HomeMy WebLinkAbout820 N Euclid St - 101114328 & 20179067 - PlanExpedited 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.
820 N Euclid St
03/27/23
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.
820 N Euclid St
03/27/23
Ex
p
e
d
i
t
e
d
P
e
r
m
i
t
P
r
o
c
e
s
s
f
o
r
P
V
S
y
s
t
e
m
s
3
Micro-Inverter Site Plan
Solare Power LLC
But Nguyen4518 WEBB RD
ANDERSON CA 96007 820 N Euclid St, Santa Ana, CA, 92703
9.01 CEC kw AC
820 N Euclid St
03/27/23
Ex
p
e
d
i
t
e
d
P
e
r
m
i
t
P
r
o
c
e
s
s
f
o
r
P
V
S
y
s
t
e
m
s
4
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
Solare Power LLC
4518 WEBB RD
ANDERSON CA 96007
But Nguyen
9.01 CEC kw AC
820 N Euclid St, Santa Ana, CA, 92703
820 N Euclid St
03/27/23
Ex
p
e
d
i
t
e
d
P
e
r
m
i
t
P
r
o
c
e
s
s
f
o
r
P
V
S
y
s
t
e
m
s
5
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 (PMAX)
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
Solare Power LLC
4518 WEBB RD
ANDERSON CA 96007
But Nguyen
820 N Euclid St, Santa Ana, CA, 92703
9.01 CEC kw AC
820 N Euclid St
03/27/23
820 N Euclid St
03/27/23
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
Solare Power LLC NTW Construction
1079237
820 N Euclid St, Santa Ana, CA 92703
Nicole Santos-Tomasin
(530)561-4629 1/16/2023
permitting@solarepwr.com
820 N Euclid St
03/27/23
Project :
Project Number:
By :
Date :
UNIRAC
1411 Broadway Blvd, NE
Albuquerque, NM 87102
RE: Solar Array Installation at 820 N Euclid 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 : 2x8 Rafters @ 18" O.C.
ROOF MATERIAL : Flat Tile
CONNECTION TO ROOF STRUCTURE
MOUNTING CONNECTION : (2) 1/4" SS LAG BOLTS w/ MIN. 2.5" EMBEDMENT INTO (E) 2x FRAMING
MEMBER @ MAX. 36" 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
But Nguyen
PE
17-01-2023
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.
17 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.
820 N Euclid St
03/27/23
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 2x8 Rafters @ 18" O.C are spanning between
load bearing walls. The maximum allowed clear span of rafter is 16.5ft, 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 2.1%. 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.
17 Jan 2023
EXP : 30 Sep 2023
820 N Euclid St
03/27/23
Project :
Project Number:
By :
Date :
Address :
Site Plan:
But Nguyen
PE
17-01-2023
820 N Euclid St, Santa Ana, CA, 92703, USA
820 N Euclid St
03/27/23
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 1.20
2.2 1.20
MEP & Misc.1.5
Flat Tile 12 1.20
8 12
34
Material
Material Weight
(psf)
2.64
1.50
24.09
1/2" Plywood 1.1 1.20
Framing 3 1.20
3.61
1/2" Gypsum Ceiling
But Nguyen
PE
17-01-2023
DL =
Increase due to
Roof Slope
Plan Projected Material
Weight (psf)
14.42
1.32
3.61
0.60Insulation0.5 1.20
820 N Euclid St
03/27/23
Project :
Project Number:
By :
Date :
But Nguyen
PE
17-01-2023
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 =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
42.77 30.78
72% < 105%
42.77 30.78
20.00 0.00
Existing With PV Array
Existing With PV Array
24.09 27.70
820 N Euclid St
03/27/23
Wood Beam
LIC# : KW-06014559, Build:20.22.12.28 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022
DESCRIPTION: 2x8 Rafters @ 24" o.c. (Wind Condition_Downward) (Strength Check)
Project File: 2x8 Joist @ 24 O.C.ec6
Project Title:
Engineer:
Project ID:
Printed: 17 JAN 2023, 4:46PM
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 = 1.50 ft, (Existing Roof Dead Load)
Uniform Load : Lr = 0.020, W = 0.0160 ksf, Extent = 0.0 -->> 1.80 ft, Tributary Width = 1.50 ft, (Existing Roof Live & Wind Load)
Load for Span Number 2
Uniform Load : D = 0.00810 ksf, Tributary Width = 1.50 ft, (Existing Roof Dead Load)
Point Load : D = 0.0280, W = 0.1480 k @ 0.950 ft, (Solar Panel Load)
Point Load : D = 0.0280, W = 0.1480 k @ 5.40 ft, (Solar Panel Load)
Uniform Load : Lr = 0.020, W = 0.1480 ksf, Extent = 13.60 -->> 16.50 ft, Tributary Width = 1.50 ft, (Existing Roof Live & Wind Load)
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.997: 1
Load Combination +D+0.60W+H
Span # where maximum occurs Span # 2
Location of maximum on span 7.651 ft
80.13 psi=
=
1,656.00 psi
2x6 Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 2=
Load Combination +D+0.60W+H
=
=
=
288.00 psi==
Section used for this span 2x6
Maximum Shear Stress Ratio 0.278 : 1
16.131 ft=
=
1,650.98 psi
Maximum Deflection
84 >=84
120
Ratio =76 >=75
Max Downward Transient Deflection 1.509 in 131 Ratio =>=84
Max Upward Transient Deflection -0.563 in Ratio =
Max Downward Total Deflection 1.637 in Ratio =>=75
Max Upward Total Deflection -0.621 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : W Only
Span: 1 : W 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 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+H 0.0 0.00 0.00.0
1.00 Length = 2.0 ft 1 0.041 0.160 0.90 1.300 1.15 1.00 1.00 0.02 38.6 931.5 0.14 162.01.00 25.9 1.00
1.00 Length = 16.50 ft 2 0.841 0.160 0.90 1.300 1.15 1.00 1.00 0.49 783.5 931.5 0.14 162.01.00 25.9 1.00
1.00 +D+L+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
820 N Euclid St
03/27/23
Wood Beam
