HomeMy WebLinkAbout4111 3%4 S Main St Unit #WCC01 - Plan1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
3300 IRVINE AVENUE, SUITE 300
NEWPORT BEACH, CA 92660
TEL: (949) 861-2201
FAX: (949) 468-0931
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
00-G GN-1
1GENERAL NOTES & SPECIFICATIONS 2 ABBREVIATIONS & SYMBOLS
Bldg #101120148
APPROVALS:
PLNG - C. Santana
BLDG - CSG
PUBLIC WORKS - Y. Soto
4111 3%4 S Main St Unit
#WCC0112/13/2024
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
3300 IRVINE AVENUE, SUITE 300
NEWPORT BEACH, CA 92660
TEL: (949) 861-2201
FAX: (949) 468-0931
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
00-G T-1
UNDERGROUND
SOUTHERN CALIFORNIA
SERVICE ALERT OF
800-227-2600
SITE INFORMATION
VICINITY MAP LOCAL MAP
LOCATION MAPS
PROJECT TEAM DRIVING DIRECTIONS CODE COMPLIANCEDO NOT SCALE DRAWINGS
PROJECT: 5G NR 1SR DoD
SITE TYPE: MONO-EUCALYPTUS (OUTDOOR)
SITE ADDRESS: 4111 3/4 S MAIN ST
SANTA ANA, CA 92707
FA NUMBER: 12844671
USID NUMBER: 214755
PACE NUMBER: MRLOS102044
SITE NUMBER: CLL01583
DRAWING INDEX
PROJECT DESCRIPTION
·
·
·
·
·
·
·
SITE NAME: SCE FAIRVIEW SUBSTATION
SI
SI
4111 3%4 S Main St Unit
#WCC0112/13/2024
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
3300 IRVINE AVENUE, SUITE 300
NEWPORT BEACH, CA 92660
TEL: (949) 861-2201
FAX: (949) 468-0931
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
01 A A-1
1SITE PLAN
MA
I
N
S
T
R
E
E
T
CO
S
T
A
M
E
S
A
F
W
Y
15'30'60'1"=30'-0"
SCALE:
SECTOR 'C'
0°
SECTOR 'A'
120°
SECTOR 'B'
270°
SUNFLOWER ST.
4111 3%4 S Main St Unit
#WCC0112/13/2024
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
3300 IRVINE AVENUE, SUITE 300
NEWPORT BEACH, CA 92660
TEL: (949) 861-2201
FAX: (949) 468-0931
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
01-A A-1.1
1ENLARGED SITE PLAN 1/8"=1'-0"
SCALE:
CO
S
T
A
M
E
S
A
F
W
Y
SECTOR 'C'
0°
SECTOR 'A'
120°
SECTOR 'B'
270°
4111 3%4 S Main St Unit
#WCC0112/13/2024
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
3300 IRVINE AVENUE, SUITE 300
NEWPORT BEACH, CA 92660
TEL: (949) 861-2201
FAX: (949) 468-0931
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
01-A A-2
2(N) EQUIPMENT PLAN 1/4"=1'-0"
SCALE:1(E) EQUIPMENT PLAN 1/4"=1'-0"
SCALE:
4111 3%4 S Main St Unit
#WCC0112/13/2024
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
3300 IRVINE AVENUE, SUITE 300
NEWPORT BEACH, CA 92660
TEL: (949) 861-2201
FAX: (949) 468-0931
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
01-A A-3
1(E) ANTENNA PLAN 3/8"=1'-0"
SCALE:
SECTOR 'C'
0°
SECTOR 'A'
120°
SECTOR 'B'
270°
2(E) ANTENNA/RRUS SCHEDULE
4111 3%4 S Main St Unit
#WCC0112/13/2024
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
3300 IRVINE AVENUE, SUITE 300
NEWPORT BEACH, CA 92660
TEL: (949) 861-2201
FAX: (949) 468-0931
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
01-A A-3.1
1(N) ANTENNA PLAN 3/8"=1'-0"
SCALE:
SECTOR 'C'
0°
SECTOR 'A'
120°
SECTOR 'B'
270°
2(N) ANTENNA/RRUS SCHEDULE
4111 3%4 S Main St Unit
#WCC0112/13/2024
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
3300 IRVINE AVENUE, SUITE 300
NEWPORT BEACH, CA 92660
TEL: (949) 861-2201
FAX: (949) 468-0931
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
01-A A-4
2(E) NORTH ELEVATION 3/16"=1'-0"
SCALE:1(N) NORTH ELEVATION 3/16"=1'-0"
SCALE:
4111 3%4 S Main St Unit
#WCC0112/13/2024
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
3300 IRVINE AVENUE, SUITE 300
NEWPORT BEACH, CA 92660
TEL: (949) 861-2201
FAX: (949) 468-0931
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
01-A A-5
2(E) EAST ELEVATION 3/16"=1'-0"
SCALE:1(N) EAST ELEVATION 3/16"=1'-0"
SCALE:
4111 3%4 S Main St Unit
#WCC0112/13/2024
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
3300 IRVINE AVENUE, SUITE 300
NEWPORT BEACH, CA 92660
TEL: (949) 861-2201
FAX: (949) 468-0931
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
01-A A-6
2(E) WEST ELEVATION 3/16"=1'-0"
SCALE:1(N) WEST ELEVATION 3/16"=1'-0"
SCALE:
4111 3%4 S Main St Unit
#WCC0112/13/2024
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
3300 IRVINE AVENUE, SUITE 300
NEWPORT BEACH, CA 92660
TEL: (949) 861-2201
FAX: (949) 468-0931
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
01-A A-7
1ANTENNA SPECIFICATIONS (NEW)
ERICSSON
2ANTENNA SPECIFICATIONS (NEW)
3ANTENNA SPECIFICATIONS (EXISTING)
4ANTENNA SPECIFICATIONS
ERICSSON
6RRUS SPECIFICATIONS (EXISTING)
ERICSSON
8RRUS SPECIFICATIONS (EXISTING)
7RRUS SPECIFICATIONS (EXISTING)
ERICSSON
9RRUS SPECIFICATIONS (EXISTING)
5ANTENNA SPECIFICATIONS
ERICSSON
10RRUS SPECIFICATIONS (EXISTING)
11DC-9 (SQUID) SURGE SUPPRESSOR (EXISTING)
4111 3%4 S Main St Unit
#WCC0112/13/2024
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
3300 IRVINE AVENUE, SUITE 300
NEWPORT BEACH, CA 92660
TEL: (949) 861-2201
FAX: (949) 468-0931
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
02-S S-1
3NOTES
2ANTENNA MOUNT (BY SCE)
1ANTENNA MOUNT (BY SCE)
4111 3%4 S Main St Unit
#WCC0112/13/2024
4111 3%4 S Main St Unit
#WCC0112/13/2024
1452 EDINGER AVE.
TUSTIN, CALIFORNIA 92780
3300 IRVINE AVENUE, SUITE 300
NEWPORT BEACH, CA 92660
TEL: (949) 861-2201
FAX: (949) 468-0931
4430 E. MIRALOMA AVE. SUITE D
ANAHEIM, CALIFORNIA 92807
05-T TCP
TRAFFIC CONTROL PLAN 1
TRAFFIC CONE
TRAFFIC CONTROL PLANS GENERAL NOTES
VICINITY MAP
NTS
PROJECT LOCATION
W21-5
1"=50'-0"
SCALE:
WORK
SHOULDER
COSTA MESA FWY NORTH (
5
5
M
P
H
)
”
’
COSTA MESA FWY SOUTH (55 MP
H
)
CA-55 CARPOOL OFF-RAMP FROM SOUTH 405 (50 MPH)
MA
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N
S
T
.
(
4
5
M
P
H
)
W20-1 (OPTIONAL)
WORK
ROAD
AHEAD
END
G20-2
ROAD WORK
CA-55 CARPOOL ON-RAMP TO NORTH 405 (50 MPH)
4111 3%4 S Main St Unit
#WCC0112/13/2024
YES NO
INSTRUCTIONS:
ORAN GE COUNTY FI RE AUTHORI TY
Plan Submittal Criteria
COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects
and RESIDENTIAL TRACT developments
· Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place.
· Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section.
· If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA.
· In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations.
· Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding
requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602.
Address Suite City
Project Scope/Business Description
1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways,
curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within
300 feet of an active or proposed oil well? Fire Master Plan (PR145)
2. Property is adjacent to a wildland area or non-irrigated native vegetation?
Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124)
3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from
an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170)
4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving
private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475)
5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000
sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable
to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless
classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration
or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses
where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories
with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285)
6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card,
button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan
depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520)
7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment;
industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible
liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium
ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations?
Special Equipment Plan (PR315, PR340-PR382)
8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft
maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if
H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240)
9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard
commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330)
10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a
commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335)
Initial each of the following two items indicating that you have read and understand the statement:
11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is
required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed
Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications.
12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located
in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327—
Initials the building department will determine specific requirements.
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 / /
Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA
review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the
applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the
appropriate plans and fees for OCFA review. 10-08-14 EE
COM
4111 3%4 S Main St Unit
#WCC0112/13/2024
520 South Main Street . Suite 2531 . Akron, Ohio 44311 . 330-572-2100 . Fax 330-572-2101 . www.GPDGroup.com
GPD Group, Inc.
Smartlink Group Chad Burton
3300 Irvine Avenue, Suite 300 520 South Main Street, Suite 2531
Newport Beach, CA 92660 Akron, OH 44311
(614) 859-1623
cburton@gpdgroup.com
GPD# 2023723.21.214755.02
March 1, 2023
MOUNT ANALYSIS REPORT
AT&T DESIGNATION: USID #: 214755
Site FA #: 12844671
Client #: CLL01583
Site Name: SCE FAIRVIEW SUBSTATION
ANALYSIS CRITERIA: Codes: TIA-222-H & 2022 CBC
95 mph (3-second gust) w/ 0" ice
Ss = 1.277, S1 = 0.458
SITE DATA: 4111 3/4 S Main St., Santa Ana, CA 92707, Orange County
Latitude 33° 41' 35.40" N, Longitude 117° 52' 03.57" W
(3) Site Pro 1 Stacked 10'-10" T-Arms
To whom it may concern,
GPD is pleased to submit this Mount Analysis Report to determine the structural integrity of the aforementioned mount. The
purpose of the analysis is to determine the suitability of the mount with the proposed loading configuration detailed in the
analysis report.
