HomeMy WebLinkAbout901 N Westwood Ave - PlanBLDG# 101111905 ISS. 3/29/23
ELEC# 20177306 ISS. 3/29/23
BLDG P/C J.Lo, ELEC P/C M. Smith
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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U-BUILDER PROJECT REPORT
VERSION: 3.1.6
PROJECT TITLE
SOLARMOUNT FLUSH
PROJECT ID
A2B79A24
CREATED
June 3, 2022, 3:18 p.m.
NAME
ADDRESS 901 N Westwood Ave, Santa Ana, CA 92703, USA
CITY, STATE Santa Ana, CA
MODULE Trina Solar TSM-DD06M.05(II) 330
Designed by mason.mpwrsolar@gmail.com
SOLARMOUNT FLUSH
Trina Solar
9 - TSM-DD06M.05(II) 330
165.16 ft
2.97 KW
2
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ENGINEERING REPORT
* Distributed Dead Load 2.77 psf
* Average Roof Point Dead Load 16.33 lbs
92703
Plan review
TOTAL NUMBER OF MODULES 9
TOTAL KW 2.97 KW
TOTAL MODULE AREA ~165 ft
Loads Used for Design
BUILDING CODE ASCE 7-16
BASIC WIND SPEED 100.00 mph
GROUND SNOW LOAD 0.00 psf
SEISMIC (SS)1.462
ELEVATION 81.00 ft
WIND EXPOSURE B
TOPOGRAPHICAL FACTOR KZT 1.00
VELOCITY PRESSURE, QZ 15.20 psf
Loads Determined by Zip
CITY, STATE Santa Ana, CA
BASIC WIND SPEED 89.00 mph
GROUND SNOW LOAD 0.00 psf
2
Inspection
PRODUCT SOLARMOUNT FLUSH
MODULE MANUFACTURER Trina Solar
MODEL 9 - TSM-DD06M.05(II) 330
MODULE WATTS 330 watts
MODULE LENGTH 66.85"
MODULE WIDTH 39.53"
MODULE THICKNESS 1.38"
MODULE WEIGHT 41.20 lbs
EXPANSION JOINTS Every 40'
RAILS DIRECTION CROSS-SLOPE
BUILDING HEIGHT 30.00 ft
ROOF TYPE Other
RAFTER SPACING 24.00"
* TOTAL WEIGHT 457.32 lbs
MID CLAMP Universal AF Clamp
END CLAMP Universal AF Clamp
* Calculated based on suggested quantity given on part list.
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Roof Area 1: Array 1
Landscape Modules - Rails Running Across Slope (for rails with attachments > 3)
SOLARMOUNT LIGHT RAIL SPANS
[IN]
1, 2E 2N, 2R, 3E 3R
DESIGN SPAN (NON-EXPOSED)48 48 48
DESIGN SPAN (EXPOSED)48 48 48
Max Cantilever (Non-Exposed) 16 16 16
Max Cantilever (Exposed)16 16 16
Max Span (Non-Exposed)99 91 85
Max Span (Exposed)91 78 73
ZONES 1, 2E 2N, 2R, 3E 3R
NO OF RAILS(EXPOSED)2 2 2
NO OF RAILS(NON-EXPOSED)2 2 2
DESIGN PRESSURES [PSF]1, 2E 2N, 2R, 3E 3R
Up (Non-Exposed)-10.2 -16.1 -19.7
Up (Exposed)-16.1 -25.0 -30.4
Down (Non-Exposed)12.4 12.4 12.4
Down (Exposed)12.4 12.4 12.4
Downslope 2.1 2.1 2.1
Lateral 1.6 1.6 1.6
MAXIMUM POINT LOADS [LBS]1, 2E 2N, 2R, 3E 3R
Up (Non-Exposed)-67.1 -106.2 -129.7
Up (Exposed)-106.2 -164.9 -200.2
Down (Non-Exposed)81.9 81.9 81.9
Down (Exposed)81.9 81.9 81.9
Downslope (Non-Exposed)13.5 13.5 13.5
Downslope (Exposed)13.5 13.5 13.5
Lateral (Non-Exposed)10.3 10.3 10.3
Lateral (Exposed)10.3 10.3 10.3
Tributary Area (Non-Exposed) [ft ] 6.6 6.6 6.6
Tributary Area (Exposed) [ft ] 6.6 6.6 6.6
ROOF PITCH:9°
2
2
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Landscape Modules - Rails Running Across Slope (for rails with attachments <= 3)
SOLARMOUNT LIGHT RAIL SPANS
[IN]
1, 2E 2N, 2R, 3E 3R
DESIGN SPAN (NON-EXPOSED)48 48 48
DESIGN SPAN (EXPOSED)48 48 48
Max Cantilever (Non-Exposed) 16 16 16
Max Cantilever (Exposed)16 16 16
Max Span (Non-Exposed)99 91 85
Max Span (Exposed)91 78 73
ZONES 1, 2E 2N, 2R, 3E 3R
NO OF RAILS(EXPOSED)2 2 2
NO OF RAILS(NON-EXPOSED)2 2 2
DESIGN PRESSURES [PSF]1, 2E 2N, 2R, 3E 3R
Up (Non-Exposed)-10.2 -16.1 -19.7
Up (Exposed)-16.1 -25.0 -30.4
Down (Non-Exposed)12.4 12.4 12.4
Down (Exposed)12.4 12.4 12.4
Downslope 2.1 2.1 2.1
Lateral 1.6 1.6 1.6
MAXIMUM POINT LOADS [LBS]1, 2E 2N, 2R, 3E 3R
Up (Non-Exposed)-67.1 -106.2 -129.7
Up (Exposed)-106.2 -164.9 -200.2
Down (Non-Exposed)81.9 81.9 81.9
Down (Exposed)81.9 81.9 81.9
Downslope (Non-Exposed)13.5 13.5 13.5
Downslope (Exposed)13.5 13.5 13.5
Lateral (Non-Exposed)10.3 10.3 10.3
Lateral (Exposed)10.3 10.3 10.3
Tributary Area (Non-Exposed) [ft ] 6.6 6.6 6.6
Tributary Area (Exposed) [ft ] 6.6 6.6 6.6
ROOF PITCH:9°
2
2
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Clamp Checks - Exposed zones
ZONES 1, 2E 2N, 2R, 3E 3R
CONNECTION-TYPE End-End End-Mid Mid-Mid End-End End-Mid Mid-Mid End-End End-Mid Mid-Mid