LIC# : KW-06014559, Build:20.22.12.28 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022
DESCRIPTION: 2x8 Rafters @ 24" o.c. (Wind Condition_Downward) (Strength Check)
Project File: 2x8 Joist @ 24 O.C.ec6
Project Title:
Engineer:
Project ID:
Printed: 17 JAN 2023, 4:46PM
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i CLx CCCM C F rt
Shear ValuesMax Stress Ratios
M CD V fb M fv F'b V F'vSegment Length Cfu
1.00 Length = 2.0 ft 1 0.037 0.144 1.00 1.300 1.15 1.00 1.00 0.02 38.6 1,035.0 0.14 180.01.00 25.9 1.00
1.00 Length = 16.50 ft 2 0.757 0.144 1.00 1.300 1.15 1.00 1.00 0.49 783.5 1,035.0 0.14 180.01.00 25.9 1.00
1.00 +D+Lr+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.103 0.124 1.25 1.300 1.15 1.00 1.00 0.08 132.8 1,293.8 0.15 225.01.00 27.9 1.00
1.00 Length = 16.50 ft 2 0.642 0.137 1.25 1.300 1.15 1.00 1.00 0.52 831.1 1,293.8 0.17 225.01.00 30.9 1.00
1.00 +D+S+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.032 0.125 1.15 1.300 1.15 1.00 1.00 0.02 38.6 1,190.3 0.14 207.01.00 25.9 1.00
1.00 Length = 16.50 ft 2 0.658 0.125 1.15 1.300 1.15 1.00 1.00 0.49 783.5 1,190.3 0.14 207.01.00 25.9 1.00
1.00 +D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.084 0.122 1.25 1.300 1.15 1.00 1.00 0.07 109.2 1,293.8 0.15 225.01.00 27.4 1.00
1.00 Length = 16.50 ft 2 0.632 0.124 1.25 1.300 1.15 1.00 1.00 0.52 817.6 1,293.8 0.15 225.01.00 27.9 1.00
1.00 +D+0.750L+0.750S+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.032 0.125 1.15 1.300 1.15 1.00 1.00 0.02 38.6 1,190.3 0.14 207.01.00 25.9 1.00
1.00 Length = 16.50 ft 2 0.658 0.125 1.15 1.300 1.15 1.00 1.00 0.49 783.5 1,190.3 0.14 207.01.00 25.9 1.00
1.00 +D+0.60W+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.051 0.203 1.60 1.300 1.15 1.00 1.00 0.05 83.8 1,656.0 0.32 288.01.00 58.5 1.00
1.00 Length = 16.50 ft 2 0.997 0.278 1.60 1.300 1.15 1.00 1.00 1.04 1,651.0 1,656.0 0.44 288.01.00 80.1 1.00
1.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.086 0.180 1.60 1.300 1.15 1.00 1.00 0.09 143.2 1,656.0 0.29 288.01.00 51.9 1.00
1.00 Length = 16.50 ft 2 0.887 0.256 1.60 1.300 1.15 1.00 1.00 0.93 1,469.5 1,656.0 0.41 288.01.00 73.7 1.00
1.00 +D+0.750L+0.750S+0.450W+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.044 0.175 1.60 1.300 1.15 1.00 1.00 0.05 72.5 1,656.0 0.28 288.01.00 50.3 1.00
1.00 Length = 16.50 ft 2 0.866 0.225 1.60 1.300 1.15 1.00 1.00 0.90 1,434.1 1,656.0 0.36 288.01.00 64.9 1.00
1.00 +0.60D+0.60W+0.60H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.041 0.167 1.60 1.300 1.15 1.00 1.00 0.04 68.4 1,656.0 0.26 288.01.00 48.1 1.00
1.00 Length = 16.50 ft 2 0.808 0.252 1.60 1.300 1.15 1.00 1.00 0.84 1,337.7 1,656.0 0.40 288.01.00 72.5 1.00
1.00 +D+0.70E+0.60H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.023 0.090 1.60 1.300 1.15 1.00 1.00 0.02 38.6 1,656.0 0.14 288.01.00 25.9 1.00
1.00 Length = 16.50 ft 2 0.473 0.090 1.60 1.300 1.15 1.00 1.00 0.49 783.5 1,656.0 0.14 288.01.00 25.9 1.00
1.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.023 0.090 1.60 1.300 1.15 1.00 1.00 0.02 38.6 1,656.0 0.14 288.01.00 25.9 1.00
1.00 Length = 16.50 ft 2 0.473 0.090 1.60 1.300 1.15 1.00 1.00 0.49 783.5 1,656.0 0.14 288.01.00 25.9 1.00
1.00 +0.60D+0.70E+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.014 0.054 1.60 1.300 1.15 1.00 1.00 0.01 23.1 1,656.0 0.09 288.01.00 15.5 1.00
1.00 Length = 16.50 ft 2 0.284 0.054 1.60 1.300 1.15 1.00 1.00 0.30 470.1 1,656.0 0.09 288.01.00 15.5 1.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in Span Load Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.60W+H10.0000 0.000 -0.6215 0.000
+D+0.60W+H 2 1.6370 8.388 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 0.376 0.641
Max Upward from Load Combinations 0.376 0.494
Max Upward from Load Cases 0.342 0.641
+D+H 0.171 0.110
+D+L+H 0.171 0.110
+D+Lr+H 0.236 0.185
+D+S+H 0.171 0.110
+D+0.750Lr+0.750L+H 0.220 0.166
820 N Euclid St
03/27/23
Wood Beam
LIC# : KW-06014559, Build:20.22.12.28 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022
DESCRIPTION: 2x8 Rafters @ 24" o.c. (Wind Condition_Downward) (Strength Check)
Project File: 2x8 Joist @ 24 O.C.ec6
Project Title:
Engineer:
Project ID:
Printed: 17 JAN 2023, 4:46PM
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 0.171 0.110
+D+0.60W+H 0.376 0.494
+D+0.750Lr+0.750L+0.450W+H 0.374 0.455
+D+0.750L+0.750S+0.450W+H 0.325 0.398
+0.60D+0.60W+0.60H 0.308 0.451
+D+0.70E+0.60H 0.171 0.110
+D+0.750L+0.750S+0.5250E+H 0.171 0.110
+0.60D+0.70E+H 0.103 0.066
D Only 0.171 0.110
Lr Only 0.065 0.076
W Only 0.342 0.641
H Only
820 N Euclid St
03/27/23
Wood Beam
LIC# : KW-06014559, Build:20.22.12.28 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022
DESCRIPTION: 2x8 Rafters @ 24" o.c. (Wind Condition_Uplift) (Strength Check)
Project File: 2x8 Joist @ 24 O.C.ec6
Project Title:
Engineer:
Project ID:
Printed: 17 JAN 2023, 4:46PM
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 = 1.50 ft, (Existing Roof Dead Load)
Uniform Load : Lr = 0.020, W = -0.0330 ksf, Extent = 0.0 -->> 1.80 ft, Tributary Width = 1.50 ft, (Existing Roof Live & Wind Load)
Load for Span Number 2