Analysis Results
Mount Stress Level with Proposed Equipment: 49.4% Pass
We at GPD appreciate the opportunity of providing our continuing professional services to you and Smartlink Group. If you
have any questions or need further assistance on this or any other projects please do not hesitate to call.
Respectfully submitted,
John N. Kabak, S.E.
California #: S 6057
3/1/2023
4111 3%4 S Main St Unit
#WCC0112/13/2024
(3) Site Pro 1 Stacked 10'-10" T-Arms - Structural Evaluation Site USID #: 214755
3/1/2023 Page 2 of 4
SUMMARY & RESULTS
The purpose of this analysis was to verify whether the existing mounts are capable of carrying the proposed loading
configuration as specified by AT&T Mobility and commissioned by Smartlink Group.
This analysis has been performed in accordance with the 2022 CBC based upon a 3-second gust wind speed of 95 mph.
Applicable Standard references and design criteria are listed in Appendices A & B.
This analysis considers maintenance loads of 500 lbs concurrent with 30-mph wind speeds at mounting pipe
locations (Lₘ) and 250 lbs at horizontal members (Lᵥ).
MOUNT SUMMARY AND RESULTS
Notes Components Centerline % Capacity Results
- Face Horizontal 50.0 35.9 Pass
- Standoff Arm 50.0 49.4 Pass
- Mount Pipe 50.0 45.7 Pass
- Mount to Tower Connection 50.0 30.6 Pass
RECOMMENDATIONS
The mount has sufficient capacity to carry the proposed loading configuration. No modifications are required at this time.
4111 3%4 S Main St Unit
#WCC0112/13/2024
(3) Site Pro 1 Stacked 10'-10" T-Arms - Structural Evaluation Site USID #: 214755
3/1/2023 Page 3 of 4
ANALYSIS METHOD
RISA-3D (Version 17.0.4), a commercially available analysis software package, and hand calculations were used to create
a three-dimensional model of the mount and calculate member stresses for the proposed loading configuration. Selected
calculations from this analysis are included in Appendices B & C. The following table details the information provided to
complete this structural analysis. This analysis is based solely on this information.
DOCUMENTS PROVIDED
Document Remarks Source
RF Data Sheet RFDS Name: CLL01583 v2.0, dated 1/25/2023 Smartlink Group
Construction Drawings Smartlink Group Site #: CLL01583 Rev. 0, dated 2/6/2023 Smartlink Group
Mount Design Larson Job #: UR468330 Rev. 2 Sheet #: S4, dated 2/15/2021 AT&T Mobility
Mount Mapping Not Provided N/A
Previous Mount Analysis GPD Project #: 2022723.21.214755.01 Rev. 1, dated 1/6/2023 AT&T Mobility
Mount Modification Drawings Not Provided N/A
Tower Design Larson Job #: UR468330 Rev. 2, dated 2/12/2021 AT&T Mobility
Previous Tower Analysis GPD Project #: 2022723.21.214755.01 Rev. 1, dated 1/6/2023 AT&T Mobility
ASSUMPTIONS
This mount structural analysis is based on the theoretical capacity of the members and is not a condition assessment of the
mount. This analysis is from information supplied, and therefore, its results are based on and are as accurate as that
supplied data. GPD has made no independent determination, nor is it required to, of its accuracy. The following
assumptions were made for this structural analysis.
1. The mount member sizes and shapes are considered accurate as supplied. The material grade is as per data
supplied and/or as assumed based on experience with similar mounts.
2. The antenna configuration is as supplied and/or as modeled in the analysis. When information was not provided,
the configuration was modeled based upon past experience with similar loading.
3. Some assumptions are made regarding antennas and mount sizes and their projected areas based on best
interpretation of data supplied and of best knowledge of antenna type and industry practice.
4. The mount has been properly maintained in accordance with TIA Standards and/or with manufacturer’s
specifications.
5. All welds and connections are assumed to develop at least the member capacity unless determined otherwise and
explicitly stated in this report.
If any of these assumptions are not valid or have been made in error, this analysis may be affected, and GPD should be
allowed to review any new information to determine its effect on the structural integrity of the mount.
4111 3%4 S Main St Unit
#WCC0112/13/2024
(3) Site Pro 1 Stacked 10'-10" T-Arms - Structural Evaluation Site USID #: 214755
3/1/2023 Page 4 of 4
DISCLAIMER OF WARRANTIES
GPD has not performed a site visit to the mount to verify the member sizes and antenna/coax loading. If the existing
conditions are not as represented on the mount elevation contained in this report, we should be contacted immediately to
evaluate the significance of the discrepancy. This is not a condition assessment of the mount. This report does not replace
a full mount inspection. The mount is assumed to have been properly fabricated, maintained, in good condition, twist free,
and plumb.
The engineering services rendered by GPD in connection with this Mount Analysis are limited to a computer analysis of the
mount structure and theoretical capacity of its main structural members. All mount components have been assumed to only
resist dead loads when no other loads are applied. No allowance was made for any damaged, bent, missing, loose, or
rusted members (above and below ground). No allowance was made for loose bolts or cracked welds.
This analysis is limited to the designated maximum wind and seismic conditions per the governing mount standards and
code. Wind forces resulting in tower vibrations near the structure’s resonant frequencies were not considered in this analysis
and are outside the scope of this analysis. Lateral loading from any dynamic response was not evaluated under a time -
domain based fatigue analysis.
GPD does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed
information needed to perform a thorough analysis of every structural sub-component and connection of an existing mount.
GPD provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc.
The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines
to the structure.
It is the owner’s responsibility to determine the amount of ice accumulation in excess of the specified code recommended
amount, if any, that should be considered in the structural analysis.
The attached sketches are a schematic representation of the analyzed mount. If any material is fabricated from these
sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field.
Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction
document. Precise modification drawings are obtainable from GPD, but are beyond the scope of this report.
Towers are designed to carry gravity, wind, and ice loads. All members, legs, diagonals, struts, and redundant members
provide structural stability to the tower with little redundancy. Absence or removal of a member can trigger catastrophic
failure unless a substitute is provided before any removal. Legs carry axial loads and derive their strength from shorter
unbraced lengths by the presence of redundant members and their connection to the diagonals with bolts or welds. If the
bolts or welds are removed without providing any substitute to the frame, the leg is subjected to a higher unbraced length
that immediately reduces its load carrying capacity. If a diagonal is also removed in addition to the connection, the unbraced
length of the leg is greatly increased, jeopardizing its load carrying capacity. Failure of one leg can result in a tower collapse
because there is no redundancy. Redundant members and diagonals are critical to the stability of the tower.
GPD makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from
material, fabrication, and erection of this mount. GPD will not be responsible whatsoever for, or on account of, consequential
or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this
report. The maximum liability of GPD pursuant to this report will be limited to the total fee received for preparation of this
report.
4111 3%4 S Main St Unit
#WCC0112/13/2024
(3) Site Pro 1 Stacked 10'-10" T-Arms - Structural Evaluation Site USID #: 214755
3/1/2023
APPENDIX A
Mount Analysis Summary Form
4111 3%4 S Main St Unit
#WCC0112/13/2024
Mount Analysis Summary Form
General Info
Site Name
Site USID Number
Site FA Number
Date of Analysis
Company Performing Analysis
Structure Info Date Design Parameters Analysis Results (% Maximum Usage)
Tower Type (G, SST, MP)Proposed Condition
Tower Height (top of steel AGL)Mount (%)49.4%
Mount Manufacturer Location of Tower (County, State) Mount to Tower Connection (%)30.6%
Mount Model Wind Speed (mph)
Mount Design 2/15/2021 Ice Thickness (in)
Mount Mapping Risk Category (I, II, III)
Previous Mount Analysis GPD Project #: 2022723.21.214755.01 Rev. 1 1/6/2023 Exposure Category (B, C, D)
Mount Modification Design Topographic Category (1 to 5)
Tower Design 2/12/2021
Previous Tower Analysis 1/6/2023
Proposed Configuration
Antenna Owner Mount
Height (ft)Antenna CL (ft) Quantity Type Manufacturer Model Azimuth Quantity Manufacturer
AT&T Mobility 74 75 3 Antenna Ericsson AIR6449 B77D+AIR6419 B77G STACKED 0/120/270 3 Site Pro 1
AT&T Mobility 74 74 3 Antenna Commscope NNH4-65C-R6-V3 0/120/270
AT&T Mobility 74 74 3 Antenna Quintel QS8658-3E 0/120/270
AT&T Mobility 74 74 3 Antenna Quintel QD8612-7 0/120/270
AT&T Mobility 74 74 3 RRH Ericsson 4449 B5/B12
AT&T Mobility 74 74 3 RRH Ericsson RRUS-E2 B29
AT&T Mobility 74 74 3 RRH Ericsson 8843 B2/B66A
AT&T Mobility 74 74 3 RRH Ericsson 4415 B30
AT&T Mobility 74 74 3 RRH Ericsson 4478 B14
AT&T Mobility 74 74 4 Squid Raycap DC9-48-60-24-8C-EV
Larson Job #: UR468330 Rev. 2 Sheet #: S4
Site Pro 1
95 (3-second gust)
Orange, CA
Description
Design Code Used
The information contained in this summary report is not to be used independently from the PE stamped mount analysis.
SCE FAIRVIEW SUBSTATION (CLL01583)
3/1/2023
214755
12844671
GPD
MP
78'
Mount
Larson Job #: UR468330 Rev. 2
n/a II
C
1
GPD Project #: 2022723.21.214755.01 Rev. 1
TIA-222-H & 2022 CBC
n/a
0
n/a
Antenna
Type
on the same mounts
on the same mounts
Stacked 10'-10" T-Arms
on the same mounts
on the same mounts
on the same mounts
on the same mounts
on the same mounts
on the same mounts
on the same mounts
4111 3%4 S Main St Unit
#WCC0112/13/2024
(3) Site Pro 1 Stacked 10'-10" T-Arms - Structural Evaluation Site USID #: 214755
3/1/2023
APPENDIX B
Wind Calculations and RISA-3D Output File
4111 3%4 S Main St Unit
#WCC0112/13/2024
Monopole IBC Edition:2018 Topographic Feature: N/A Soil Class: D (Default)
78 ft TIA/EIA Code: H H (Crest Height) = 99999 ft SS:1.277
74 ft Ultimate Wind Speed (No Ice) = 95 mph (3-s gust)L (Slope Distance) = 99999 ft S1:0.458
1.00 Ultimate Wind Speed (With Ice) = 0 mph (3-s gust)x (Distance from Crest) = 99999 ft SDS:1.022
II Ice Thickness 0 in SD1:0.546
Yes Exposure Category C R: 2
Tower Base Elevation (AMSL) 35 ft CS:0.511
AS:3
Member Type Length (in)Side (Longest
seeing wind) (in)Other Side (in)Calculated Dc, for
ice weight (in)
Dc, for ice weight
(in)
Area Type
(Round or Flat)Ka
User's Wind
Multiplier
Normal Ice Wind Force
(lb/ft)*Ice Weight (lb/ft)*Member Weight
(lb/ft)
Seismic Shear Force,
VS (lb/ft)
Vertical Seismic Load
Effect, EV (lb/ft)
Pipe 130.000 3.5 3.5 0 3.50 Round 0.90 1.00 0.00 0.00 7.58 11.62 1.55
Square/Rect. 48.000 4 4 0 5.66 Flat 0.90 1.00 0.00 0.00 11.47 17.57 2.34
Pipe 18.000 4.5 4.5 0 4.50 Round 0.90 1.00 0.00 0.00 10.80 16.55 2.21
Pipe 96.000 2.375 2.375 0 2.38 Round 0.90 1.00 0.00 0.00 3.66 5.61 0.75
*All forces are unfactored.
