0.0370, W = -0.4340 k @ 6.60 ft, (Solar Panel Load)
Uniform Load : Lr = 0.020, W = -0.0350 ksf, Extent = 0.0 -->> 1.60 ft, Tributary Width = 2.0 ft, (Existing Wind & Roof Live Load)
Uniform Load : Lr = 0.020, W = -0.0350 ksf, Extent = 13.40 -->> 16.0 ft, Tributary Width = 2.0 ft, (Existing Wind & Roof Live Load)
Load for Span Number 2
Uniform Load : D = 0.00810, Lr = 0.020, W = -0.0350 ksf, Tributary Width = 2.0 ft, (Existing Roof Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.903: 1
Load Combination +D+H
Span # where maximum occurs Span # 1
Location of maximum on span 6.615 ft
57.44 psi=
=
1,210.95 psi
2x6Section 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 2x6
Maximum Shear Stress Ratio 0.199 : 1
0.000 ft=
=
1,093.50 psi
Maximum Deflection
65 >=46
120
Ratio =126 >=120
Max Downward Transient Deflection 1.013 in 46Ratio =>=46
Max Upward Transient Deflection -2.944 in Ratio =
Max Downward Total Deflection 0.398 in Ratio =>=120
Max Upward Total Deflection -0.378 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : W Only
Span: 2 : Lr Only
Span: 2 : +0.60D+0.60W+0.60H
Span: 2 : +D+Lr+H
.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+H 0.0 0.00 0.00.0
1.00Length = 16.0 ft 1 0.903 0.194 0.90 1.300 1.151.00 1.00 0.69 1,093.5 1,211.0 0.17 162.01.00 31.51.00
1.00Length = 2.0 ft 2 0.042 0.194 0.90 1.300 1.151.00 1.00 0.03 51.4 1,211.0 0.02 162.01.00 31.51.00
1.00+D+L+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
Page 11
1401 E Joana Dr
11/27/2024
Wood Beam
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:2x6 Rafters @ 24" o.c. (Wind Condition_Uplift) (Strength Check)
Project File: 2x6 joist @ 24 o.c_copy.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
1.00Length = 16.0 ft 1 0.813 0.175 1.00 1.300 1.151.00 1.00 0.69 1,093.5 1,345.5 0.17 180.01.00 31.51.00
1.00Length = 2.0 ft 2 0.038 0.175 1.00 1.300 1.151.00 1.00 0.03 51.4 1,345.5 0.02 180.01.00 31.51.00
1.00+D+Lr+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.700 0.187 1.25 1.300 1.151.00 1.00 0.74 1,177.4 1,681.9 0.23 225.01.00 42.11.00
1.00Length = 2.0 ft 2 0.106 0.187 1.25 1.300 1.151.00 1.00 0.11 178.4 1,681.9 0.09 225.01.00 42.11.00
1.00+D+S+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.707 0.152 1.15 1.300 1.151.00 1.00 0.69 1,093.5 1,547.3 0.17 207.01.00 31.51.00
1.00Length = 2.0 ft 2 0.033 0.152 1.15 1.300 1.151.00 1.00 0.03 51.4 1,547.3 0.02 207.01.00 31.51.00
1.00+D+0.750Lr+0.750L+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.688 0.170 1.25 1.300 1.151.00 1.00 0.73 1,156.4 1,681.9 0.21 225.01.00 38.21.00
1.00Length = 2.0 ft 2 0.087 0.170 1.25 1.300 1.151.00 1.00 0.09 146.6 1,681.9 0.07 225.01.00 38.21.00
1.00+D+0.750L+0.750S+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.707 0.152 1.15 1.300 1.151.00 1.00 0.69 1,093.5 1,547.3 0.17 207.01.00 31.51.00
1.00Length = 2.0 ft 2 0.033 0.152 1.15 1.300 1.151.00 1.00 0.03 51.4 1,547.3 0.02 207.01.00 31.51.00
1.00+D+0.60W+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.569 0.156 1.60 1.300 1.151.00 1.00 0.77 1,224.4 2,152.8 0.25 288.01.00 44.91.00
1.00Length = 2.0 ft 2 0.038 0.156 1.60 1.300 1.151.00 1.00 0.05 81.9 2,152.8 0.04 288.01.00 44.91.00
1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.270 0.088 1.60 1.300 1.151.00 1.00 0.37 582.1 2,152.8 0.14 288.01.00 25.51.00
1.00Length = 2.0 ft 2 0.022 0.088 1.60 1.300 1.151.00 1.00 0.03 46.7 2,152.8 0.02 288.01.00 25.51.00
1.00+D+0.750L+0.750S+0.450W+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.300 0.089 1.60 1.300 1.151.00 1.00 0.41 645.0 2,152.8 0.14 288.01.00 25.81.00
1.00Length = 2.0 ft 2 0.023 0.089 1.60 1.300 1.151.00 1.00 0.03 48.6 2,152.8 0.02 288.01.00 25.81.00
1.00+0.60D+0.60W+0.60H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.772 0.199 1.60 1.300 1.151.00 1.00 1.05 1,661.8 2,152.8 0.32 288.01.00 57.41.00