Uniform Load : D = 0.00810 ksf, Tributary Width = 1.50 ft, (Existing Roof Dead Load)
Point Load : D = 0.0280, W = -0.3050 k @ 0.950 ft, (Solar Panel Load)
Point Load : D = 0.0280, W = -0.3050 k @ 5.40 ft, (Solar Panel Load)
Uniform Load : Lr = 0.020, W = -0.0330 ksf, Extent = 13.60 -->> 16.50 ft, Tributary Width = 1.50 ft, (Existing Roof Live & Wind Load)
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.841: 1
Load Combination +D+H
Span # where maximum occurs Span # 2
Location of maximum on span 7.466 ft
25.90 psi=
=
931.50 psi
2x6 Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+H
=
=
=
162.00 psi==
Section used for this span 2x6
Maximum Shear Stress Ratio 0.160 : 1
2.000 ft=
=
783.53 psi
Maximum Deflection
122 >=70
202
Ratio =168 >=120
Max Downward Transient Deflection 0.678 in 70 Ratio =>=70
Max Upward Transient Deflection -1.622 in Ratio =
Max Downward Total Deflection 0.237 in Ratio =>=120
Max Upward Total Deflection -0.284 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : Lr Only
Span: 2 : W Only
Span: 2 : +D+Lr+H
Span: 2 : +0.60D+0.60W+0.60H
.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+H 0.0 0.00 0.00.0
1.00 Length = 2.0 ft 1 0.041 0.160 0.90 1.300 1.15 1.00 1.00 0.02 38.6 931.5 0.14 162.01.00 25.9 1.00
1.00 Length = 16.50 ft 2 0.841 0.160 0.90 1.300 1.15 1.00 1.00 0.49 783.5 931.5 0.14 162.01.00 25.9 1.00
1.00 +D+L+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
820 N Euclid St
03/27/23
Wood Beam
LIC# : KW-06014559, Build:20.22.12.28 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022
DESCRIPTION: 2x8 Rafters @ 24" o.c. (Wind Condition_Uplift) (Strength Check)
Project File: 2x8 Joist @ 24 O.C.ec6
Project Title:
Engineer:
Project ID:
Printed: 17 JAN 2023, 4:46PM
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i CLx CCCM C F rt
Shear ValuesMax Stress Ratios
M CD V fb M fv F'b V F'vSegment Length Cfu
1.00 Length = 2.0 ft 1 0.037 0.144 1.00 1.300 1.15 1.00 1.00 0.02 38.6 1,035.0 0.14 180.01.00 25.9 1.00
1.00 Length = 16.50 ft 2 0.757 0.144 1.00 1.300 1.15 1.00 1.00 0.49 783.5 1,035.0 0.14 180.01.00 25.9 1.00
1.00 +D+Lr+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.103 0.124 1.25 1.300 1.15 1.00 1.00 0.08 132.8 1,293.8 0.15 225.01.00 27.9 1.00
1.00 Length = 16.50 ft 2 0.642 0.137 1.25 1.300 1.15 1.00 1.00 0.52 831.1 1,293.8 0.17 225.01.00 30.9 1.00
1.00 +D+S+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.032 0.125 1.15 1.300 1.15 1.00 1.00 0.02 38.6 1,190.3 0.14 207.01.00 25.9 1.00
1.00 Length = 16.50 ft 2 0.658 0.125 1.15 1.300 1.15 1.00 1.00 0.49 783.5 1,190.3 0.14 207.01.00 25.9 1.00
1.00 +D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.084 0.122 1.25 1.300 1.15 1.00 1.00 0.07 109.2 1,293.8 0.15 225.01.00 27.4 1.00
1.00 Length = 16.50 ft 2 0.632 0.124 1.25 1.300 1.15 1.00 1.00 0.52 817.6 1,293.8 0.15 225.01.00 27.9 1.00
1.00 +D+0.750L+0.750S+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.032 0.125 1.15 1.300 1.15 1.00 1.00 0.02 38.6 1,190.3 0.14 207.01.00 25.9 1.00
1.00 Length = 16.50 ft 2 0.658 0.125 1.15 1.300 1.15 1.00 1.00 0.49 783.5 1,190.3 0.14 207.01.00 25.9 1.00
1.00 +D+0.60W+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.033 0.101 1.60 1.300 1.15 1.00 1.00 0.03 54.8 1,656.0 0.16 288.01.00 29.0 1.00
1.00 Length = 16.50 ft 2 0.299 0.108 1.60 1.300 1.15 1.00 1.00 0.31 495.7 1,656.0 0.17 288.01.00 31.1 1.00
1.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.024 0.047 1.60 1.300 1.15 1.00 1.00 0.02 39.3 1,656.0 0.07 288.01.00 13.6 1.00
1.00 Length = 16.50 ft 2 0.127 0.054 1.60 1.300 1.15 1.00 1.00 0.13 210.9 1,656.0 0.09 288.01.00 15.6 1.00
1.00 +D+0.750L+0.750S+0.450W+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.019 0.052 1.60 1.300 1.15 1.00 1.00 0.02 31.4 1,656.0 0.08 288.01.00 15.1 1.00
1.00 Length = 16.50 ft 2 0.113 0.060 1.60 1.300 1.15 1.00 1.00 0.12 186.9 1,656.0 0.09 288.01.00 17.1 1.00
1.00 +0.60D+0.60W+0.60H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.042 0.138 1.60 1.300 1.15 1.00 1.00 0.04 70.2 1,656.0 0.22 288.01.00 39.7 1.00
1.00 Length = 16.50 ft 2 0.479 0.142 1.60 1.300 1.15 1.00 1.00 0.50 793.0 1,656.0 0.23 288.01.00 41.0 1.00
1.00 +D+0.70E+0.60H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.023 0.090 1.60 1.300 1.15 1.00 1.00 0.02 38.6 1,656.0 0.14 288.01.00 25.9 1.00
1.00 Length = 16.50 ft 2 0.473 0.090 1.60 1.300 1.15 1.00 1.00 0.49 783.5 1,656.0 0.14 288.01.00 25.9 1.00
1.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.023 0.090 1.60 1.300 1.15 1.00 1.00 0.02 38.6 1,656.0 0.14 288.01.00 25.9 1.00
1.00 Length = 16.50 ft 2 0.473 0.090 1.60 1.300 1.15 1.00 1.00 0.49 783.5 1,656.0 0.14 288.01.00 25.9 1.00
1.00 +0.60D+0.70E+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00
1.00 Length = 2.0 ft 1 0.014 0.054 1.60 1.300 1.15 1.00 1.00 0.01 23.1 1,656.0 0.09 288.01.00 15.5 1.00
1.00 Length = 16.50 ft 2 0.284 0.054 1.60 1.300 1.15 1.00 1.00 0.30 470.1 1,656.0 0.09 288.01.00 15.5 1.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in Span Load Combination Span Max. "+" Defl
Overall Maximum Deflections
W Only 1 0.6782 0.000 0.0000 0.000
W Only20.0000 0.000 -1.6221 7.651
.