Loading Elevation (ft) Height (in) Front Width (in) Side Depth (in) Wt (lbs) Type for Area Front Shielding
(%)
Side Shielding
(%)
Ka and/or block
shielding
Normal Wind
Force (lbs)*
Wt (lbs) (no
ice)*
Normal Wind Force (lbs)
(w/ ice)*
Wt (lbs) (only
ice)*
Appurtenance Wt
(lbs)
Seismic Shear Force,
VS (lbs)
Vertical Seismic Load
Effect, EV (lbs)
(3)AIR6449 B77D+AIR6419 B77G STACKED 75 72 18.7 12.6 147 Flat 0% 0%0.90 276.88 147.00 0.00 0.00 147.00 225.26 30.04
(3)QD8612-7 74 96 18.1 9.6 127 CFD 0% 0%0.90 363.95 127.00 0.00 0.00 127.00 194.61 25.95
(3)QS8658-3E 74 96 12 9.6 98 Flat 0% 0%0.90 268.73 98.00 0.00 0.00 98.00 150.18 20.02
(3)NNH4-65C-R6-V3 74 95.9 19.6 7.7 102.5 CFD 0% 0%0.90 228.50 102.50 0.00 0.00 102.50 157.07 20.94
(3)RRUS-4449 B5/B12 74 17.9 13.19 9.44 71 Flat 0% 0%0.90 46.11 71.00 0.00 0.00 71.00 108.80 14.51
(3)RRUS-8843 B2/B66A 74 14.96 13.19 11.1 75 Flat 0% 0%0.90 38.54 75.00 0.00 0.00 75.00 114.93 15.32
(3)RRUS-4478 B14 74 16.5 13.4 7.7 59.9 Flat 0% 0%0.90 43.18 59.90 0.00 0.00 59.90 91.79 12.24
(3)RRUS-E2 B29 74 20.4 18.5 7.5 52.9 Flat 0% 0%0.90 73.70 52.90 0.00 0.00 52.90 81.06 10.81
(3)RRUS-4415 B30 74 14.96 13.18 5.04 42.9 Flat 0% 0%0.90 38.51 42.90 0.00 0.00 42.90 65.74 8.77
(4)DC9-48-60-24-8C-EV 74 31.4 10.24 18.28 26.2 Round 0% 0%0.90 37.29 26.20 0.00 0.00 26.20 40.15 5.35
*All forces are unfactored.
Ice OutputSection Sets
Standoff Arm
Normal Wind Force (lb/ft)*Mount Components
Face Horizontal 9.11
Ice Output
Structure Height:
Topographic InputsStructure Information Code Specifications
Structure Type:
Seismic Inputs
No IceShieldingAppurtenances
Appurtenance Model
TIA-222-H: Mount Analysis Wind Loading
214755_CLL01583_SCE FAIRVIEW SUBSTATIO
2023723.21.214755.02
No Ice
13.60
Vertical 7.16
Mount Pipe 6.18
z (Mount Centerline) =
Gh (Mount Gust Effect Factor) =
Risk Category:
Seismic Output
Seismic Output
Rooftop/Penthouse Mounted?
4111 3%4 S Main St Unit
#WCC0112/13/2024
Y
XZ
4111 3%4 S Main St Unit
#WCC0112/13/2024
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P3_STDP3_STD
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P3_STD
P2
_
S
T
D
P3_STD
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P3_STD
P4
_
S
T
D
P3_STD
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P4
_
S
T
D
P2
_
S
T
D
P3_STD P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P3_STD
P3_STD
P3_STD
P2
_
S
T
D
P3_STD
P2
_
S
T
D
P3_STD
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
HSS4X4X4
P3_STD
P2
_
S
T
D
P2
_
S
T
D
P3_STD
P4
_
S
T
D
P3_STD
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P3_STD
P2
_
S
T
D
P4
_
S
T
D
P3_STD
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P3_STD
P3_STD
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
HSS4X4X4
P2
_
S
T
D
P2
_
S
T
D
P3_STD
P3_STD
P2
_
S
T
D
P2
_
S
T
D
P3_STD
HSS4X4X4
P2
_
S
T
D
P2
_
S
T
D
P4
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P3_STD
P2
_
S
T
D
P4
_
S
T
D
P3_STD
P2
_
S
T
D
P3_STD
P2
_
S
T
D
HSS4X4X4
P2
_
S
T
D
P2
_
S
T
D
P3_STD
P3_STD
P2
_
S
T
D
P4
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P3_STD
P2
_
S
T
D
P2
_
S
T
D
HSS4X4X4
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P4
_
S
T
D
P3_STD
P4
_
S
T
D
P3_STD
P3_STD P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P4
_
S
T
D
P3_STD
P3_STD
P3_STD
HSS4X4X4
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P4
_
S
T
D
P3_STD
P3_STD
P3_STD
P4
_
S
T
D
P3_STD
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P3_STD
P2
_
S
T
D
P2
_
S
T
D
P3_STD
P2
_
S
T
D
P3_STD
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P3_STD
P3_STD
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
P3_STD
P2
_
S
T
D
P2
_
S
T
D
P2
_
S
T
D
Y
XZ
Section Sets
Face Horizontal
Standoff Arm
Vertical
Mount Pipe
RIGID
4111 3%4 S Main St Unit
#WCC0112/13/2024
-.747lb/ft
-4.855lb/ft
2.803lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft
-2.343lb/ft
-15.218lb/ft
8.786lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft-.747lb/ft
-4.855lb/ft
2.803lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft-.747lb/ft
-4.855lb/ft
2.803lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft-.747lb/ft
-4.855lb/ft
2.803lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft-.747lb/ft
-4.855lb/ft
2.803lb/ft
-2.343lb/ft
-15.218lb/ft
8.786lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft
-.747lb/ft
-4.855lb/ft
2.803lb/ft
-2.343lb/ft
-15.218lb/ft
8.786lb/ft
-1.549lb/ft
-10.063lb/ft
5.81lb/ft
-1.549lb/ft
-10.063lb/ft
5.81lb/ft
-2.207lb/ft
-14.333lb/ft
8.275lb/ft
-1.549lb/ft
-10.063lb/ft
5.81lb/ft
-2.343lb/ft
-15.218lb/ft
8.786lb/ft
-2.207lb/ft
-14.333lb/ft
8.275lb/ft
-1.549lb/ft
-10.063lb/ft
5.81lb/ft
-2.207lb/ft
-14.333lb/ft
8.275lb/ft
-1.549lb/ft
-10.063lb/ft
5.81lb/ft
-2.343lb/ft
-15.218lb/ft
8.786lb/ft-2.207lb/ft
-14.333lb/ft
8.275lb/ft
-1.549lb/ft
-10.063lb/ft
5.81lb/ft
-2.207lb/ft
-14.333lb/ft
8.275lb/ft
-2.343lb/ft
-15.218lb/ft
8.786lb/ft
-2.207lb/ft
-14.333lb/ft
8.275lb/ft
-71.971lb
-71.971lb
-68.014lb
39.268lb
-68.014lb
39.268lb
-205.031lb
-193.756lb
111.866lb
-103.218lb
-103.218lb
-97.542lb
56.316lb
-97.542lb
56.316lb
-84.119lb
-79.494lb
45.896lb
-89.174lb
-89.174lb
-84.271lb
48.654lb
-84.271lb
48.654lb
-68.812lb
-68.812lb
-65.028lb
37.544lb
-65.028lb
37.544lb
-134.534lb
-127.136lb
73.402lb
-36.793lb
-34.77lb
20.074lb
-71.971lb
-71.971lb
-68.014lb
39.268lb
-68.014lb
39.268lb
-205.031lb
-193.756lb
111.866lb-103.218lb
-103.218lb
-97.542lb
56.316lb
-97.542lb
56.316lb
-84.119lb
-79.494lb
45.896lb
-89.174lb
-89.174lb
-84.271lb
48.654lb
-84.271lb
48.654lb
-68.812lb
-68.812lb
-65.028lb
37.544lb
-65.028lb
37.544lb
-134.534lb
-127.136lb
73.402lb
-36.793lb
-34.77lb
20.074lb
-68.812lb
-68.812lb
-65.028lb
37.544lb
-65.028lb
37.544lb
-134.534lb
-127.136lb
73.402lb
-89.174lb
-89.174lb
-84.271lb
48.654lb
-84.271lb
48.654lb
-103.218lb
-103.218lb
-97.542lb
56.316lb
-97.542lb
56.316lb
-84.119lb
-79.494lb
45.896lb
-71.971lb
-71.971lb
-68.014lb
39.268lb
-68.014lb
39.268lb
-205.031lb
-193.756lb
111.866lb
-73.586lb
-69.54lb
40.148lb
Y
XZ
Loads: LC 36, 1.2 Dead + 1.0 Seismic V + 1.0 Seismic H @ 150°
4111 3%4 S Main St Unit
#WCC0112/13/2024
.2
7
.3
3
NC
.2
8
.27.27
.3
6
.3
3
NC
NC
.0
9
.27
NC
.3
6
NC
.27
.2
7
.0
9
.4
2
.27 NCNC
.0
0
.27NC