Up Load N/A N/A N/A N/A N/A N/A N/A N/A N/A
Check N/A N/A N/A N/A N/A N/A N/A N/A N/A
Side Load N/A N/A N/A N/A N/A N/A N/A N/A N/A
Check N/A N/A N/A N/A N/A N/A N/A N/A N/A
Lateral Load N/A N/A N/A N/A N/A N/A N/A N/A N/A
Check N/A N/A N/A N/A N/A N/A N/A N/A N/A
Clamp Checks - Non-Exposed zones
ZONES 1, 2E 2N, 2R, 3E 3R
CONNECTION-TYPE End-End End-Mid Mid-Mid End-End End-Mid Mid-Mid End-End End-Mid Mid-Mid
Up Load N/A 187 N/A N/A 296 N/A N/A 361 N/A
Check N/A OK N/A N/A OK N/A N/A OK N/A
Side Load N/A 38 N/A N/A 38 N/A N/A 38 N/A
Check N/A OK N/A N/A OK N/A N/A OK N/A
Lateral Load N/A 29 N/A N/A 29 N/A N/A 29 N/A
Check N/A OK N/A N/A OK N/A N/A OK N/A
N/A stands for not applicable
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Roof Area 1: Array 2
Portrait Modules - Rails Running Across Slope (for rails with attachments > 3)
SOLARMOUNT LIGHT RAIL SPANS
[IN]
1, 2E 2N, 2R, 3E 3R
DESIGN SPAN (NON-EXPOSED)48 48 48
DESIGN SPAN (EXPOSED)48 48 48
Max Cantilever (Non-Exposed) 16 16 16
Max Cantilever (Exposed)16 16 16
Max Span (Non-Exposed)83 77 71
Max Span (Exposed)77 63 57
ZONES 1, 2E 2N, 2R, 3E 3R
NO OF RAILS(EXPOSED)2 2 2
NO OF RAILS(NON-EXPOSED)2 2 2
DESIGN PRESSURES [PSF]1, 2E 2N, 2R, 3E 3R
Up (Non-Exposed)-10.0 -15.4 -18.8
Up (Exposed)-15.8 -24.0 -29.1
Down (Non-Exposed)12.4 12.4 12.4
Down (Exposed)12.4 12.4 12.4
Downslope 2.1 2.1 2.1
Lateral 1.6 1.6 1.6
MAXIMUM POINT LOADS [LBS]1, 2E 2N, 2R, 3E 3R
Up (Non-Exposed)-111.1 -171.7 -209.6
Up (Exposed)-176.1 -267.0 -323.8
Down (Non-Exposed)138.4 138.4 138.4
Down (Exposed)138.4 138.4 138.4
Downslope (Non-Exposed)22.9 22.9 22.9
Downslope (Exposed)22.9 22.9 22.9
Lateral (Non-Exposed)17.4 17.4 17.4
Lateral (Exposed)17.4 17.4 17.4
Tributary Area (Non-Exposed) [ft ] 11.1 11.1 11.1
Tributary Area (Exposed) [ft ] 11.1 11.1 11.1
ROOF PITCH:9°
2
2
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Portrait Modules - Rails Running Across Slope (for rails with attachments <= 3)
SOLARMOUNT LIGHT RAIL SPANS
[IN]
1, 2E 2N, 2R, 3E 3R
DESIGN SPAN (NON-EXPOSED)48 48 48
DESIGN SPAN (EXPOSED)48 48 48
Max Cantilever (Non-Exposed) 16 16 16
Max Cantilever (Exposed)16 16 16
Max Span (Non-Exposed)83 77 71
Max Span (Exposed)77 63 57
ZONES 1, 2E 2N, 2R, 3E 3R
NO OF RAILS(EXPOSED)2 2 2
NO OF RAILS(NON-EXPOSED)2 2 2
DESIGN PRESSURES [PSF]1, 2E 2N, 2R, 3E 3R
Up (Non-Exposed)-10.0 -15.4 -18.8
Up (Exposed)-15.8 -24.0 -29.1
Down (Non-Exposed)12.4 12.4 12.4
Down (Exposed)12.4 12.4 12.4
Downslope 2.1 2.1 2.1
Lateral 1.6 1.6 1.6
MAXIMUM POINT LOADS [LBS]1, 2E 2N, 2R, 3E 3R
Up (Non-Exposed)-111.1 -171.7 -209.6
Up (Exposed)-176.1 -267.0 -323.8
Down (Non-Exposed)138.4 138.4 138.4
Down (Exposed)138.4 138.4 138.4
Downslope (Non-Exposed)22.9 22.9 22.9
Downslope (Exposed)22.9 22.9 22.9
Lateral (Non-Exposed)17.4 17.4 17.4
Lateral (Exposed)17.4 17.4 17.4
Tributary Area (Non-Exposed) [ft ] 11.1 11.1 11.1
Tributary Area (Exposed) [ft ] 11.1 11.1 11.1
ROOF PITCH:9°
2
2
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Clamp Checks - Exposed zones
ZONES 1, 2E 2N, 2R, 3E 3R
CONNECTION-TYPE End-End End-Mid Mid-Mid End-End End-Mid Mid-Mid End-End End-Mid Mid-Mid
Up Load N/A N/A N/A N/A N/A N/A N/A N/A N/A
Check N/A N/A N/A N/A N/A N/A N/A N/A N/A
Side Load N/A N/A N/A N/A N/A N/A N/A N/A N/A
Check N/A N/A N/A N/A N/A N/A N/A N/A N/A
Lateral Load N/A N/A N/A N/A N/A N/A N/A N/A N/A
Check N/A N/A N/A N/A N/A N/A N/A N/A N/A
Clamp Checks - Non-Exposed zones
ZONES 1, 2E 2N, 2R, 3E 3R
CONNECTION-TYPE End-End End-Mid Mid-Mid End-End End-Mid Mid-Mid End-End End-Mid Mid-Mid
Up Load N/A N/A N/A 296 N/A N/A N/A N/A N/A
Check N/A N/A N/A OK N/A N/A N/A N/A N/A
Side Load N/A N/A N/A 38 N/A N/A N/A N/A N/A
Check N/A N/A N/A OK N/A N/A N/A N/A N/A
Lateral Load N/A N/A N/A 29 N/A N/A N/A N/A N/A
Check N/A N/A N/A OK N/A N/A N/A N/A N/A
N/A stands for not applicable
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SOLARMOUNT Flush Product Assumptions
Limitations of Responsibility: It is the user’s responsibility to ensure that inputs are correct for your specific project.