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 0.236 0.185
Max Upward from Load Combinations 0.236 0.185
Max Upward from Load Cases 0.171 0.110
Max Downward from all Load Conditio -0.600 -0.242
Max Downward from Load Combinations -0.257 -0.080
Max Downward from Load Cases (Resis -0.600 -0.242
+D+H 0.171 0.110
+D+L+H 0.171 0.110
820 N Euclid St
03/27/23
Wood Beam
LIC# : KW-06014559, Build:20.22.12.28 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022
DESCRIPTION: 2x8 Rafters @ 24" o.c. (Wind Condition_Uplift) (Strength Check)
Project File: 2x8 Joist @ 24 O.C.ec6
Project Title:
Engineer:
Project ID:
Printed: 17 JAN 2023, 4:46PM
Project Descr:
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
+D+Lr+H 0.236 0.185
+D+S+H 0.171 0.110
+D+0.750Lr+0.750L+H 0.220 0.166
+D+0.750L+0.750S+H 0.171 0.110
+D+0.60W+H -0.189 -0.036
+D+0.750Lr+0.750L+0.450W+H -0.050 0.057
+D+0.750L+0.750S+0.450W+H -0.099 0.000
+0.60D+0.60W+0.60H -0.257 -0.080
+D+0.70E+0.60H 0.171 0.110
+D+0.750L+0.750S+0.5250E+H 0.171 0.110
+0.60D+0.70E+H 0.103 0.066
D Only 0.171 0.110
Lr Only 0.065 0.076
W Only -0.600 -0.242
H Only
820 N Euclid St
03/27/23
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
Hip Roof =
ϒe=
ϒa=(Refer ASCE 7-16, Figure 29.4-8)
12
34
21.1
74
27° < θ ≤ 45°
1.5
13.76
8.0
41.1
95
B
30
0.70
Enclosed
0.8
zmin = 30
7
1
49.43
1
0.85
But Nguyen
PE
17-01-2023
1200
820 N Euclid St
03/27/23
Project :
Project Number:
By :
Date :
But Nguyen
PE
17-01-2023
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
Zone 1
Zone 2 0.14
Pressure ASD (0.6W)(psf)
-12.9
-19.8 9.3 183.3 1286
DCR
9.3 119.1 1286 0.09
Capacity (lb) Tributary Area (ft 2) Uplift (lb) Zone
0.5
225
2
1.4
1286
36
0.6
9.9
(Measured from top of the framing member to tapered tip of lag screw,
embedment in sheathing and tapered tip of screw is not included )
DF
-33.02
-1.3
-21.46
-33.02
16.0
37
9.3
1/4
1.6
2.5
-2
820 N Euclid St
03/27/23
Project :
Project Number:
By :
Date :
Seismic Ground Motion Values
But Nguyen
PE
17-01-2023
820 N Euclid St
03/27/23
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 = psf0.77
3.09
6.17
1.16
3.61
F P = ((0.4 x ap x SDS x Wp)/ (Rp / Ip)) x
((1+2(z/h)) =3.09 psf
30
1
Height in structure at point of attachment,
z =
30 ft
1.00
1.50
1.07
1.00
Seismic Coefficients for Mechanical
and Electrical components =
Component Response Modification
Factor, Rp=
1.50
But Nguyen
PE
17-01-2023
12 Other mechanical or electrical components.
(Refer ASCE 7-16, Table 13.6 -1)
820 N Euclid St
03/27/23
Project :
Project Number:
By :
Date :
But Nguyen
PE
17-01-2023
Check for Increase in overall seismic loads
Array Area = ft2
Number of Arrays =
Total Array Area = ft2
Array Load = psf
Number of Existing Arrays =
Existing Area = ft2
Total Array Wt. = lb
Total Roof Area = ft2
DL of Roof = psf
Total Wt. of Roof = lb
Increase in Seismic Wt. = <
24.09
75136
2.1% 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
25
528.02
3118.4
3.00
1584.1
0
0.00
820 N Euclid St
03/27/23
820 N Euclid St
03/27/23
0123467338
9718121 8
0411186683
30
686 8 0 6
432
67338 3
6733834
833604
98
1
2346
1
92
941 308 3
4
8
43 3 63
8!3
30
68
6 8 0 6
9"
8
8#603
7
#0
816 8
673386
$3
6
%& %
'()*+,-(.,+)//
0 134
34610 2
06 "#
93456#7008 2
39:;<#4=>?>4<:@6=A@BC49
'D'E,F'GFF*+DH 36
!04
834
#!1234
!0136#
941 3086
83
2
0
8 9
60 3#8692
34
97181
60 3#8692
44 10 8
16
!334 1836
I 8730184 0814
68 34187361 4926683
12343&
68
!41167 011481167
43J
433864
!8730168408
197 63B 1
6 38 0168408
194103436 4387361 3
436916
818730184 0814
68 34B
I 4334813 3084
0 4 1
!92 0149 3 38
3
14 8
1B
I
0 63101
0838133684084 4 1
!6
3 3084
0 4 1
!68731684
!