.3
9
NC
.1
4
.3
3
.4
2
.0
0
.2
8
NC
.27
NC
.1
4
.3
9
NC
.3
6
NC
.30
.27
NC
.33
.0
9
.33
.2
7
NC
.33
NC
.0
9
.3
3
.4
2
.42
.33
.3
9
.2
8
.33 NCNC
.0
0
.33
.3
6
.1
4
NC
.3
3
.30
NC
NC
.1
4
.0
0
.33
.2
9
.3
6
NC
.0
8
.1
4
NC
.0
9
.4
2
.36
NC
.33
NC
.2
9
.3
9
NC
.4
2
.0
9
NC
.4
2
NCNC
.49
.3
9
.4
2
.28
.30
.1
4
NC
.1
4
.36
.40
.4
1
.2
9
NC
.0
0
.1
1
.0
8
.1
4
.30 NC
NC
NC
.4
1
.0
0
.28
.0
9
.30
.4
2
NC .42
NC
NC
.3
6
.2
9
.35
.36
NC
NC
.3
6
.0
0
.4
1
.2
9
.28
NCNC
.0
9
NC
.1
1
.47
.0
8
NC
.4
2
.1
4
.0
0
NC
.28
.0
0
NC
.36
.30
NC
.0
9
NC
.3
7
NC
.4
2
.0
0
.35
.28
.36
NC .49
.3
6
.3
7
.4
6
.4
1
NC
.1
5
NC
NC
.4
6
.4
1
.1
4
.0
9
.1
1
.0
0
NC
.35
NC
.28
.30
NCNC
.0
0
.35
.4
1
.3
6
NC
.3
7
NC
.0
9
NC
.36
.3
6
.4
1
.35
.4
6
.28
NC
.1
5
NC
NC
.1
4
.3
7
.0
9
NC
.35
.36
.3
7
.4
1
.4
6
NC
.4
6
.1
5
.35
NC
.1
4
.4
1
NC
.4
1
Y
XZ
Code Check
( Env )
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75
0.-.50
Member Code Checks Displayed (Enveloped)
Results for LC 1, 1.4 Dead
4111 3%4 S Main St Unit
#WCC0112/13/2024
.0
5
.0
8
NC
.0
6
.24.24
.0
7
.0
8
NC
NC
.0
3
.24
NC
.0
7
NC
.24
.0
5
.0
3
.1
0
.24 NCNC
.0
0
.24NC
.1
5
NC
.0
5
.0
8
.1
0
.0
0
.0
6
NC
.24
NC
.0
4
.1
5
NC
.0
7
NC
.24
.24
NC
.24
.0
3
.24
.0
5
NC
.24
NC
.0
3
.0
8
.1
0
.10
.24
.1
5
.0
6
.24 NCNC
.0
0
.24
.0
7
.0
5
NC
.0
8
.24
NC
NC
.0
4
.0
0
.24
.0
9
.0
7
NC
.0
2
.0
4
NC
.0
3
.1
0
.24
NC
.24
NC
.0
9
.1
5
NC
.1
0
.0
3
NC
.1
0
NCNC
.10
.1
5
.1
0
.24
.24
.0
5
NC
.0
4
.24
.11
.0
8
.0
9
NC
.0
0
.0
3
.0
2
.0
4
.24 NC
NC
NC
.0
8
.0
0
.24
.0
3
.24
.1
0
NC .11
NC
NC
.0
8
.0
9
.24
.24
NC
NC
.0
8
.0
0
.0
8
.0
9
.24
NCNC
.0
3
NC
.0
3
.11
.0
2
NC
.1
0
.0
4
.0
0
NC
.24
.0
0
NC
.24
.24
NC
.0
3
NC
.0
9
NC
.1
0
.0
0
.24
.24
.24
NC .11
.0
8
.0
9
.1
1
.0
8
NC
.0
4
NC
NC
.1
1
.0
8
.0
5
.0
3
.0
3
.0
0
NC
.24
NC
.24
.24
NCNC
.0
0
.24
.1
5
.0
8
NC
.0
9
NC
.0
3
NC
.24
.0
8
.1
5
.24
.1
1
.24
NC
.0
4
NC
NC
.0
5
.0
9
.0
3
NC
.24
.24
.0
9
.1
5
.1
1
NC
.1
1
.0
4
.24
NC
.0
5
.1
5
NC
.1
5
Y
XZ
Shear Check
( Env )
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75
0.-.50
Member Shear Checks Displayed (Enveloped)
Results for LC 1, 1.4 Dead
4111 3%4 S Main St Unit
#WCC0112/13/2024
Company : GPD Mar 1, 2023
11:03 AMDesigner : Karumanchi, Ujwala
Job Number : 2023723.21.214755.02 Checked By:_____
Model Name : 214755_CLL01583_SCE FAIRVIEW SUBSTATION
Hot Rolled Steel Properties
Label E [ksi] G [ksi] Nu Therm (\1...Density[k/f... Yield[ksi] Ry Fu[ksi] Rt
1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1
2 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2
3 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1
4 A500 Gr.B RND 29000 11154 .3 .65 .527 42 1.4 58 1.3
5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3
6 A53 Gr.B 29000 11154 .3 .65 .49 35 1.6 60 1.2
7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3
8 A529 Gr. 50 29000 11154 .3 .65 .49 50 1.5 65 1.2
Material Takeoff
Material Size Pieces Length[in] Weight[K]
1 General
2 RIGID 66 483.3 0
3 Total General 66 483.3 0
4
5 Hot Rolled Steel
6 A500 Gr.B Rect HSS4X4X4 6 274.5 .3
7 A53 Gr.B P2_STD 24 2304 .7
8 A53 Gr.B P3_STD 6 780 .5
9 A53 Gr.B P4_STD 6 108 0
10 Total HR Steel 42 3466.5 1.6
Hot Rolled Steel Section Sets
Label Shape Type Design ... Material Design ... A [in2] Iyy [in4] Izz [in4] J [in4]
1 Face Horizontal P3_STD None None A53 Gr.B Typical 2.228 3.017 3.017 6.034
2 Standoff Arm HSS4X4X4 None None A500 Gr.B Rect Typical 3.37 7.8 7.8 12.8
3 Vertical P4_STD None None A53 Gr.B Typical 3.174 7.233 7.233 14.465
4 Mount Pipe P2_STD None None A53 Gr.B Typical 1.075 .666 .666 1.331
Joint Coordinates and Temperatures
Label X [in] Y [in] Z [in] Temp [F] Detach From Diap...
1 A1 0 48 0 0
2 A2 0 0 0 0
3 B1 -18.75 48 10.825318 0
4 B2 -18.75 0 10.825318 0
5 C1 -18.75 48 -10.825318 0
6 C2 -18.75 0 -10.825318 0
7 N1 53.0006 0 -65 0
8 N2 53.0006 0 -6.0039 0
9 N3 53.0006 0 6.0039 0
10 N4 53.0006 0 65 0
11 N5 48 0 0 0
12 N6 45.75 0 0 0
13 N8 53.0006 0 -62 0
14 N9 53.0006 0 -10 0
15 N10 53.0006 0 20 0
16 N11 53.0006 0 62 0
17 N12 57.31 72 -62 0
18 N13 57.31 72 -10 0
19 N14 57.31 72 20 0
20 N15 57.31 72 62 0
RISA-3D Version 17.0.2 Page 1 [T:\...\...\...\...\01_Mount\00_Rev 0\03_Modeling\214755.02.Loaded.r3d]
4111 3%4 S Main St Unit
#WCC0112/13/2024
Company : GPD Mar 1, 2023
11:03 AMDesigner : Karumanchi, Ujwala
Job Number : 2023723.21.214755.02 Checked By:_____
Model Name : 214755_CLL01583_SCE FAIRVIEW SUBSTATION
Joint Coordinates and Temperatures (Continued)
Label X [in] Y [in] Z [in] Temp [F] Detach From Diap...
21 N16 57.31 0 -62 0
22 N17 57.31 0 -10 0
23 N18 57.31 0 20 0
24 N19 57.31 0 62 0
25 N20 57.31 -24 -62 0
26 N21 57.31 -24 -10 0
27 N22 57.31 -24 20 0
28 N23 57.31 -24 62 0
29 N24 48 9 0 0
30 N25 48 -9 0 0
31 N28 53.0006 48 -65 0
32 N29 53.0006 48 -6.0039 0
33 N30 53.0006 48 6.0039 0
34 N31 53.0006 48 65 0
35 N32 48 48 0 0
36 N33 -12.5 0 0 0
37 N33A 45.75 48 0 0
38 N34 53.0006 48 -62 0
39 N35 53.0006 48 -10 0
40 N36 53.0006 48 20 0
41 N37 53.0006 48 62 0
42 N38 57.31 48 -62 0
43 N39 57.31 48 -10 0
44 N40 57.31 48 20 0
45 N41 57.31 48 62 0
46 N42 48 57 0 0
47 N43 48 39 0 0
48 N44 57.31 60 -62 0
49 N45 57.31 60 -10 0
50 N46 57.31 60 20 0
51 N47 57.31 60 62 0
52 N48 57.31 -12 -62 0
53 N49 57.31 -12 -10 0
54 N50 57.31 -12 20 0
55 N51 57.31 -12 62 0
56 N52 45.31 72 -62 0
57 N53 45.31 72 -10 0
58 N54 45.31 72 20 0
59 N55 45.31 72 62 0
60 N56 45.31 -24 -62 0
61 N57 45.31 -24 -10 0
62 N58 45.31 -24 20 0
63 N59 45.31 -24 62 0
64 N60 45.31 60 -62 0
65 N61 45.31 60 -10 0
66 N62 45.31 60 20 0
67 N63 45.31 60 62 0
68 N64 45.31 -12 -62 0
69 N65 45.31 -12 -10 0
70 N66 45.31 -12 20 0
71 N67 45.31 -12 62 0
72 N75 -101.541951 0 -24.225184 0
73 N76 -50.44983 0 -53.723234 0
74 N77 -40.05077 0 -59.727134 0
75 N78 11.041351 0 -89.225184 0
76 N79 -42.75 0 -52.394537 0
77 N80 -41.625 0 -50.44598 0
RISA-3D Version 17.0.2 Page 2 [T:\...\...\...\...\01_Mount\00_Rev 0\03_Modeling\214755.02.Loaded.r3d]
4111 3%4 S Main St Unit
#WCC0112/13/2024
Company : GPD Mar 1, 2023
11:03 AMDesigner : Karumanchi, Ujwala
Job Number : 2023723.21.214755.02 Checked By:_____
Model Name : 214755_CLL01583_SCE FAIRVIEW SUBSTATION
Joint Coordinates and Temperatures (Continued)
Label X [in] Y [in] Z [in] Temp [F] Detach From Diap...