Unirac is not the solar, electrical, or building engineer of record and is not responsible for the solar, electrical, or
building design for this project.
Allowable spans and resulting point loads are subject to the following conditions:
1. Building Height ≤ 60 ft unless otherwise specified.
2. Roof Slope ≥ 1.2°
3. Maximum rail cantilever ≤ 1/3 of selected span.
4. Occupancy/Risk Category = II unless otherwise specifi ed.
5. ASCE 7-05: Basic Wind Speed: 85-170 mph (IBC 2006/ASCE 7-05). Wind Exposure: B, C or D.
6. ASCE 7-10: Basic Wind Speed: 95-190 mph (IBC 2012/ASCE 7-10). Wind Exposure: B, C or D.
7. ASCE 7-16: Basic Wind Speed: 85-190 mph (IBC 2018/ASCE 7-16). Wind Exposure: B, C or D.
8. Ground Snow Load: 0-100 psf. (Reduction can be input if this is acceptable with your local building authority). Results are based on
uniform snow loading and do not consider unbalanced, drifting, and sliding conditions.
9. Dead Load ≤ 5 psf (includes PV Modules and Racking).
10. Maximum PV Module Length: 85 in.
11. Seismic: Installations must be in seismic site class A, B, C, or D as defined in IBC 2006/ASCE 7-05.
12. Intermediary Span Distances: Roof attachment point loads be reduced linearly if the installed distance between the attachments is less
than the selected span. For example, if the spacing is half the amount shown in the results, then the point loads may also be reduced by
half.
13. Spans greater than 96 in.: While our products are valid for greater spans in many instances, we do not recommend this mounting
configuration. Typical residential roofs are not designed for the larger point loads that might result from such excessive spans and we
recommend final design by a licensed professional engineer of responsible charge.
Pitched Roof Solutions (Flush Mounted Solutions):
Modules are parallel to the roof surface and within 10 in. of it.
Allowable roof pitch: 1.2°-45°. (SM is not fire tested for sloped of < 2:12, please check with your AHJ if this is acceptable.)
Building has a monoslope roof with a slope ≤ 3°, a gable roof ≤ 45°, or a hip roof ≤ 27°.
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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
901 NORTH WESTWOOD AVE SANTA ANA, CA 92703
Empower Solar Inc.
1057693
Genevieve Silva
9519909049 6/15/22
socalpermits@mpwrsolar.com
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1300 E. Shaw Ave, #173
Fresno, CA 93710 Empower Solar Inc 800-306-6953 CSLB: 1057693
Customer Acknowledgement
I, ________________________________, have agreed to have solar installed by
Empower Solar Inc. (CLSB# 1057693) I authorize them to submit and receive permit for
my solar install on my behalf. I hereby revoke any other solar permits for the address
listed below.
Address: _____________________________________________________________
Phone #: _____________________________________________________________
Email Address: ________________________________________________________
Customer Installer
Name: ___________________ Name: _____________________
Signature: ________________ Signature: __________________
Date: ____________________ Date: ______________________
901 North Westwood Avenue Santa Ana, California - 92703
(657) 720-8175
ernigarcia05051973@icloud.com
GUMERSINDO GUERRERO GARCIA Empower Solar Inc - Genevieve Silva (applicant)
6/22/2022
Tracking Numbers: 101109893 / 20175779
Gumersindo Guerrero Garcia
Gumersindo Guerrero (Aug 2, 2022 09:35 PDT)
08/02/22
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GGgarciaAuthLetter (1) (2)
Final Audit Report 2022-08-02
Created:2022-08-02
By:Empower Solar (mandy@mpwrsolar.com)
Status:Signed
Transaction ID: CBJCHBCAABAAlOR95jSvGLtH1WDL_0fidxmz36VAdWIp
"GGgarciaAuthLetter (1) (2)" History
Document created by Empower Solar (mandy@mpwrsolar.com)
2022-08-02 - 4:00:36 PM GMT- IP address: 108.64.108.13
Document emailed to Gumersindo Guerrero (ernigarcia05051973@icloud.com) for signature
2022-08-02 - 4:05:12 PM GMT
Email viewed by Gumersindo Guerrero (ernigarcia05051973@icloud.com)
2022-08-02 - 4:31:13 PM GMT- IP address: 104.28.85.126
Document e-signed by Gumersindo Guerrero (ernigarcia05051973@icloud.com)
Signature Date: 2022-08-02 - 4:35:18 PM GMT - Time Source: server- IP address: 172.58.23.243
Agreement completed.