43J
4338667 !1234B
I 8730184 0814
68 3467 234
3&
68
!
!
14 8
167117
36
16411819
941 308
16380B8 18
8733!
3341
60439 0
3694
1481
68 8
161926683B
I 8730184 0814
68 3467 234
0114
833&
68
!193
!6411819
86238
9
936380B671114 1
!6B
87343
6
60439 0381334 1
!6
8
6873
0184 08146
68 34K6436916
88118
3!
33494
148193414
!873114LB
I 0168408
1
6813934143
684
08
0114 031
87 99
0 3811018M
68 8343! 8
16 14 18734!1234
!
1
36B
I 11860 3873634 1
!663
36
16B
0184 0814680108411642381234
36
16671119 94
1481
68 8
1B
87343
6
60439 0
8
60184 0814
68 34K6
436916
88118
8733!
334
3
83 B
I 10 83
43 61843J
4
!9 03381!41
3461234193
!6607 61146141
116B
I 10 83 86841!91
861
!0168408
1
10 8
1617343 0036691
81361801
08
1
87123473 168408
16607 68433
6
1
436146
!6B
I
6013083 6687 233
0 830 3 4
1684083114L
!69 0318 36687 K339
B0K1
38118 36687 2B0K 1231 L 3
64 036
4181
684
8
19 3 B
I 61 41 363J
938 38
0
019138681313B
I 92 44 18813&0337
!736891
81873411B
I 4 9
67811
6 08
23 8873
234834873 0
601308B
92 0123467338
92 6
839 1
874119
92 4119 1
871 36
92 88 073838
6
92 4 07 18
92 03 3084
0
3
!4
92 23 3084
0 0 0 8
1
92 9 0 46M1 4
! 3 6
92
8
1 1836
92 N 3J
9386930673386
67338
3&
780 7 17 JB03 6JB93 L1 L ! N7 181 36
780 397 63334!
J9 6 6
041
2348346
78 08
11&
78 2 4 8330 164378 4 83
6342
039 3
1
8778
6013086
782 163 0
601308
78397 63
J01
341&
01 36 411183 BO10B 030O1 0
411893# 88
3411
4114 3# %&%4 8346? %1B0B
6814# 8116814
611 1 # 96
1
6933# 097
1
3&91643#
4
6L0 83!14#
0114
83# B0 B
0
14
3 3084
0 01370308
0
14
!0137008
0
14
436
38
01370408
0
14
!43301370!08
0
14
307
0 0137008
0
14
9
!01370908
0
14
334!01370308
0
430138
8 3 699 338 18734
10 3386
G-P+*Q,F'-H36
RSTUVRWRX
YZ[\XW]U^RWRX
]_`ab_a`cdefdg
BLDG# 101114328 ISS. 03/24/2023
ELEC# 20179067 ISS. 03/24/2023
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.
820 N Euclid St
03/27/23
012
341157891
341157 9 10
851
13057
21037
2
0157891
0758011831
57 17
71
35
38758878 8 38
87!
55 "31
84
"5 #38758878
341153$1
873
%& %
'()*+,-(.,+)//
0 11 0
87
103782
3 !"
3456"70082
19:;<"4=>?>4<:@6=A@BC49
31341153
820 N Euclid St
03/27/23
012
341157891
341157 9 10
851
13057
21037
2
0157891
0758011831
57 17
71
35
38758878 8 38
87!
55 "31
84
"5 #38758878
341153$1
873
%& %
'()*+,-(.,+)//
0 11 0
87
10378 2
3 !"
3456"700 8 2
19:;<"4=>?>4<:@6=A@BC49
31341153
820 N Euclid St
03/27/23
012
341157891
341157 9 10
851
13057
21037
2
0157891
0758011831
57 17
71
35
38758878 8 38
87!
55 "31
84
"5 #38758878
341153$1
873
%& %
'()*+,-(.,+)//
0 11 0
87
10378 2
3 !"
3456"700 8 2
19:;<"4=>?>4<:@6=A@BC49
31341153
820 N Euclid St
03/27/23
012
341157891
341157 9 10
851
13057
21037
2
0157891
0758011831
57 17
71
35
38758878 8 38
87!
55 "31
84
"5 #38758878
341153$1
873
%& %
'()*+,-(.,+)//
0 11 0
87
10378 2
3 !"
3456"700 8 2
19:;<"4=>?>4<:@6=A@BC49
31341153
820 N Euclid St
03/27/23
012
341157891
341157 9 10
851
13057
21037
2
0157891
0758011831
57 17
71
35
38758878 8 38
87!
55 "31
84
"5 #38758878
341153$1
873
%& %
'()*+,-(.,+)//
0 11 0
87
10378 2
3 !"
3456"700 8 2
19:;<"4=>?>4<:@6=A@BC49
31341153
820 N Euclid St
03/27/23
012
341157891
341157 9 10
851
13057
21037
2
0157891
0758011831
57 17
71
35
38758878 8 38
87!
55 "31
84
"5 #38758878
341153$1
873
%& %
'()*+,-(.,+)//
0 11 0
87
10378 2
3 !"
3456"700 8 2
19:;<"4=>?>4<:@6=A@BC49
31341153
820 N Euclid St
03/27/23
012
341157891
341157 9 10
851
13057
21037
2
0157891
0758011831
57 17
71
35
38758878 8 ! 38
87"
55 #31
84
#5 $38758878
341153%1
873
&'!&
()*+,-.)/-,*00
11 0
87
10378 2!
3 "#! !
3456#7 8 2
19:;<#4=>?>4<:@6=A@BC49
31341153
820 N Euclid St
03/27/23
012
341157891
341157 9 10
851
13057
21037
2
0157891
0758011831
57 17
71
35
38758878 8 ! 38
87"
55 #31
84
#5 $38758878
341153%1
873
&'!&
()*+,-.)/-,*00
1 21 0
87
10378 !
3 "#! !