78 N81 -98.943875 0 -25.725184 0
79 N84 8.443275 0 -87.725184 0
80 N85 -101.098575 72 -29.457233 0
81 N88 6.288575 72 -91.457233 0
82 N89 -101.098575 0 -29.457233 0
83 N92 6.288575 0 -91.457233 0
84 N93 -101.098575 -24 -29.457233 0
85 N96 6.288575 -24 -91.457233 0
86 N97 -42.75 9 -52.394537 0
87 N98 -42.75 -9 -52.394537 0
88 N101 -101.541951 48 -24.225184 0
89 N102 -50.44983 48 -53.723234 0
90 N103 -40.05077 48 -59.727134 0
91 N104 11.041351 48 -89.225184 0
92 N105 -42.75 48 -52.394537 0
93 N106 -41.625 48 -50.44598 0
94 N107 -98.943875 48 -25.725184 0
95 N110 8.443275 48 -87.725184 0
96 N111 -101.098575 48 -29.457233 0
97 N114 6.288575 48 -91.457233 0
98 N115 -42.75 57 -52.394537 0
99 N116 -42.75 39 -52.394537 0
100 N120 6.288575 60 -91.457233 0
101 N124 6.288575 -12 -91.457233 0
102 N128 12.288575 72 -81.064929 0
103 N132 12.288575 -24 -81.064929 0
104 N135A -14.580647 0 111.186488 0
105 N136 12.288575 60 -81.064929 0
106 N136A -44.078697 0 60.094367 0
107 N137 -50.082597 0 49.695307 0
108 N138A -79.580647 0 -1.396814 0
109 N139A -42.75 0 52.394537 0
110 N140 12.288575 -12 -81.064929 0
111 N140A -41.625 0 50.44598 0
112 N141 -88.55157 0 -31.725184 0
113 N141A -16.080647 0 108.588412 0
114 N142 -86.39687 72 -27.993134 0
115 N143 -86.39687 0 -27.993134 0
116 N144 -86.39687 -24 -27.993134 0
117 N144A -78.080647 0 1.201262 0
118 N145 -88.55157 48 -31.725184 0
119 N145A -19.812697 72 110.743112 0
120 N146 -86.39687 48 -27.993134 0
121 N148 -81.812697 72 3.355962 0
122 N149 -19.812697 0 110.743112 0
123 N152 -81.812697 0 3.355962 0
124 N153 -19.812697 -24 110.743112 0
125 N156 -81.812697 -24 3.355962 0
126 N157 -42.75 9 52.394537 0
127 N158 -42.75 -9 52.394537 0
128 N161 -14.580647 48 111.186488 0
129 N162 -44.078697 48 60.094367 0
130 N163 -50.082597 48 49.695307 0
131 N164 -79.580647 48 -1.396814 0
132 N165 -42.75 48 52.394537 0
133 N166 -41.625 48 50.44598 0
134 N167 -16.080647 48 108.588412 0
RISA-3D Version 17.0.2 Page 3 [T:\...\...\...\...\01_Mount\00_Rev 0\03_Modeling\214755.02.Loaded.r3d]
4111 3%4 S Main St Unit
#WCC0112/13/2024
Company : GPD Mar 1, 2023
11:03 AMDesigner : Karumanchi, Ujwala
Job Number : 2023723.21.214755.02 Checked By:_____
Model Name : 214755_CLL01583_SCE FAIRVIEW SUBSTATION
Joint Coordinates and Temperatures (Continued)
Label X [in] Y [in] Z [in] Temp [F] Detach From Diap...
135 N170 -78.080647 48 1.201262 0
136 N171 -19.812697 48 110.743112 0
137 N174 -81.812697 48 3.355962 0
138 N175 -42.75 57 52.394537 0
139 N176 -42.75 39 52.394537 0
140 N177 -19.812697 60 110.743112 0
141 N180 -81.812697 60 3.355962 0
142 N181 -19.812697 -12 110.743112 0
143 N184 -81.812697 -12 3.355962 0
144 N185 -9.420392 72 104.743112 0
145 N188 -71.420392 72 -2.644038 0
146 N189 -9.420392 -24 104.743112 0
147 N192 -71.420392 -24 -2.644038 0
148 N193 -9.420392 60 104.743112 0
149 N196 -71.420392 60 -2.644038 0
150 N197 -9.420392 -12 104.743112 0
151 N200 -71.420392 -12 -2.644038 0
152 N200A -62.570808 48 -46.725184 0
153 N201 -36.590046 48 -61.725184 0
154 N202 -42.080647 48 63.555091 0
155 N202A -36.590046 0 -61.725184 0
156 N203 -57.080647 48 37.574329 0
157 N203A -38.744746 72 -65.457233 0
158 N204 -42.080647 0 63.555091 0
159 N204A -38.744746 0 -65.457233 0
160 N205 -45.812697 72 65.709791 0
161 N205A -38.744746 -24 -65.457233 0
162 N206 -45.812697 0 65.709791 0
163 N207 -45.812697 -24 65.709791 0
164 N207A -38.744746 48 -65.457233 0
165 N208 -38.744746 60 -65.457233 0
166 N209 -45.812697 48 65.709791 0
167 N209A -38.744746 -12 -65.457233 0
168 N210 -45.812697 60 65.709791 0
169 N210A -32.744746 72 -55.064929 0
170 N211 -45.812697 -12 65.709791 0
171 N211A -32.744746 -24 -55.064929 0
172 N212 -35.420392 72 59.709791 0
173 N212A -32.744746 60 -55.064929 0
174 N213 -35.420392 -24 59.709791 0
175 N213A -32.744746 -12 -55.064929 0
176 N213B -62.570808 0 -46.725184 0
177 N214 -35.420392 60 59.709791 0
178 N214A -64.725508 72 -50.457233 0
179 N215 -35.420392 -12 59.709791 0
180 N215A -57.080647 0 37.574329 0
181 N215B -64.725508 0 -50.457233 0
182 N216 -60.812697 72 39.729029 0
183 N216A -64.725508 -24 -50.457233 0
184 N217 -60.812697 0 39.729029 0
185 N218 -60.812697 -24 39.729029 0
186 N218A -64.725508 48 -50.457233 0
187 N219 -64.725508 60 -50.457233 0
188 N220 -60.812697 48 39.729029 0
189 N220A -64.725508 -12 -50.457233 0
190 N221 -60.812697 60 39.729029 0
191 N221A -58.725508 72 -40.064929 0
RISA-3D Version 17.0.2 Page 4 [T:\...\...\...\...\01_Mount\00_Rev 0\03_Modeling\214755.02.Loaded.r3d]
4111 3%4 S Main St Unit
#WCC0112/13/2024
Company : GPD Mar 1, 2023
11:03 AMDesigner : Karumanchi, Ujwala
Job Number : 2023723.21.214755.02 Checked By:_____
Model Name : 214755_CLL01583_SCE FAIRVIEW SUBSTATION
Joint Coordinates and Temperatures (Continued)
Label X [in] Y [in] Z [in] Temp [F] Detach From Diap...
192 N222 -60.812697 -12 39.729029 0
193 N222A -58.725508 -24 -40.064929 0
194 N223 -50.420392 72 33.729029 0
195 N223A -58.725508 60 -40.064929 0
196 N224 -50.420392 -24 33.729029 0
197 N224A -58.725508 -12 -40.064929 0
198 N225 -50.420392 60 33.729029 0
199 N226 -50.420392 -12 33.729029 0
Member Primary Data
Label I Joint J Joint K Joint Rotate(... Section/Shape Type Design List Material Design R...
1 A1 N15 N23 Mount Pipe None None A53 Gr.B Typical
2 A1RRH N55 N59 Mount Pipe None None A53 Gr.B Typical
3 A2 N14 N22 Mount Pipe None None A53 Gr.B Typical
4 A2RRH N54 N58 Mount Pipe None None A53 Gr.B Typical
5 A3 N13 N21 Mount Pipe None None A53 Gr.B Typical
6 A3RRH N53 N57 Mount Pipe None None A53 Gr.B Typical
7 A4 N12 N20 Mount Pipe None None A53 Gr.B Typical
8 A4RRH N52 N56 Mount Pipe None None A53 Gr.B Typical
9 ASO A1 N33A Standoff Arm None None A500 Gr.B Rect Typical
10 B1 N148 N156 150 Mount Pipe None None A53 Gr.B Typical
11 B1RRH N188 N192 150 Mount Pipe None None A53 Gr.B Typical
12 B2 N216 N218 150 Mount Pipe None None A53 Gr.B Typical
13 B2RRH N223 N224 150 Mount Pipe None None A53 Gr.B Typical
14 B3 N205 N207 150 Mount Pipe None None A53 Gr.B Typical
15 B3RRH N212 N213 150 Mount Pipe None None A53 Gr.B Typical
16 B4 N145A N153 150 Mount Pipe None None A53 Gr.B Typical
17 B4RRH N185 N189 150 Mount Pipe None None A53 Gr.B Typical
18 BSO B1 N166 Standoff Arm None None A500 Gr.B Rect Typical
19 C1 N88 N96 240 Mount Pipe None None A53 Gr.B Typical
20 C1RRH N128 N132 240 Mount Pipe None None A53 Gr.B Typical
21 C2 N203A N205A 240 Mount Pipe None None A53 Gr.B Typical
22 C2RRH N210A N211A 240 Mount Pipe None None A53 Gr.B Typical
23 C3 N214A N216A 240 Mount Pipe None None A53 Gr.B Typical
24 C3RRH N221A N222A 240 Mount Pipe None None A53 Gr.B Typical
25 C4 N85 N93 240 Mount Pipe None None A53 Gr.B Typical
26 C4RRH N142 N144 60 Mount Pipe None None A53 Gr.B Typical
27 CSO C1 N106 Standoff Arm None None A500 Gr.B Rect Typical
28 FM-H1 N1 N4 Face Horizontal None None A53 Gr.B Typical
29 M15 N28 N31 Face Horizontal None None A53 Gr.B Typical
30 M16 N37 N41 RIGID None None RIGID Typical
31 M17 N36 N40 RIGID None None RIGID Typical
32 M18 N35 N39 RIGID None None RIGID Typical
33 M19 N34 N38 RIGID None None RIGID Typical
34 M20 N33A N32 RIGID None None RIGID Typical
35 M21 N32 N30 RIGID None None RIGID Typical
36 M22 N32 N29 RIGID None None RIGID Typical
37 M24 N42 N43 Vertical None None A53 Gr.B Typical
38 M29 N60 N44 RIGID None None RIGID Typical
39 M30 N64 N48 RIGID None None RIGID Typical
40 M31 N61 N45 RIGID None None RIGID Typical
41 M32 N65 N49 RIGID None None RIGID Typical
42 M33 N62 N46 RIGID None None RIGID Typical
43 M34 N66 N50 RIGID None None RIGID Typical
44 M35 N63 N47 RIGID None None RIGID Typical
RISA-3D Version 17.0.2 Page 5 [T:\...\...\...\...\01_Mount\00_Rev 0\03_Modeling\214755.02.Loaded.r3d]
4111 3%4 S Main St Unit
#WCC0112/13/2024
Company : GPD Mar 1, 2023
11:03 AMDesigner : Karumanchi, Ujwala
Job Number : 2023723.21.214755.02 Checked By:_____
Model Name : 214755_CLL01583_SCE FAIRVIEW SUBSTATION
Member Primary Data (Continued)
Label I Joint J Joint K Joint Rotate(... Section/Shape Type Design List Material Design R...