2022-08-02 - 4:35:18 PM GMT
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REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-9
PROJECT NAME
UR06/03/2022 INITIAL RELEASE
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SHEET SIZE
ANSI B
11" X 17"
EMPOWER ELECTRIC SOLAR
1300 E SHAW AVE, 173
FRESNO, CA 93710
TEL: (559) 360-9292
CSLB: 1057693
Email: permits@mpwrsolar.com
SPEC SHEETS
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PV-10
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UR06/03/2022 INITIAL RELEASE
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SHEET SIZE
ANSI B
11" X 17"
EMPOWER ELECTRIC SOLAR
1300 E SHAW AVE, 173
FRESNO, CA 93710
TEL: (559) 360-9292
CSLB: 1057693
Email: permits@mpwrsolar.com
SPEC SHEETS
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REV
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SHEET NUMBER
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PV-11
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UR06/03/2022 INITIAL RELEASE
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SHEET SIZE
ANSI B
11" X 17"
EMPOWER ELECTRIC SOLAR
1300 E SHAW AVE, 173
FRESNO, CA 93710
TEL: (559) 360-9292
CSLB: 1057693
Email: permits@mpwrsolar.com
SPEC SHEETS
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SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
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PV-12
PROJECT NAME
UR06/03/2022 INITIAL RELEASE
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SHEET SIZE
ANSI B
11" X 17"
EMPOWER ELECTRIC SOLAR
1300 E SHAW AVE, 173
FRESNO, CA 93710
TEL: (559) 360-9292
CSLB: 1057693
Email: permits@mpwrsolar.com
SPEC SHEETS
901 N Westwood
Ave -
101111905-201773
06
03/29/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-13
PROJECT NAME
UR06/03/2022 INITIAL RELEASE
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SHEET SIZE
ANSI B
11" X 17"
EMPOWER ELECTRIC SOLAR
1300 E SHAW AVE, 173
FRESNO, CA 93710
TEL: (559) 360-9292
CSLB: 1057693
Email: permits@mpwrsolar.com
SPEC SHEETS
901 N Westwood
Ave -
101111905-201773
06
03/29/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-14
PROJECT NAME
UR06/03/2022 INITIAL RELEASE
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A
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SHEET SIZE
ANSI B
11" X 17"
EMPOWER ELECTRIC SOLAR
1300 E SHAW AVE, 173
FRESNO, CA 93710
TEL: (559) 360-9292
CSLB: 1057693
Email: permits@mpwrsolar.com
SPEC SHEETS
901 N Westwood
Ave -
101111905-201773
06
03/29/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-15
PROJECT NAME
UR06/03/2022 INITIAL RELEASE
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SHEET SIZE
ANSI B
11" X 17"
EMPOWER ELECTRIC SOLAR
1300 E SHAW AVE, 173
FRESNO, CA 93710
TEL: (559) 360-9292
CSLB: 1057693
Email: permits@mpwrsolar.com
SPEC SHEETS
901 N Westwood
Ave -
101111905-201773
06
03/29/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-16
PROJECT NAME
UR06/03/2022 INITIAL RELEASE
GU
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A
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SHEET SIZE
ANSI B
11" X 17"
EMPOWER ELECTRIC SOLAR
1300 E SHAW AVE, 173
FRESNO, CA 93710
TEL: (559) 360-9292
CSLB: 1057693
Email: permits@mpwrsolar.com
SPEC SHEETS
901 N Westwood
Ave -
101111905-201773
06
03/29/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-17
PROJECT NAME
UR06/03/2022 INITIAL RELEASE
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SHEET SIZE
ANSI B
11" X 17"
EMPOWER ELECTRIC SOLAR
1300 E SHAW AVE, 173
FRESNO, CA 93710
TEL: (559) 360-9292
CSLB: 1057693
Email: permits@mpwrsolar.com
SPEC SHEETS
901 N Westwood
Ave -
101111905-201773
06
03/29/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-18
PROJECT NAME
UR06/03/2022 INITIAL RELEASE
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A
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SHEET SIZE
ANSI B
11" X 17"
EMPOWER ELECTRIC SOLAR
1300 E SHAW AVE, 173
FRESNO, CA 93710
TEL: (559) 360-9292
CSLB: 1057693
Email: permits@mpwrsolar.com
SPEC SHEETS
901 N Westwood
Ave -
101111905-201773
06
03/29/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-19
PROJECT NAME
UR06/03/2022 INITIAL RELEASE
GU
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SHEET SIZE
ANSI B
11" X 17"
EMPOWER ELECTRIC SOLAR
1300 E SHAW AVE, 173
FRESNO, CA 93710
TEL: (559) 360-9292
CSLB: 1057693
Email: permits@mpwrsolar.com
SPEC SHEETS
901 N Westwood
Ave -
101111905-201773
06
03/29/23
REV
SHEET NAME
SHEET NUMBER
DATE DESCRIPTION
VERSION
PV-20
PROJECT NAME
UR06/03/2022 INITIAL RELEASE
GU
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A
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SHEET SIZE
ANSI B
11" X 17"
EMPOWER ELECTRIC SOLAR
1300 E SHAW AVE, 173
FRESNO, CA 93710
TEL: (559) 360-9292
CSLB: 1057693
Email: permits@mpwrsolar.com
SPEC SHEETS
901 N Westwood
Ave -
101111905-201773
06
03/29/23
Project :
Project Number:
By :
Date :
UNIRAC
1411 Broadway Blvd, NE
Albuquerque, NM 87102
RE: Solar Array Installation at 901 North Westwood Ave, Santa Ana, CA, 92703, USA
To Whom it May Concern,
CODE REFERENCES:
BUILDING CODE: 2019 CALIFORNIA BUILDING CODE
2018 INTERNATIONAL BUILDING CODE
ASCE 7-16
SCOPE OF WORK:
DESIGN PARAMETERS
RISK CATEGORY :
DESIGN WIND SPEED :mph
WIND EXPOSURE :
GROUND SNOW LOAD :psf
SEISMIC DESIGN CATEGORY :
EXISTING ROOF STRUCTURE
ROOF : 2x4 Rafters @ 24" O.C.
ROOF MATERIAL : Rolled Comp
CONNECTION TO ROOF STRUCTURE
MOUNTING CONNECTION :
Gumersindo Guerrero Garcia
PE
07-02-2023
Roof structural framing plan has been reviewed for additional loading due to installation of the roof mounted
solar PV addition. The structural review that follows, including plans and calculations, only apply to the section of
the roof that is directly supporting the solar PV system and its supporting elements.
Tuesday, February 7, 2023
Per your request, we have reviewed the existing structure at the above referenced site. The purpose of our review
was to determine the adequacy of the existing structure to support the proposed installation of solar panels on the
roof per layout plan.
(2) #12 WOOD SCREW 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
901 N Westwood
Ave -
101111905-201773
06
03/29/23
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 9.5ft, 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 (2019
CBC, Section 1607.13.5). The gravity loads and the stresses of the structural elements, in the area of the solar
array are either decreased or increased by no more than 5%. Therefore, the requirements of Section 503.3 of the
2019 CEBC are met and the structure is permitted to remain unaltered.
The solar array will be flush-mounted (no more than 6" above the roof surface) and parallel to the roof surface.