3456#711 8
19:;<#4=>?>4<:@6=A@BC49
31341153
820 N Euclid St
03/27/23
012
341157891
341157 9 10
851
13057
21037
2
0157891
0758011831
57 17
71
35
38758878 8 38
87!
55 "31
84
"5 #38758878
341153$1
873
%&%
'()*+,-(.,+)//
0 11 0
87
10378 2
3 !"
3456"700 8 2
19:;<"4=>?>4<:@6=A@BC49
31341153
820 N Euclid St
03/27/23
012
341157891
341157 9 10
851
13057
21037
2
0157891
0758011831
57 17
71
35
38758878 8 38
87!
55 "31
84
"5 #38758878
341153$1
873
%& %
'()*+,-(.,+)//
011 0
87
10378 2
3 !"
3456"700 8 2
19:;<"4=>?>4<:@6=A@BC49
31341153
820 N Euclid St
03/27/23
0123456
0173826
09 3226
0593 76
783886
26
2
16
1
96
6
!""#
!$
!
!"
$!"
$
!"
! % 8%7 7 !
&'
17 (
( 279
) 227 81
'*
* ' "#
+
, 9
-./012 3.421 /55
841 !
!" 25 9
) * 927 9
6789 * :442;
2 5
77
<=>?* 7@ABA7?=C9@DC3E7<
!""#
F * % 7 G 6
H.I2J
3 ! K ( $!!(
" ( !$ ( 3
" L "# & !L
' "! &3
1..M 0552-- 3.NHI " ! " " !K!
"# &!" ! "$! " & "
"! ""!( " !" & " "# & " !"
"" ! " " " " # "$!
"!" ! ( ! "! & 3
: ; 78 $%8 ! "! : ; 8
! !$ : ; 7
7 "
:; ' !
: ; %8 "! &!! "
! :9%1 "$ !""#;
: ; " ",
: ; 5 " # "
: ; K " ! ", 8
, &
!$ '
!"!'
!"!'
!"!'
!"!'
:; #
:; ! :'3;
:; & :'3;
:; !! :'3;
!""# "
O PQ
RST
U VW
X YZY[U Y\P
"
"!'
"
!""# )
:8; K3 K3] "
]
& ^ :8 ; "
!""# )7
:; K3 K3] "
]
& ^ :8 ; "
:; '
_` abc _d_e
fgh i ed jbk _d_e
jlmnolnmpq rsqt
820 N Euclid St
03/27/23
012
34
5
63
17 87
9
9
9
4 03
4 637
20241 5
4
5
9
5 81 03
6 99 0 04
76 !6"
9 61 24#
40 00 0#109640
05 $9
6 "%41
08
%1 " &40 00 0
44 '
0 4 7
(
)*+,-./*0.-+11
2 3772
0 24 10
14 7$% 9
54567%8229
9 9
:;<=%5>?@?5=;A7>BACD5:
&5 0 3
3 26 4
&5 0 3 3 26 4
)1,+.E F
G
3 26 "5#2 3 4 4H3 !
637 &3 26 4F923 26 4
3 26 "5F0 30IC1 4IC50J26 7 J3
! K839
3 26 4
3 26 3 !FC2 74 99CJ!C
3 26 2 3 4 4FC( C F9 C 94&
6 3 ! &00"F9C54&
L5 637 ! 4#4J" !40 2310 10 440
71 2#3 2#
62
102C
M*N.E0160 &1 2 40 20&48 4039
10 430"0"C 40 530 6&016849
40 0 !6 2 40 2 ! 2450 4&
0013 4
! 2
6 "3
012 41 1
86 1 7 (
63
012
87
345 30 4 150
1 26
#0 1&0
8 & 7461 9
1 3 "
504 I1 37 17
0&4
&0013
-OPQRSRPT/-*UVMW,--,X)N,Y.
+.))NZ,MOO[*\N*N,+-**\
,-.,R0Z.MNZ.,--,X)N,Y.+.))
NZ,MOO[0.1,M]^)NV\X,MG _`
).Na,1Y*Ma*NZ)Vb.)*\NZ.
-VbW.R0Z.MVNN,Y.)c*-.NZ,M
OO[*\NZ.-**\,-.,0.c^)N
^).,Od).Na,1Y),NNZ.-VbW.R
0 &00%
C?efg
00 &00"4%
C( C 850 2 3 4 49
C( C F9 C 9?efg8550 9
9 C 9?efg
>;67=(92>;67=?F29C9?efg
8 0 50 009
51 0! & 0 &00%
829C9?efg C?efg98 9F Ch
50 464 Ch &
0 &00
7 &30 0 4
I6 53 I"241 5
0 6 014340 2020
20J
45 17 245 1705 4 42J
3 21 035 9 6 40 0&4 43 21 035
21 035 6 40 0&4 4 21 035
0013 6 014 0 J0
! 6 2 ! 6!! 6 2 6!
00"00H &0010 1 4
&$ &
3 26 4
00"
00
84eC&gC9
&
00
84eC&gC9
&
00
1 27"
00"8h9
$ 92C29C2 2 C
$9 99C C2 C99
&241 5
&"5& 0 &
& &
0' 360&4
4 '
0&4
4501 !
$ i 9i 9j C1C
$9 i i 9j C1C
896 "3
8 9 !031 26
6 8 1407 &9
8 90 &642012 41 1
8 9 504 I1 37 7 (
&$
8 90 30IC1 4IC50J26
7 J3
! K8393 26 4
&$9
8 90 30IC1 4IC50J26
7 J3
! K8393 26 4
8 986 1 7 (
899(0&4@ C1C8"5C9
8 9896 014 0 J0
0013 4450120 C1C
89& 0 &8"5C9
8 96 014340 2020 8"5C9
klmnopqlr
nstuvw
rxo
lsqlpqlr
& 5030"
& 5030"
& 5030"
& 5030"
& 5030"
& 5030"
C
C
5 0 13 26 4
0 30IC1 4IC50J26
7 J3
! K839
&$
y
0' 36
9y
&$9
y
0' 36
y
891 3 "
& 5030"
8 99 002 1 46
8 900230 4 1
50 3 8 99
9030
2 41 14
zs{|qowm
& 5030"
& 5030"
}~}}
}}
820 N Euclid St
03/27/23
012
341157891
341157 9 10
851
13057
21037
2
0157891
0758011831
57 17
71
35
38758878 8 38
87!