45 M36 N67 N51 RIGID None None RIGID Typical
46 M44 N75 N78 Face Horizontal None None A53 Gr.B Typical
47 M45 N84 N92 RIGID None None RIGID Typical
48 M48 N81 N89 RIGID None None RIGID Typical
49 M49 N80 N79 RIGID None None RIGID Typical
50 M50 N79 N77 RIGID None None RIGID Typical
51 M51 N79 N76 RIGID None None RIGID Typical
52 M52 C2 N80 Standoff Arm None None A500 Gr.B Rect Typical
53 M53 N97 N98 240 Vertical None None A53 Gr.B Typical
54 M54 N101 N104 Face Horizontal None None A53 Gr.B Typical
55 M55 N110 N114 RIGID None None RIGID Typical
56 M58 N107 N111 RIGID None None RIGID Typical
57 M59 N106 N105 RIGID None None RIGID Typical
58 M60 N105 N103 RIGID None None RIGID Typical
59 M61 N105 N102 RIGID None None RIGID Typical
60 M63 N115 N116 240 Vertical None None A53 Gr.B Typical
61 M74 N136 N120 RIGID None None RIGID Typical
62 M75 N140 N124 RIGID None None RIGID Typical
63 M77 N141 N143 RIGID None None RIGID Typical
64 M77A N135A N138A Face Horizontal None None A53 Gr.B Typical
65 M78 N145 N146 RIGID None None RIGID Typical
66 M78A N144A N152 RIGID None None RIGID Typical
67 M81 N141A N149 RIGID None None RIGID Typical
68 M82 N140A N139A RIGID None None RIGID Typical
69 M83 N139A N137 RIGID None None RIGID Typical
70 M84 N139A N136A RIGID None None RIGID Typical
71 M85 B2 N140A Standoff Arm None None A500 Gr.B Rect Typical
72 M86 N157 N158 150 Vertical None None A53 Gr.B Typical
73 M87 N161 N164 Face Horizontal None None A53 Gr.B Typical
74 M88 N170 N174 RIGID None None RIGID Typical
75 M91 N167 N171 RIGID None None RIGID Typical
76 M92 N166 N165 RIGID None None RIGID Typical
77 M93 N165 N163 RIGID None None RIGID Typical
78 M94 N165 N162 RIGID None None RIGID Typical
79 M96 N175 N176 150 Vertical None None A53 Gr.B Typical
80 M101 N193 N177 RIGID None None RIGID Typical
81 M102 N197 N181 RIGID None None RIGID Typical
82 M107 N196 N180 RIGID None None RIGID Typical
83 M108 N200 N184 RIGID None None RIGID Typical
84 M111 N204 N206 RIGID None None RIGID Typical
85 M111A N202A N204A RIGID None None RIGID Typical
86 M112 N202 N209 RIGID None None RIGID Typical
87 M112A N201 N207A RIGID None None RIGID Typical
88 M113 N214 N210 RIGID None None RIGID Typical
89 M113A N212A N208 RIGID None None RIGID Typical
90 M114 N215 N211 RIGID None None RIGID Typical
91 M114A N213A N209A RIGID None None RIGID Typical
92 M117 N215A N217 RIGID None None RIGID Typical
93 M117A N213B N215B RIGID None None RIGID Typical
94 M118 N203 N220 RIGID None None RIGID Typical
95 M118A N200A N218A RIGID None None RIGID Typical
96 M119 N225 N221 RIGID None None RIGID Typical
97 M119A N223A N219 RIGID None None RIGID Typical
98 M120 N226 N222 RIGID None None RIGID Typical
99 M120A N224A N220A RIGID None None RIGID Typical
100 R1 N11 N19 RIGID None None RIGID Typical
101 R2 N10 N18 RIGID None None RIGID Typical
RISA-3D Version 17.0.2 Page 6 [T:\...\...\...\...\01_Mount\00_Rev 0\03_Modeling\214755.02.Loaded.r3d]
4111 3%4 S Main St Unit
#WCC0112/13/2024
Company : GPD Mar 1, 2023
11:03 AMDesigner : Karumanchi, Ujwala
Job Number : 2023723.21.214755.02 Checked By:_____
Model Name : 214755_CLL01583_SCE FAIRVIEW SUBSTATION
Member Primary Data (Continued)
Label I Joint J Joint K Joint Rotate(... Section/Shape Type Design List Material Design R...
102 R3 N9 N17 RIGID None None RIGID Typical
103 R4 N8 N16 RIGID None None RIGID Typical
104 R5 N6 N5 RIGID None None RIGID Typical
105 R6 N5 N3 RIGID None None RIGID Typical
106 R7 N5 N2 RIGID None None RIGID Typical
107 SA-H1 A2 N6 Standoff Arm None None A500 Gr.B Rect Typical
108 SA-V1 N24 N25 Vertical None None A53 Gr.B Typical
Joint Boundary Conditions
Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad]
1 A2 Reaction Reaction Reaction Reaction Reaction Reaction
2 N33
3 A1 Reaction Reaction Reaction Reaction Reaction Reaction
4 C2 Reaction Reaction Reaction Reaction Reaction Reaction
5 C1 Reaction Reaction Reaction Reaction Reaction Reaction
6 B2 Reaction Reaction Reaction Reaction Reaction Reaction
7 B1 Reaction Reaction Reaction Reaction Reaction Reaction
Basic Load Cases
BLC Description Category X Gravi...Y Gravi...Z Gravity Joint Point Distrib... Area(M...Surface...
1 Dead DL -1 56
2 No Ice Wind 0 deg None 56 40
3 No Ice Wind 30 deg None 112 84
4 No Ice Wind 60 deg None 112 76
5 No Ice Wind 90 deg None 56 40
6 No Ice Wind 120 deg None 112 80
7 No Ice Wind 150 deg None 112 80
8 No Ice Wind 180 deg None 56 40
9 No Ice Wind 210 deg None 112 84
10 No Ice Wind 240 deg None 112 76
11 No Ice Wind 270 deg None 56 40
12 No Ice Wind 300 deg None 112 80
13 No Ice Wind 330 deg None 112 80
14 Vertical Seismic None 56 42
15 Seismic 0 deg None 56 42
16 Seismic 30 deg None 112 84
17 Seismic 60 deg None 112 84
18 Seismic 90 deg None 56 42
19 Seismic 120 deg None 112 84
20 Seismic 150 deg None 112 84
21 Seismic 180 deg None 56 42
22 Seismic 210 deg None 112 84
23 Seismic 240 deg None 112 84
24 Seismic 270 deg None 56 42
25 Seismic 300 deg None 112 84
26 Seismic 330 deg None 112 84
27 Live Load - A1 None 1
28 Live Load - A1RRH None 1
29 Live Load - A2 None 1
30 Live Load - A2RRH None 1
31 Live Load - A3 None 1
32 Live Load - A3RRH None 1
33 Live Load - A4 None 1
34 Live Load - A4RRH None 1
RISA-3D Version 17.0.2 Page 7 [T:\...\...\...\...\01_Mount\00_Rev 0\03_Modeling\214755.02.Loaded.r3d]
4111 3%4 S Main St Unit
#WCC0112/13/2024
Company : GPD Mar 1, 2023
11:03 AMDesigner : Karumanchi, Ujwala
Job Number : 2023723.21.214755.02 Checked By:_____
Model Name : 214755_CLL01583_SCE FAIRVIEW SUBSTATION
Basic Load Cases (Continued)
BLC Description Category X Gravi...Y Gravi...Z Gravity Joint Point Distrib... Area(M...Surface...
35 Live Load - B1 None 1
36 Live Load - B1RRH None 1
37 Live Load - B2 None 1
38 Live Load - B2RRH None 1
39 Live Load - B3 None 1
40 Live Load - B3RRH None 1
41 Live Load - B4 None 1
42 Live Load - B4RRH None 1
43 Live Load - C1 None 1
44 Live Load - C1RRH None 1
45 Live Load - C2 None 1
46 Live Load - C2RRH None 1
47 Live Load - C3 None 1
48 Live Load - C3RRH None 1
49 Live Load - C4 None 1
50 Live Load - C4RRH None 1
51 Live Load - ASO (Start)None 1
52 Live Load - ASO (Middle)None 1
53 Live Load - ASO (End)None 1
54 Live Load - BSO (Start)None 1
55 Live Load - BSO (Middle)None 1
56 Live Load - BSO (End)None 1
57 Live Load - CSO (Start)None 1
58 Live Load - CSO (Middle)None 1
59 Live Load - CSO (End)None 1
60 Live Load - FM-H1 (Start)None 1
61 Live Load - FM-H1 (Middle)None 1
62 Live Load - FM-H1 (End)None 1
63 Live Load - M15 (Start)None 1
64 Live Load - M15 (Middle)None 1
65 Live Load - M15 (End)None 1
66 Live Load - M44 (Start)None 1
67 Live Load - M44 (Middle)None 1
68 Live Load - M44 (End)None 1
69 Live Load - M52 (Start)None 1
70 Live Load - M52 (Middle)None 1
71 Live Load - M52 (End)None 1
72 Live Load - M54 (Start)None 1
73 Live Load - M54 (Middle)None 1
74 Live Load - M54 (End)None 1
75 Live Load - M77A (Start)None 1
76 Live Load - M77A (Middle)None 1
77 Live Load - M77A (End)None 1
78 Live Load - M85 (Start)None 1
79 Live Load - M85 (Middle)None 1
80 Live Load - M85 (End)None 1
81 Live Load - M87 (Start)None 1
82 Live Load - M87 (Middle)None 1
83 Live Load - M87 (End)None 1
84 Live Load - SA-H1 (Start)None 1
85 Live Load - SA-H1 (Middle)None 1
86 Live Load - SA-H1 (End)None 1
RISA-3D Version 17.0.2 Page 8 [T:\...\...\...\...\01_Mount\00_Rev 0\03_Modeling\214755.02.Loaded.r3d]
4111 3%4 S Main St Unit
#WCC0112/13/2024
Company : GPD Mar 1, 2023
11:03 AMDesigner : Karumanchi, Ujwala
Job Number : 2023723.21.214755.02 Checked By:_____
Model Name : 214755_CLL01583_SCE FAIRVIEW SUBSTATION
Load Combinations
Description S... PDelta S... B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...