Thus, we conclude that any additional wind loading on the structure related to the addition of the proposed solar
array is negligible. The attached calculations verify the capacity of the connections of the solar array to the
existing roof against wind (uplift), the governing load case. Regarding seismic loads, we conclude that any
additional forces will be small. Conservatively neglecting the weight of existing wall materials, the installation of
the solar panels represents an increase in the total weight (and resulting seismic load) of 6.5%. Because the
increase in lateral forces is less than 10%, this addition meets the requirements of the exception in Section 503.4
of the 2019 CEBC. Thus the existing lateral force resisting system is permitted to remain unaltered.
Installation of the solar panels must be performed in accordance with manufacturer recommendations. All work
performed must be in accordance with accepted industry-wide methods and applicable safety standards. Existing
Roof and structural members are assumed to be in good and serviceable condition. The contractor must notify
Erusu Consultants US Inc. should any damage, deterioration or discrepancies between the as-built condition of
the structure and the condition described in this letter be found. The use of solar panel support span tables
provided by others are allowed only where the building type, site conditions, site-specific design parameters, and
solar panel configuration match the description of the span tables. The design of the solar panel racking (mounts,
rails, etc.) and electrical engineering is the responsibility of others. Waterproofing around the roof penetrations is
the responsibility of others. Erusu Consultants US Inc. assumes no responsibility for improper installation of the
solar array.
07 Feb 2023
EXP : 30 Sep 2023
901 N Westwood
Ave -
101111905-201773
06
03/29/23
Project :
Project Number:
By :
Date :
Address :
Site Plan:
Gumersindo Guerrero Garcia
PE
07-02-2023
901 North Westwood Ave, Santa Ana, CA, 92703, USA
901 N Westwood
Ave -
101111905-201773
06
03/29/23
Project :
Project Number:
By :
Date :
Roof Dead Load
Roof Slope =:
Angle =
Roof Live Load
Roof Live Load = psf (Refer ASCE 7-16, Table 4.3-1)
Roof Live Load with PV Array = psf 2019 CBC, Section 1607.13.5
(Ceiling load and MEP is assumed to be not supported by rafter)
3.01
1/2" Gypsum Ceiling
Gumersindo Guerrero Garcia
PE
07-02-2023
DL =
Increase due to
Roof Slope
Plan Projected Material
Weight (psf)
4.01
1.10
3.01
0.50Insulation0.5 1.00
2.21
1.50
12.34
1/2" Plywood 1.1 1.00
Framing 3 1.00
Rolled Comp 4 1.00
1 12
5
Material
Material Weight
(psf)
PV Array 3 1.00
2.2 1.00
MEP & Misc.1.5
20
0
901 N Westwood
Ave -
101111905-201773
06
03/29/23
Project :
Project Number:
By :
Date :
Gumersindo Guerrero Garcia
PE
07-02-2023
Summary of Gravity Loads
Dead Load, D =psf
Roof Live Load, Lr =psf
Gravity Load Comparison
(D + Lr)/Cd =psf
(Cd = 0.9 for D, 1.15 for S, 1.25 for Lr)
Max Loading =psf
Proposed to Current Loading Ratio =
Existing With PV Array
12.34 15.35
29.71 17.05
20.00 0.00
Existing With PV Array
O.K.
Gravity Loading with PV Array is not stressing the current framing system by more that 5% of the original
configuration. Per Section 503.3 of 2019 California Existing Building Code the structure is allowed to remain
unaltered for gravity loading
29.71 17.05
57% < 105%
901 N Westwood
Ave -
101111905-201773
06
03/29/23
Wood Beam
LIC# : KW-06014559, Build:20.22.12.28 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:
Printed: 7 FEB 2023, 5:17PM
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination : ASCE 7-16
. Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.00810, Lr = 0.020, W = 0.0160 ksf, Tributary Width = 2.0 ft, (Existing Roof 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 @ 5.60 ft, (Solar panel load)
Point Load : D = 0.0340, W = 0.1810 k @ 9.250 ft, (Solar panel load)
Uniform Load : Lr = 0.020, W = 0.0160 ksf, Extent = 0.0 -->> 4.60 ft, Tributary Width = 2.0 ft, (Existing Roof live & wind load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.950: 1
Load Combination +D+0.750Lr+0.750L+0.450W+H
Span # where maximum occurs Span # 2
Location of maximum on span 5.573 ft
65.19 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+Lr+H
=
=
=
225.00 psi==
Section used for this span 2x4
Maximum Shear Stress Ratio 0.290 : 1
2.000 ft=
=
2,360.49 psi
Maximum Deflection
86 >=86
103
Ratio =72 >=71
Max Downward Transient Deflection 0.934 in 122 Ratio =>=86
Max Upward Transient Deflection -0.557 in Ratio =
Max Downward Total Deflection 1.098 in Ratio =>=71
Max Upward Total Deflection -0.656 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : W Only
Span: 1 : W Only
Span: 2 : +D+0.750Lr+0.750L+0.450W+H
Span: 1 : +D+0.750Lr+0.750L+0.450W+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 0.091 0.160 0.90 1.500 1.15 1.00 1.00 0.03 127.0 1,397.3 0.09 162.01.00 26.0 1.00