55 "31
84
"5 #38758878
341153$1
873
%& %
'()*+,-(.,+)//
0 11 0
87
10378 2
3 !"
3456"700 8 2
19:;<"4=>?>4<:@6=A@BC49
855849175
158
855849175
158
381"753D
855849175
158717801
2118
381"753E
F(G,H85 80#7
57387
08#51037031898
857398 280 B735810987 #85 010738
7358857
171387
1771101
3873#0
8558491753
IJKLMNOPQRST
IJKQJUVWXTNTYWJPWVP
VWUR
VOOZ[PSX\NSN]VWJS
QJUVWXTORWV^OO\WY_
`abcNUJa
SN]SPNSJY
I`K_[deTYWUJRSTTTYSSRRWf
]ORYWJPTTSLPNgWT^SVh`abe
NUJUNQNSN]SPNSJYVSiQUVSP
SJRWVfSPMUSg
IJKLMNOPQRST
ISK`cjkcVWZYSVTl_kcOaX
m0%
m0%
ISKZRWYYURSVOOZ
]QURPUJfTYVQXYQVS
ISKZRWYYURSVOOZ
B2%
B2%
nopqrnsnt
uvwxtsyqznsnt
y{|}~{}|
nvo|p{u|yo~
¡p{¢
820 N Euclid St
03/27/23
012
341157891
341157 9 10
851
13057
21037
2
0157891
0758011831
57 17
71
35
38758878 8 38
87!
55 "31
84
"5 #38758878
341153$1
873
%& %
'()*+,-(.,+)//
0 11 0
87
10378 2
3 !"
3456"700 8 2
19:;<"4=>?>4<:@6=A@BC49
08748 5
08748 5
'/*),D %EF%G
708487148HB13HB18I
I9J7189
13
7081748311710 H 3 39072105103
78 0874#9
13K
78 0874#9
1377151
7808110 0874
%0
1K
2%#0185418
B%
B
%
452589
13
487148HB13HB18I
I9J718
0#!
78487148HB13HB18I
I9J7189
13
0#!
78487148HB13HB18I
I9J7189
13
LMNO PQRMS
OTUVWX
SYP
MTRMQRMS
%#0185418
%#0185418
%#0185418
%#0185418
2%#0185418
2%#0185418
7081748311710 H 3 3
9072105103
0874!
0874!
2%#0185418
ZT[\RPXN
2%#0185418
2%#0185418
]^_`ab_]c]d
820 N Euclid St
03/27/23
012
341157891
341157 9 10
851
13057
21037
2
0157891
0758011831
57 17
71
35
38758878 8 ! 38
87"
55 #31
84
#5 $38758878
341153%1
873
&'!&
()*+,-.)/-,*00
11 0
87
10378 2!
3 "#! !
3456#7 8 2
19:;<#4=>?>4<:@6=A@BC49
1150871
8 089
-*-0D,E0+**EF-GE+H,+I
(0+*-J753K
1'357
0 7
7
3 3519
51097850878358 1
77150850 7L8 175 8
90721051037 08740 5"
90721051037 08740 5"
78"81 5417
78" 81 5417 7
7&1957
50 7
M 85118
8
8
8
78M8 1
782"2 801 7
1748311710
M 3! 3 2
9072105103
778174831M
9 710 '778 757 '
7788
37715
2877$ 31
28
$9851083
1M 9175 M5
13057
38029
1 487148MB13MB18L
L9 N7189
13
7210510 1748311710 M 3! 39072105103
757 '22 898' 7 53 9 751
70$$0101O7
55087357
9 710 '174831M9 710 '
8
37715 28 2877$ 31
71980 351
31021$11
3 01#
31
2
510489910
751077157
P0 11!B7Q87878
55 $11
N380 8L$11
8N8R8
330857 SP
8SPR 8
(-,TE0-EFU)V
9
13'B8RB8
B8'BR!B 8
78" 81 5417
78" 81 5417 7
7&1957
50 7
3 35193%1#S1RBW1
3 35193%1#7S!BSB !8R BW18
78487148MB13MB18L
L9 N7189
13
781748311710 M 3! 39072105103
78 0874$9
13O
78 0874$9
1377151
7808110 0874
X
77882
018L10
YZZ[
8
01578
55 91510
4831 1
22 24\
YZZ[
5
1'3857
8
3
].H,+G-I(.J 13
778280851
173 017788
0851
98731021
8711547788
987
377153
7788987 018L10 7788987
018L10
^_`abc`^d^e
820 N Euclid St
03/27/23
012
341157891
341157 9 10
851
13057
21037
2
0157891
0758011831
57 17
71
35
38758878 8 ! 38
87"
55 #31
84
#5 $38758878
341153%1
873
&'!&
()*+,-.)/-,*00
1 21 0
87
10378 !
3 "#! !
3456#711 8
19:;<#4=>?>4<:@6=A@BC49
11508
8 857
3809
131$8573
987 $85 0109
1"487248DB13DB18E
E
9 F7289
13
29!B
9B!!
21B
3B
9
1
91737 !B&GB&2GB&
755C38
721051031$8573
987 $85 0109
1"1748311710 D 3! 3
7978 5 5258 1 28
7978 5 5 00175 B8
89 1755191085 01313
218541035857#5 35798$
010
2519H
89 17551974 4519I8 H
7
541 4578 210$8 ! &
0$5519H
7
505191085 010851770$8 H
7
505191085 0108517$$0$8 !1H
9
15191085 011$$175$24C B!IH
10175$28 13 7 9 10$ 00175
800 7 7
5037195
B
B!!