1 1.4 Dead Yes Y 1 1.4 0 0 0 0 0 0 0
2 1.2 Dead + 1.0 Wind @ 0° -...Yes Y 1 1.2 2 1 0 0 0 0 0 0
3 0.9 Dead + 1.0 Wind @ 0° -...Yes Y 1 .9 2 1 0 0 0 0 0 0
4 1.2 Dead + 1.0 Wind @ 30°...Yes Y 1 1.2 3 1 0 0 0 0 0 0
5 0.9 Dead + 1.0 Wind @ 30°...Yes Y 1 .9 3 1 0 0 0 0 0 0
6 1.2 Dead + 1.0 Wind @ 60°...Yes Y 1 1.2 4 1 0 0 0 0 0 0
7 0.9 Dead + 1.0 Wind @ 60°...Yes Y 1 .9 4 1 0 0 0 0 0 0
8 1.2 Dead + 1.0 Wind @ 90°...Yes Y 1 1.2 5 1 0 0 0 0 0 0
9 0.9 Dead + 1.0 Wind @ 90°...Yes Y 1 .9 5 1 0 0 0 0 0 0
10 1.2 Dead + 1.0 Wind @ 12...Yes Y 1 1.2 6 1 0 0 0 0 0 0
11 0.9 Dead + 1.0 Wind @ 12...Yes Y 1 .9 6 1 0 0 0 0 0 0
12 1.2 Dead + 1.0 Wind @ 15...Yes Y 1 1.2 7 1 0 0 0 0 0 0
13 0.9 Dead + 1.0 Wind @ 15...Yes Y 1 .9 7 1 0 0 0 0 0 0
14 1.2 Dead + 1.0 Wind @ 18...Yes Y 1 1.2 8 1 0 0 0 0 0 0
15 0.9 Dead + 1.0 Wind @ 18...Yes Y 1 .9 8 1 0 0 0 0 0 0
16 1.2 Dead + 1.0 Wind @ 21...Yes Y 1 1.2 9 1 0 0 0 0 0 0
17 0.9 Dead + 1.0 Wind @ 21...Yes Y 1 .9 9 1 0 0 0 0 0 0
18 1.2 Dead + 1.0 Wind @ 24...Yes Y 1 1.2 10 1 0 0 0 0 0 0
19 0.9 Dead + 1.0 Wind @ 24...Yes Y 1 .9 10 1 0 0 0 0 0 0
20 1.2 Dead + 1.0 Wind @ 27...Yes Y 1 1.2 11 1 0 0 0 0 0 0
21 0.9 Dead + 1.0 Wind @ 27...Yes Y 1 .9 11 1 0 0 0 0 0 0
22 1.2 Dead + 1.0 Wind @ 30...Yes Y 1 1.2 12 1 0 0 0 0 0 0
23 0.9 Dead + 1.0 Wind @ 30...Yes Y 1 .9 12 1 0 0 0 0 0 0
24 1.2 Dead + 1.0 Wind @ 33...Yes Y 1 1.2 13 1 0 0 0 0 0 0
25 0.9 Dead + 1.0 Wind @ 33...Yes Y 1 .9 13 1 0 0 0 0 0 0
26 1.2 Dead + 1.0 Seismic V ...Yes Y 1 1.2 14 1 15 1 0 0 0 0 0
27 0.9 Dead - 1.0 Seismic V +...Yes Y 1 .9 14 -1 15 1 0 0 0 0 0
28 1.2 Dead + 1.0 Seismic V ...Yes Y 1 1.2 14 1 16 1 0 0 0 0 0
29 0.9 Dead - 1.0 Seismic V +...Yes Y 1 .9 14 -1 16 1 0 0 0 0 0
30 1.2 Dead + 1.0 Seismic V ...Yes Y 1 1.2 14 1 17 1 0 0 0 0 0
31 0.9 Dead - 1.0 Seismic V +...Yes Y 1 .9 14 -1 17 1 0 0 0 0 0
32 1.2 Dead + 1.0 Seismic V ...Yes Y 1 1.2 14 1 18 1 0 0 0 0 0
33 0.9 Dead - 1.0 Seismic V +...Yes Y 1 .9 14 -1 18 1 0 0 0 0 0
34 1.2 Dead + 1.0 Seismic V ...Yes Y 1 1.2 14 1 19 1 0 0 0 0 0
35 0.9 Dead - 1.0 Seismic V +...Yes Y 1 .9 14 -1 19 1 0 0 0 0 0
36 1.2 Dead + 1.0 Seismic V ...Yes Y 1 1.2 14 1 20 1 0 0 0 0 0
37 0.9 Dead - 1.0 Seismic V +...Yes Y 1 .9 14 -1 20 1 0 0 0 0 0
38 1.2 Dead + 1.0 Seismic V ...Yes Y 1 1.2 14 1 21 1 0 0 0 0 0
39 0.9 Dead - 1.0 Seismic V +...Yes Y 1 .9 14 -1 21 1 0 0 0 0 0
40 1.2 Dead + 1.0 Seismic V ...Yes Y 1 1.2 14 1 22 1 0 0 0 0 0
41 0.9 Dead - 1.0 Seismic V +...Yes Y 1 .9 14 -1 22 1 0 0 0 0 0
42 1.2 Dead + 1.0 Seismic V ...Yes Y 1 1.2 14 1 23 1 0 0 0 0 0
43 0.9 Dead - 1.0 Seismic V +...Yes Y 1 .9 14 -1 23 1 0 0 0 0 0
44 1.2 Dead + 1.0 Seismic V ...Yes Y 1 1.2 14 1 24 1 0 0 0 0 0
45 0.9 Dead - 1.0 Seismic V +...Yes Y 1 .9 14 -1 24 1 0 0 0 0 0
46 1.2 Dead + 1.0 Seismic V ...Yes Y 1 1.2 14 1 25 1 0 0 0 0 0
47 0.9 Dead - 1.0 Seismic V +...Yes Y 1 .9 14 -1 25 1 0 0 0 0 0
48 1.2 Dead + 1.0 Seismic V ...Yes Y 1 1.2 14 1 26 1 0 0 0 0 0
49 0.9 Dead - 1.0 Seismic V +...Yes Y 1 .9 14 -1 26 1 0 0 0 0 0
50 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 27 1.5 2 .1 0 0 0 0 0
51 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 27 1.5 3 .1 0 0 0 0 0
52 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 27 1.5 4 .1 0 0 0 0 0
53 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 27 1.5 5 .1 0 0 0 0 0
54 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 27 1.5 6 .1 0 0 0 0 0
55 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 27 1.5 7 .1 0 0 0 0 0
56 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 27 1.5 8 .1 0 0 0 0 0
RISA-3D Version 17.0.2 Page 9 [T:\...\...\...\...\01_Mount\00_Rev 0\03_Modeling\214755.02.Loaded.r3d]
4111 3%4 S Main St Unit
#WCC0112/13/2024
Company : GPD Mar 1, 2023
11:03 AMDesigner : Karumanchi, Ujwala
Job Number : 2023723.21.214755.02 Checked By:_____
Model Name : 214755_CLL01583_SCE FAIRVIEW SUBSTATION
Load Combinations (Continued)
Description S... PDelta S... B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...
57 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 27 1.5 9 .1 0 0 0 0 0
58 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 27 1.5 10 .1 0 0 0 0 0
59 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 27 1.5 11 .1 0 0 0 0 0
60 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 27 1.5 12 .1 0 0 0 0 0
61 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 27 1.5 13 .1 0 0 0 0 0
62 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 28 1.5 2 .1 0 0 0 0 0
63 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 28 1.5 3 .1 0 0 0 0 0
64 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 28 1.5 4 .1 0 0 0 0 0
65 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 28 1.5 5 .1 0 0 0 0 0
66 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 28 1.5 6 .1 0 0 0 0 0
67 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 28 1.5 7 .1 0 0 0 0 0
68 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 28 1.5 8 .1 0 0 0 0 0
69 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 28 1.5 9 .1 0 0 0 0 0
70 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 28 1.5 10 .1 0 0 0 0 0
71 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 28 1.5 11 .1 0 0 0 0 0
72 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 28 1.5 12 .1 0 0 0 0 0
73 1.2 Dead + 1.5 Live_M - A1...Yes Y 1 1.2 28 1.5 13 .1 0 0 0 0 0
74 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 29 1.5 2 .1 0 0 0 0 0
75 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 29 1.5 3 .1 0 0 0 0 0
76 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 29 1.5 4 .1 0 0 0 0 0
77 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 29 1.5 5 .1 0 0 0 0 0
78 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 29 1.5 6 .1 0 0 0 0 0
79 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 29 1.5 7 .1 0 0 0 0 0
80 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 29 1.5 8 .1 0 0 0 0 0
81 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 29 1.5 9 .1 0 0 0 0 0
82 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 29 1.5 10 .1 0 0 0 0 0
83 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 29 1.5 11 .1 0 0 0 0 0
84 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 29 1.5 12 .1 0 0 0 0 0
85 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 29 1.5 13 .1 0 0 0 0 0
86 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 30 1.5 2 .1 0 0 0 0 0
87 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 30 1.5 3 .1 0 0 0 0 0
88 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 30 1.5 4 .1 0 0 0 0 0
89 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 30 1.5 5 .1 0 0 0 0 0
90 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 30 1.5 6 .1 0 0 0 0 0
91 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 30 1.5 7 .1 0 0 0 0 0
92 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 30 1.5 8 .1 0 0 0 0 0
93 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 30 1.5 9 .1 0 0 0 0 0
94 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 30 1.5 10 .1 0 0 0 0 0
95 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 30 1.5 11 .1 0 0 0 0 0
96 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 30 1.5 12 .1 0 0 0 0 0
97 1.2 Dead + 1.5 Live_M - A2...Yes Y 1 1.2 30 1.5 13 .1 0 0 0 0 0
98 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 31 1.5 2 .1 0 0 0 0 0
99 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 31 1.5 3 .1 0 0 0 0 0
100 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 31 1.5 4 .1 0 0 0 0 0
101 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 31 1.5 5 .1 0 0 0 0 0
102 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 31 1.5 6 .1 0 0 0 0 0
103 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 31 1.5 7 .1 0 0 0 0 0
104 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 31 1.5 8 .1 0 0 0 0 0
105 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 31 1.5 9 .1 0 0 0 0 0
106 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 31 1.5 10 .1 0 0 0 0 0
107 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 31 1.5 11 .1 0 0 0 0 0
108 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 31 1.5 12 .1 0 0 0 0 0
109 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 31 1.5 13 .1 0 0 0 0 0
110 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 32 1.5 2 .1 0 0 0 0 0
111 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 32 1.5 3 .1 0 0 0 0 0
112 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 32 1.5 4 .1 0 0 0 0 0
113 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 32 1.5 5 .1 0 0 0 0 0
RISA-3D Version 17.0.2 Page 10 [T:\...\...\...\...\01_Mount\00_Rev 0\03_Modeling\214755.02.Loaded.r3d]
4111 3%4 S Main St Unit
#WCC0112/13/2024
Company : GPD Mar 1, 2023
11:03 AMDesigner : Karumanchi, Ujwala
Job Number : 2023723.21.214755.02 Checked By:_____
Model Name : 214755_CLL01583_SCE FAIRVIEW SUBSTATION
Load Combinations (Continued)
Description S... PDelta S... B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...