1.00Length = 2.0 ft 2 0.048 0.199 1.60 1.300 1.151.00 1.00 0.06 102.4 2,152.8 0.05 288.01.00 57.41.00
1.00+D+0.70E+0.60H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.508 0.109 1.60 1.300 1.151.00 1.00 0.69 1,093.5 2,152.8 0.17 288.01.00 31.51.00
1.00Length = 2.0 ft 2 0.024 0.109 1.60 1.300 1.151.00 1.00 0.03 51.4 2,152.8 0.02 288.01.00 31.51.00
1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.508 0.109 1.60 1.300 1.151.00 1.00 0.69 1,093.5 2,152.8 0.17 288.01.00 31.51.00
1.00Length = 2.0 ft 2 0.024 0.109 1.60 1.300 1.151.00 1.00 0.03 51.4 2,152.8 0.02 288.01.00 31.51.00
1.00+0.60D+0.70E+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.305 0.066 1.60 1.300 1.151.00 1.00 0.41 656.1 2,152.8 0.10 288.01.00 18.91.00
1.00Length = 2.0 ft 2 0.014 0.066 1.60 1.300 1.151.00 1.00 0.02 30.8 2,152.8 0.01 288.01.00 18.91.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
W Only10.0000 0.000 -2.9443 7.419
W Only 2 1.0131 2.000 0.0000 7.419
.
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 0.245 0.369
Max Upward from Load Combinations 0.245 0.369
Max Upward from Load Cases 0.180 0.185
Max Downward from all Load Conditio -0.731 -0.571
Max Downward from Load Combinations -0.330 -0.231
Max Downward from Load Cases (Resis -0.731 -0.571
+D+H 0.180 0.185
+D+L+H 0.180 0.185
Page 12
1401 E Joana Dr
11/27/2024
Wood Beam
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:2x6 Rafters @ 24" o.c. (Wind Condition_Uplift) (Strength Check)
Project File: 2x6 joist @ 24 o.c_copy.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
+D+Lr+H 0.245 0.369
+D+S+H 0.180 0.185
+D+0.750Lr+0.750L+H 0.228 0.323
+D+0.750L+0.750S+H 0.180 0.185
+D+0.60W+H -0.258 -0.157
+D+0.750Lr+0.750L+0.450W+H -0.100 0.066
+D+0.750L+0.750S+0.450W+H -0.149 -0.072
+0.60D+0.60W+0.60H -0.330 -0.231
+D+0.70E+0.60H 0.180 0.185
+D+0.750L+0.750S+0.5250E+H 0.180 0.185
+0.60D+0.70E+H 0.108 0.111
D Only 0.180 0.185
Lr Only 0.064 0.184
W Only -0.731 -0.571
H Only
Page 13
1401 E Joana Dr
11/27/2024
Project :
Project Number:
By :
Date :
Seismic Ground Motion Values
Danny Nguyen
PE
05-31-2024
Page 14
1401 E Joana Dr
11/27/2024
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
Horizontal Seismic Design Load Fp =psf
Vertical Seismic Design Load Fv =psf0.67
2.68
5.37
1.01
3.16
FP = ((0.4 x ap x SDS x Wp)/ (Rp / Ip)) x
((1+2(z/h)) =2.68 psf
15
1
Height in structure at point of attachment,
z =
15 ft
1.00
1.50
1.06
1.00
Seismic Coefficients for Mechanical
and Electrical components =
Component Response Modification
Factor, Rp=
1.50
Danny Nguyen
PE
05-31-2024
12 Other mechanical or electrical components.
(Refer ASCE 7-16, Table 13.6 -1)
Page 15
1401 E Joana Dr
11/27/2024
Project :
Project Number:
By :
Date :
Danny Nguyen
PE
05-31-2024
Check for Increase in overall seismic loads
Module Area =ft2
Number of Modules =
Total Array Area =ft2
Array Load = psf
Number of Existing Modules =
Exisitng Array Area =ft2
Total Array Wt. = lb
Total Roof Area =ft2
DL of Roof = psf
Total Wt of Roof = lb
Increase in Seismic Wt = <
12.88
31955
3.6% 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.
21.1
18
380.18
2480.2
3.00
1140.5
0
0.00
Page 16
1401 E Joana Dr
11/27/2024
Empower Solar
1300 E. Shaw Ave #173
Fresno, CA, 93710800-306-6953
CSLB#1057693 - C10
To Whom It May Concern:
I, Scott Forster, am the license holder for Empower Solar, contractor license
C-10 #1057693 and certify to the accuracy of this authorization form.
I authorize the following Empower employee(s) to apply for, sign, and file all
documents necessary to obtain any business license and/or permit for Empower
Solar.
Erica Heron
Name: Scott Forster
Signature:
Date: 01/04/2024
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