1.00 Length = 9.50 ft 2 0.692 0.160 0.90 1.500 1.15 1.00 1.00 0.25 966.5 1,397.3 0.09 162.01.00 26.0 1.00
1.00 +D+L+H 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 0.082 0.144 1.00 1.500 1.15 1.00 1.00 0.03 127.0 1,552.5 0.09 180.01.00 26.0 1.00
901 N Westwood
Ave -
101111905-201773
06
03/29/23
Wood Beam
LIC# : KW-06014559, Build:20.22.12.28 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:
Printed: 7 FEB 2023, 5:17PM
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 = 9.50 ft 2 0.623 0.144 1.00 1.500 1.15 1.00 1.00 0.25 966.5 1,552.5 0.09 180.01.00 26.0 1.00
1.00 +D+Lr+H 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 0.227 0.290 1.25 1.500 1.15 1.00 1.00 0.11 440.4 1,940.6 0.23 225.01.00 65.2 1.00
1.00 Length = 9.50 ft 2 0.835 0.290 1.25 1.500 1.15 1.00 1.00 0.41 1,619.5 1,940.6 0.23 225.01.00 65.2 1.00
1.00 +D+S+H 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 0.071 0.125 1.15 1.500 1.15 1.00 1.00 0.03 127.0 1,785.4 0.09 207.01.00 26.0 1.00
1.00 Length = 9.50 ft 2 0.541 0.125 1.15 1.500 1.15 1.00 1.00 0.25 966.5 1,785.4 0.09 207.01.00 26.0 1.00
1.00 +D+0.750Lr+0.750L+H 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 0.187 0.246 1.25 1.500 1.15 1.00 1.00 0.09 362.1 1,940.6 0.19 225.01.00 55.4 1.00
1.00 Length = 9.50 ft 2 0.742 0.246 1.25 1.500 1.15 1.00 1.00 0.37 1,439.6 1,940.6 0.19 225.01.00 55.4 1.00
1.00 +D+0.750L+0.750S+H 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 0.071 0.125 1.15 1.500 1.15 1.00 1.00 0.03 127.0 1,785.4 0.09 207.01.00 26.0 1.00
1.00 Length = 9.50 ft 2 0.541 0.125 1.15 1.500 1.15 1.00 1.00 0.25 966.5 1,785.4 0.09 207.01.00 26.0 1.00
1.00 +D+0.60W+H 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 0.112 0.203 1.60 1.500 1.15 1.00 1.00 0.07 277.4 2,484.0 0.20 288.01.00 58.4 1.00
1.00 Length = 9.50 ft 2 0.914 0.203 1.60 1.500 1.15 1.00 1.00 0.58 2,269.2 2,484.0 0.20 288.01.00 58.4 1.00
1.00 +D+0.750Lr+0.750L+0.450W+H 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 0.191 0.277 1.60 1.500 1.15 1.00 1.00 0.12 474.9 2,484.0 0.28 288.01.00 79.7 1.00
1.00 Length = 9.50 ft 2 0.950 0.277 1.60 1.500 1.15 1.00 1.00 0.60 2,360.5 2,484.0 0.28 288.01.00 79.7 1.00
1.00 +D+0.750L+0.750S+0.450W+H 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 0.097 0.175 1.60 1.500 1.15 1.00 1.00 0.06 239.8 2,484.0 0.18 288.01.00 50.3 1.00
1.00 Length = 9.50 ft 2 0.782 0.175 1.60 1.500 1.15 1.00 1.00 0.50 1,943.5 2,484.0 0.18 288.01.00 50.3 1.00
1.00 +0.60D+0.60W+0.60H 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 0.091 0.167 1.60 1.500 1.15 1.00 1.00 0.06 226.6 2,484.0 0.17 288.01.00 48.0 1.00
1.00 Length = 9.50 ft 2 0.758 0.167 1.60 1.500 1.15 1.00 1.00 0.48 1,882.6 2,484.0 0.17 288.01.00 48.0 1.00
1.00 +D+0.70E+0.60H 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 0.051 0.090 1.60 1.500 1.15 1.00 1.00 0.03 127.0 2,484.0 0.09 288.01.00 26.0 1.00
1.00 Length = 9.50 ft 2 0.389 0.090 1.60 1.500 1.15 1.00 1.00 0.25 966.5 2,484.0 0.09 288.01.00 26.0 1.00
1.00 +D+0.750L+0.750S+0.5250E+H 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 0.051 0.090 1.60 1.500 1.15 1.00 1.00 0.03 127.0 2,484.0 0.09 288.01.00 26.0 1.00
1.00 Length = 9.50 ft 2 0.389 0.090 1.60 1.500 1.15 1.00 1.00 0.25 966.5 2,484.0 0.09 288.01.00 26.0 1.00
1.00 +0.60D+0.70E+H 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 0.031 0.054 1.60 1.500 1.15 1.00 1.00 0.02 76.2 2,484.0 0.05 288.01.00 15.6 1.00
1.00 Length = 9.50 ft 2 0.233 0.054 1.60 1.500 1.15 1.00 1.00 0.15 579.9 2,484.0 0.05 288.01.00 15.6 1.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in Span Load Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750Lr+0.750L+0.450W+H 1 0.0000 0.000 -0.6558 0.000
+D+0.750Lr+0.750L+0.450W+H 2 1.0977 4.830 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 0.416 0.314
Max Upward from Load Combinations 0.416 0.314
Max Upward from Load Cases 0.261 0.312
+D+H 0.128 0.127
+D+L+H 0.128 0.127
+D+Lr+H 0.355 0.163
+D+S+H 0.128 0.127
+D+0.750Lr+0.750L+H 0.299 0.154
+D+0.750L+0.750S+H 0.128 0.127
901 N Westwood
Ave -
101111905-201773
06
03/29/23
Wood Beam
LIC# : KW-06014559, Build:20.22.12.28 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:
Printed: 7 FEB 2023, 5:17PM
Project Descr:
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
+D+0.60W+H 0.284 0.314
+D+0.750Lr+0.750L+0.450W+H 0.416 0.294
+D+0.750L+0.750S+0.450W+H 0.245 0.267
+0.60D+0.60W+0.60H 0.233 0.263
+D+0.70E+0.60H 0.128 0.127
+D+0.750L+0.750S+0.5250E+H 0.128 0.127
+0.60D+0.70E+H 0.077 0.076
D Only 0.128 0.127
Lr Only 0.228 0.036
W Only 0.261 0.312
H Only
901 N Westwood
Ave -
101111905-201773
06
03/29/23
Wood Beam
LIC# : KW-06014559, Build:20.22.12.28 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:
Printed: 7 FEB 2023, 5:17PM
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination : ASCE 7-16
. Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.00810, Lr = 0.020, W = -0.030 ksf, Tributary Width = 2.0 ft, (Existing Roof 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 @ 5.60 ft, (Solar panel load)
Point Load : D = 0.0340, W = -0.3370 k @ 9.250 ft, (Solar panel load)
Uniform Load : Lr = 0.020, W = -0.030 ksf, Extent = 0.0 -->> 4.60 ft, Tributary Width = 2.0 ft, (Existing Roof live & wind load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.835: 1
Load Combination +D+Lr+H
Span # where maximum occurs Span # 2
Location of maximum on span 4.299 ft
65.19 psi=
=
1,940.63 psi
2x4 Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr+H
=
=
=
225.00 psi==
Section used for this span 2x4
Maximum Shear Stress Ratio 0.290 : 1
2.000 ft=
=
1,619.47 psi
Maximum Deflection
65 >=46
102
Ratio =104 >=101
Max Downward Transient Deflection 1.039 in 46 Ratio =>=46
Max Upward Transient Deflection -1.742 in Ratio =
Max Downward Total Deflection 0.467 in Ratio =>=101
Max Upward Total Deflection -0.453 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 0.091 0.160 0.90 1.500 1.15 1.00 1.00 0.03 127.0 1,397.3 0.09 162.01.00 26.0 1.00
1.00 Length = 9.50 ft 2 0.692 0.160 0.90 1.500 1.15 1.00 1.00 0.25 966.5 1,397.3 0.09 162.01.00 26.0 1.00
1.00 +D+L+H 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 0.082 0.144 1.00 1.500 1.15 1.00 1.00 0.03 127.0 1,552.5 0.09 180.01.00 26.0 1.00
901 N Westwood
Ave -
101111905-201773
06
03/29/23
Wood Beam
LIC# : KW-06014559, Build:20.22.12.28 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:
Printed: 7 FEB 2023, 5:17PM
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 = 9.50 ft 2 0.623 0.144 1.00 1.500 1.15 1.00 1.00 0.25 966.5 1,552.5 0.09 180.01.00 26.0 1.00
1.00 +D+Lr+H 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 0.227 0.290 1.25 1.500 1.15 1.00 1.00 0.11 440.4 1,940.6 0.23 225.01.00 65.2 1.00
1.00 Length = 9.50 ft 2 0.835 0.290 1.25 1.500 1.15 1.00 1.00 0.41 1,619.5 1,940.6 0.23 225.01.00 65.2 1.00
1.00 +D+S+H 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 0.071 0.125 1.15 1.500 1.15 1.00 1.00 0.03 127.0 1,785.4 0.09 207.01.00 26.0 1.00
1.00 Length = 9.50 ft 2 0.541 0.125 1.15 1.500 1.15 1.00 1.00 0.25 966.5 1,785.4 0.09 207.01.00 26.0 1.00
1.00 +D+0.750Lr+0.750L+H 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 0.187 0.246 1.25 1.500 1.15 1.00 1.00 0.09 362.1 1,940.6 0.19 225.01.00 55.4 1.00
1.00 Length = 9.50 ft 2 0.742 0.246 1.25 1.500 1.15 1.00 1.00 0.37 1,439.6 1,940.6 0.19 225.01.00 55.4 1.00
1.00 +D+0.750L+0.750S+H 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 0.071 0.125 1.15 1.500 1.15 1.00 1.00 0.03 127.0 1,785.4 0.09 207.01.00 26.0 1.00
1.00 Length = 9.50 ft 2 0.541 0.125 1.15 1.500 1.15 1.00 1.00 0.25 966.5 1,785.4 0.09 207.01.00 26.0 1.00
1.00 +D+0.60W+H 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 0.062 0.120 1.60 1.500 1.15 1.00 1.00 0.04 155.2 2,484.0 0.12 288.01.00 34.6 1.00
1.00 Length = 9.50 ft 2 0.589 0.120 1.60 1.500 1.15 1.00 1.00 0.37 1,462.6 2,484.0 0.12 288.01.00 34.6 1.00
1.00 +D+0.750Lr+0.750L+0.450W+H 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 0.061 0.035 1.60 1.500 1.15 1.00 1.00 0.04 150.5 2,484.0 0.03 288.01.00 10.0 1.00
1.00 Length = 9.50 ft 2 0.177 0.064 1.60 1.500 1.15 1.00 1.00 0.11 439.9 2,484.0 0.06 288.01.00 18.3 1.00
1.00 +D+0.750L+0.750S+0.450W+H 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 0.034 0.067 1.60 1.500 1.15 1.00 1.00 0.02 84.6 2,484.0 0.07 288.01.00 19.4 1.00
1.00 Length = 9.50 ft 2 0.344 0.079 1.60 1.500 1.15 1.00 1.00 0.22 855.3 2,484.0 0.08 288.01.00 22.8 1.00
1.00 +0.60D+0.60W+0.60H 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 0.083 0.156 1.60 1.500 1.15 1.00 1.00 0.05 205.9 2,484.0 0.16 288.01.00 44.9 1.00
1.00 Length = 9.50 ft 2 0.744 0.156 1.60 1.500 1.15 1.00 1.00 0.47 1,849.2 2,484.0 0.16 288.01.00 44.9 1.00
1.00 +D+0.70E+0.60H 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 0.051 0.090 1.60 1.500 1.15 1.00 1.00 0.03 127.0 2,484.0 0.09 288.01.00 26.0 1.00
1.00 Length = 9.50 ft 2 0.389 0.090 1.60 1.500 1.15 1.00 1.00 0.25 966.5 2,484.0 0.09 288.01.00 26.0 1.00
1.00 +D+0.750L+0.750S+0.5250E+H 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 0.051 0.090 1.60 1.500 1.15 1.00 1.00 0.03 127.0 2,484.0 0.09 288.01.00 26.0 1.00
1.00 Length = 9.50 ft 2 0.389 0.090 1.60 1.500 1.15 1.00 1.00 0.25 966.5 2,484.0 0.09 288.01.00 26.0 1.00
1.00 +0.60D+0.70E+H 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 0.031 0.054 1.60 1.500 1.15 1.00 1.00 0.02 76.2 2,484.0 0.05 288.01.00 15.6 1.00
1.00 Length = 9.50 ft 2 0.233 0.054 1.60 1.500 1.15 1.00 1.00 0.15 579.9 2,484.0 0.05 288.01.00 15.6 1.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in Span Load Combination Span Max. "+" Defl
Overall Maximum Deflections
W Only 1 1.0391 0.000 0.0000 0.000
W Only20.0000 0.000 -1.7420 4.883
.