B1
115088 857
381#753J
115087513
B881D 91755 1351
05410705 87
8 11
$0538857B
B887
503348 110 0851
$0287
K!1
1 011215172079175B
B8207 7
5 87
08128 39 751
70$53348 10 51
015 5 87
851
83318333 1554171801350
1 4 0281 B
B820E7 180871380 7
871287
1'357 115081D 91753489 2541BB
1B8
0827 37
851541 1710880087 19175$3 35193B750850348$ 073487113380 5153 3 053 $557 387
81330135$ $
88 1
1387
3587
80
3B
B8241013%13$ 757 '13 08128 3 87
7
538017531$1
5417508503483%1541980
7 B
!B88201510978573348 1800851 8 11
87
018
23 1B
B89
1 0 7
7 35 173581
1521179
1$089187
9
13 0508 10541 0 7
7 987 $85 010L37350 57B
B89
13 05085 1 7
1
5757 310 B1BB28211 03
58 7 B
B8541805 $541 0 7
1
7
503371 8521
87
508985 8 8573#
$09 757 '5
89 1755191085 018
359175$01'31
7
5
101B17 8787C8#7! &0 18
1'151
2015197H8#H
519001571058 1B17 8787:8#B
"$ 00175800 7 7
503#
7
5$00157101B17 8787:8#B
0 57
503%1#82
0 57
508985 #8
01D 01
0 57
508985 101 B 78K 8#
B1'"9072105103798'B 087417 548'98' 5 5
00175
B1''B8M B8
10851
8985 $0 57
5010158 1
B17 8787:8
51900B10158 1B17 8787:8'
7
5$00B101B17 8787:8'
0 57
508985 M
B 'B 'MB!8
87
508985 8 8573#
$09
"$72105103#1
1'151
2015197H8#H
519001571058 1B17 8787:8#B
"$ 00175800 7 7
503#
7
5$101B17 8787:8#B
0 57
503%1# 82
0 57
508985 #118
01D 01
0 57
508985 101 B 7 8#
B1'"9072105103'98' 5 5 00175M
B1'1'BM!B 8
51900B10158 1B17 8787:8'
7
5$00B101B17 8787:8'
0 57
508985 M
B 'B'11M1B!8
013 534
1 01851054877 B885410231133541
1750 $00 57
503%187
8985
013 534
1 01851054877!B 885410231133541
1750 $00 57
503%187
8985
NOPQRSPNTNU
820 N Euclid St
03/27/23
012
341157891
341157 9 10
851
13057
21037
2
0157891
0758011831
57 17
71
35
38758878 8 38
87!
55 "31
84
"5 #38758878
341153$1
873
%&%
'()*+,-(.,+)//
0 11 0
87
10378 2
3 !"
3456"700 8 2
19:;<"4=>?>4<:@6=A@BC49
18077 8 13D
880
1105543
7 3833 1
#09541
#17 3 013154
377153851
833417
85"98731021871D 55 91510
8
37715D9 710 &
71
35
778280851
173 01778
80851
98731021871154
7788987
377153
718 55 91510
778174831E9 710 &
77829
13
7782877# 31
8
37715
/*FGH(IJ
KF)GH-),'(F+/,'(L-(.,+
.*+IHIM
1103 01 5 5
77157
7501851543
210 00175
121
N
8 1857"
1957
508118 3
710
1"12 B7
878
8 1857"
75#751077157
0
5791510
10B7 87878D12 B0 8
1150834O48$80
.*+IHIM
8 1857"
7210510738 8
37715738 8
9 7108717#88 18B
10
1738"1"12B0
7878D12 B7 8
B0
8 1857"
8
37715738 452583 351975#
751077157B
10
1738"1"2 B0
'()*+-P'Q'G,K,RFH--,S
.HGT+*-HS'TFGS(.I
'()*+,),/G+H/
-P-*I,)'
8 1857"
707901548597#58#0954131021
377157
91873514454123 3519380177151
B
10
1738"12 B0278 #0BB
N
%
%
-T(G(P()G*H/*/SH'/(II,/G
K*HI-T(G(P()G*H/
'Q'G,KSH'/(II,/G
8 1857"
98731021
37715 55 91510
710
1"12 B7 88
5431E 9175#1
9 513 013558
0857 #8210 00175
12131&
7 987110
3 348751&11
8985 # 3 80
.*+IHIM
8 1857"
753#77157 018O10
1"10B7 87878
45258
8
37715
8 1857"
8
37715
12 B7 8
8 1857"
93710
1"10B7
8D
12 B0
/*FGH(I
-T(G(P()G*H/'Q'G,K/H+/FHGH'U*/VL,S
N
8 1857"
31021871#3 9#
018O1031&11
38710857
10B7 87878
8 1857"
55 31021175087191510 7210510
37715#01E 01
884 0
541085738301E 01
884B
10
1738"1"2 B027878
N
N
.*+IHIM
GT,SH'/(II,/GH(I(LGT,
M+(FIS,S/(ISF/G(+W'X
K*Q+,'F)GHI(P,+P()G*M,
(IGT,,RFH-K,IG
N
8 1857"
7210510
10
1"12 B718
YZ[\]^[Y_Y`
820 N Euclid St
03/27/23
012
341157891
341157 9 10
851
13057
21037
2
0157891
0758011831
57 17
71
35
38758878 8 38
87!
55 "31
84
"5 #38758878
341153$1
873
%& %
'()*+,-(.,+)//
011 0
87
10378 2
3 !"
3456"700 8 2
19:;<"4=>?>4<:@6=A@BC49
8
5787513
B 1849
15 1 0 7
1
37 5413 1
771577510
987 #85 010D301E 0191753B83809
13 1E 9175 87
91589717538015 1 7
1
B53541750850D3
01373 5 5735883 191758 0 7
7 1150
1B
B 88E 1387
3 78 101E 01
541851351
57#78578
11508
1B8 1348 191580835 17 0821
0
984710751
787508357 055418E 1B8E 1348
1 201335875#1&31
53 7 45B
B 8
380#1
7
503348 10 7719587
348 18 11
1012 B7 878B
B 1&31
77 00175800 7 91588053#115081E 9175
348 1 0 7
1
780
8711540B00B2788B
0B 7#09713
1258 1851150 55 31021005
77157 7210510B210# 31021258 1315477210510
258 1108578087 1B
2B 5
01E 9175348 1719800851
0 15510B
B 11508750850502
17
51&873775387
87407
50 738301E 01
101B
B 8107 9 35 1010 3 051
12130914878
91873
13 71
87
351
#03 4 31 87
#00#9 751
3 35193 2107 9 35 131 01
87
010 9878 1
757
75851540#3 0#81B1BBBB10177
5711
3
5 19 751
FB078 210#3 0#8159875875191085 01
1085128 13B
GHIJKLIGMGN
820 N Euclid St
03/27/23