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 0.355 0.163
Max Upward from Load Combinations 0.355 0.163
Max Upward from Load Cases 0.228 0.127
Max Downward from all Load Conditio -0.489 -0.581
Max Downward from Load Combinations -0.217 -0.273
Max Downward from Load Cases (Resis -0.489 -0.581
+D+H 0.128 0.127
+D+L+H 0.128 0.127
+D+Lr+H 0.355 0.163
901 N Westwood
Ave -
101111905-201773
06
03/29/23
Wood Beam
LIC# : KW-06014559, Build:20.22.12.28 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:
Printed: 7 FEB 2023, 5:17PM
Project Descr:
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
+D+S+H 0.128 0.127
+D+0.750Lr+0.750L+H 0.299 0.154
+D+0.750L+0.750S+H 0.128 0.127
+D+0.60W+H -0.166 -0.222
+D+0.750Lr+0.750L+0.450W+H 0.078 -0.108
+D+0.750L+0.750S+0.450W+H -0.092 -0.135
+0.60D+0.60W+0.60H -0.217 -0.273
+D+0.70E+0.60H 0.128 0.127
+D+0.750L+0.750S+0.5250E+H 0.128 0.127
+0.60D+0.70E+H 0.077 0.076
D Only 0.128 0.127
Lr Only 0.228 0.036
W Only -0.489 -0.581
H Only
901 N Westwood
Ave -
101111905-201773
06
03/29/23
Project :
Project Number:
By :
Date :
Wind Load Calculation
Wind Loads - ASCE 7-16 Chapter 26 & 29
Width of the Building, B = ft (Approximate)
V = mph
Exposure =
Average height of building, z = ft - avg (Approximate)
ft (Refer ASCE 7-16, Table 26.10-1)
α = Zg = ft (Refer ASCE 7-16, Table 26.11-1)
Kh & Kz = 2.01(z/Zg)^(2/α) =
Kzt =(Refer ASCE 7-16, Equation 26.8-1)
Kd =(Refer ASCE 7-16, Table 26.6.1)
Ke =(Refer ASCE 7-16, Table 26.9-1)
qh ='.00256 KzKztKdKeV² =psf (Refer ASCE 7-16, Section 26.10-1)
Building Classification =
Solar Panel
Components and Cladding p C&C = qh(GCp)(ϒe)(ϒa) ASCE 7-16 Chapter 29.4.4
Module Length = in
Module Width = in
Area of Module = ft2
Roof Pitch =:
Slope = degrees
Gable Roof =
ϒe=
ϒa=(Refer ASCE 7-16, Figure 29.4-8)
Gumersindo Guerrero Garcia
PE
07-02-2023
1200
zmin = 30
7
1
49.1
1
0.85
11.29
1.0
44.64
95
B
15
0.57
Enclosed
0.8
21.0
67.79
θ ≤ 7°
1.5
12
5
901 N Westwood
Ave -
101111905-201773
06
03/29/23
Project :
Project Number:
By :
Date :
Gumersindo Guerrero Garcia
PE
07-02-2023
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
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
-2.2
(Measured from top of the framing member to tapered tip of wood screw,
embedment in sheathing and tapered tip of screw is not included )
DF
-29.80
-1.6
-21.67
-29.80
16.0
33.895
11.3
#12
1.6
2.5
48
0.3
4.1
Uplift (lb) Zone
0.5
154
2
1.4
880
Zone 1
Zone 2 0.23
Pressure ASD (0.6W)(psf)
-13.0
-17.9 11.3 202.0 880
DCR
11.3 146.9 880 0.17
Capacity (lb)Tributary Area (ft2)
901 N Westwood
Ave -
101111905-201773
06
03/29/23
Project :
Project Number:
By :
Date :
Seismic Ground Motion Values
Gumersindo Guerrero Garcia
PE
07-02-2023
901 N Westwood
Ave -
101111905-201773
06
03/29/23
Project :
Project Number:
By :
Date :
Seismic Design Force
Seismic Loads - ASCE 7-16 Chapter 13
Seismic Force
Component Amplification Factor, ap= (Refer ASCE 7-16, Table 13.6 -1)
Overstrength Factor, Ωo =(Refer ASCE 7-16, Table 13.6 -1)
Component Importance Factor, Ip=
SDS =
Average roof height of structure,h = ft
z/h = z/h should not exceed 1
Frame Weight Wp = psf
Seismic Design Force on Solar framing structure
Max Fp =1.6 x SDS x Ip X Wp = psf
Min Fp =0.3 x SDS x Ip X Wp = psf
Seismic Design Load Fp = psf
Vertical Seismic Design Load Fp = psf
Seismic Coefficients for Mechanical
and Electrical components =
Component Response Modification
Factor, Rp=
1.50
Gumersindo Guerrero Garcia
PE
07-02-2023
12 Other mechanical or electrical components.
(Refer ASCE 7-16, Table 13.6 -1)
Height in structure at point of attachment,
z =
15 ft
1.00
1.50
1.04
1.00
F P = ((0.4 x ap x SDS x Wp)/ (Rp / Ip)) x
((1+2(z/h)) =2.51 psf
15
1
2.51
5.02
0.94
3.01
0.63
901 N Westwood
Ave -
101111905-201773
06
03/29/23
Project :
Project Number:
By :
Date :
Gumersindo Guerrero Garcia
PE
07-02-2023
Check for Increase in overall seismic loads
Array Area = ft2
Number of Arrays =
Total Array Area = ft2
Array Load = psf
Number of Existing Arrays =
Existing Area = ft2
Total Array Wt. = lb
Total Roof Area = ft2
DL of Roof = psf
Total Wt. of Roof = lb
Increase in Seismic Wt. = < 10%
Conservatively the Wt. of the Walls tributary to the roof is not included. Seismic weight increase is less than
10% and no seismic retrofit or evaluation of existing lateral system is required per Section 503.4 of 2019
CEBC.
21.0
9
189.13
2211.7
3.00
1766.2
22
399.60
12.34
27287
6.5%
901 N Westwood
Ave -
101111905-201773
06
03/29/23