114 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 32 1.5 6 .1 0 0 0 0 0
115 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 32 1.5 7 .1 0 0 0 0 0
116 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 32 1.5 8 .1 0 0 0 0 0
117 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 32 1.5 9 .1 0 0 0 0 0
118 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 32 1.5 10 .1 0 0 0 0 0
119 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 32 1.5 11 .1 0 0 0 0 0
120 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 32 1.5 12 .1 0 0 0 0 0
121 1.2 Dead + 1.5 Live_M - A3...Yes Y 1 1.2 32 1.5 13 .1 0 0 0 0 0
122 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 33 1.5 2 .1 0 0 0 0 0
123 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 33 1.5 3 .1 0 0 0 0 0
124 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 33 1.5 4 .1 0 0 0 0 0
125 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 33 1.5 5 .1 0 0 0 0 0
126 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 33 1.5 6 .1 0 0 0 0 0
127 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 33 1.5 7 .1 0 0 0 0 0
128 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 33 1.5 8 .1 0 0 0 0 0
129 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 33 1.5 9 .1 0 0 0 0 0
130 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 33 1.5 10 .1 0 0 0 0 0
131 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 33 1.5 11 .1 0 0 0 0 0
132 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 33 1.5 12 .1 0 0 0 0 0
133 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 33 1.5 13 .1 0 0 0 0 0
134 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 34 1.5 2 .1 0 0 0 0 0
135 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 34 1.5 3 .1 0 0 0 0 0
136 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 34 1.5 4 .1 0 0 0 0 0
137 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 34 1.5 5 .1 0 0 0 0 0
138 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 34 1.5 6 .1 0 0 0 0 0
139 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 34 1.5 7 .1 0 0 0 0 0
140 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 34 1.5 8 .1 0 0 0 0 0
141 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 34 1.5 9 .1 0 0 0 0 0
142 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 34 1.5 10 .1 0 0 0 0 0
143 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 34 1.5 11 .1 0 0 0 0 0
144 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 34 1.5 12 .1 0 0 0 0 0
145 1.2 Dead + 1.5 Live_M - A4...Yes Y 1 1.2 34 1.5 13 .1 0 0 0 0 0
146 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 35 1.5 2 .1 0 0 0 0 0
147 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 35 1.5 3 .1 0 0 0 0 0
148 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 35 1.5 4 .1 0 0 0 0 0
149 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 35 1.5 5 .1 0 0 0 0 0
150 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 35 1.5 6 .1 0 0 0 0 0
151 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 35 1.5 7 .1 0 0 0 0 0
152 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 35 1.5 8 .1 0 0 0 0 0
153 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 35 1.5 9 .1 0 0 0 0 0
154 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 35 1.5 10 .1 0 0 0 0 0
155 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 35 1.5 11 .1 0 0 0 0 0
156 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 35 1.5 12 .1 0 0 0 0 0
157 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 35 1.5 13 .1 0 0 0 0 0
158 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 36 1.5 2 .1 0 0 0 0 0
159 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 36 1.5 3 .1 0 0 0 0 0
160 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 36 1.5 4 .1 0 0 0 0 0
161 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 36 1.5 5 .1 0 0 0 0 0
162 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 36 1.5 6 .1 0 0 0 0 0
163 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 36 1.5 7 .1 0 0 0 0 0
164 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 36 1.5 8 .1 0 0 0 0 0
165 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 36 1.5 9 .1 0 0 0 0 0
166 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 36 1.5 10 .1 0 0 0 0 0
167 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 36 1.5 11 .1 0 0 0 0 0
168 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 36 1.5 12 .1 0 0 0 0 0
169 1.2 Dead + 1.5 Live_M - B1...Yes Y 1 1.2 36 1.5 13 .1 0 0 0 0 0
170 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 37 1.5 2 .1 0 0 0 0 0
RISA-3D Version 17.0.2 Page 11 [T:\...\...\...\...\01_Mount\00_Rev 0\03_Modeling\214755.02.Loaded.r3d]
4111 3%4 S Main St Unit
#WCC0112/13/2024
Company : GPD Mar 1, 2023
11:03 AMDesigner : Karumanchi, Ujwala
Job Number : 2023723.21.214755.02 Checked By:_____
Model Name : 214755_CLL01583_SCE FAIRVIEW SUBSTATION
Load Combinations (Continued)
Description S... PDelta S... B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...
171 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 37 1.5 3 .1 0 0 0 0 0
172 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 37 1.5 4 .1 0 0 0 0 0
173 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 37 1.5 5 .1 0 0 0 0 0
174 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 37 1.5 6 .1 0 0 0 0 0
175 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 37 1.5 7 .1 0 0 0 0 0
176 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 37 1.5 8 .1 0 0 0 0 0
177 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 37 1.5 9 .1 0 0 0 0 0
178 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 37 1.5 10 .1 0 0 0 0 0
179 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 37 1.5 11 .1 0 0 0 0 0
180 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 37 1.5 12 .1 0 0 0 0 0
181 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 37 1.5 13 .1 0 0 0 0 0
182 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 38 1.5 2 .1 0 0 0 0 0
183 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 38 1.5 3 .1 0 0 0 0 0
184 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 38 1.5 4 .1 0 0 0 0 0
185 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 38 1.5 5 .1 0 0 0 0 0
186 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 38 1.5 6 .1 0 0 0 0 0
187 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 38 1.5 7 .1 0 0 0 0 0
188 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 38 1.5 8 .1 0 0 0 0 0
189 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 38 1.5 9 .1 0 0 0 0 0
190 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 38 1.5 10 .1 0 0 0 0 0
191 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 38 1.5 11 .1 0 0 0 0 0
192 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 38 1.5 12 .1 0 0 0 0 0
193 1.2 Dead + 1.5 Live_M - B2...Yes Y 1 1.2 38 1.5 13 .1 0 0 0 0 0
194 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 39 1.5 2 .1 0 0 0 0 0
195 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 39 1.5 3 .1 0 0 0 0 0
196 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 39 1.5 4 .1 0 0 0 0 0
197 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 39 1.5 5 .1 0 0 0 0 0
198 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 39 1.5 6 .1 0 0 0 0 0
199 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 39 1.5 7 .1 0 0 0 0 0
200 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 39 1.5 8 .1 0 0 0 0 0
201 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 39 1.5 9 .1 0 0 0 0 0
202 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 39 1.5 10 .1 0 0 0 0 0
203 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 39 1.5 11 .1 0 0 0 0 0
204 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 39 1.5 12 .1 0 0 0 0 0
205 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 39 1.5 13 .1 0 0 0 0 0
206 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 40 1.5 2 .1 0 0 0 0 0
207 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 40 1.5 3 .1 0 0 0 0 0
208 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 40 1.5 4 .1 0 0 0 0 0
209 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 40 1.5 5 .1 0 0 0 0 0
210 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 40 1.5 6 .1 0 0 0 0 0
211 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 40 1.5 7 .1 0 0 0 0 0
212 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 40 1.5 8 .1 0 0 0 0 0
213 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 40 1.5 9 .1 0 0 0 0 0
214 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 40 1.5 10 .1 0 0 0 0 0
215 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 40 1.5 11 .1 0 0 0 0 0
216 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 40 1.5 12 .1 0 0 0 0 0
217 1.2 Dead + 1.5 Live_M - B3...Yes Y 1 1.2 40 1.5 13 .1 0 0 0 0 0
218 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 41 1.5 2 .1 0 0 0 0 0
219 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 41 1.5 3 .1 0 0 0 0 0
220 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 41 1.5 4 .1 0 0 0 0 0
221 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 41 1.5 5 .1 0 0 0 0 0
222 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 41 1.5 6 .1 0 0 0 0 0
223 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 41 1.5 7 .1 0 0 0 0 0
224 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 41 1.5 8 .1 0 0 0 0 0
225 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 41 1.5 9 .1 0 0 0 0 0
226 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 41 1.5 10 .1 0 0 0 0 0
227 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 41 1.5 11 .1 0 0 0 0 0
RISA-3D Version 17.0.2 Page 12 [T:\...\...\...\...\01_Mount\00_Rev 0\03_Modeling\214755.02.Loaded.r3d]
4111 3%4 S Main St Unit
#WCC0112/13/2024
Company : GPD Mar 1, 2023
11:03 AMDesigner : Karumanchi, Ujwala
Job Number : 2023723.21.214755.02 Checked By:_____
Model Name : 214755_CLL01583_SCE FAIRVIEW SUBSTATION
Load Combinations (Continued)
Description S... PDelta S... B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...
228 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 41 1.5 12 .1 0 0 0 0 0
229 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 41 1.5 13 .1 0 0 0 0 0
230 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 42 1.5 2 .1 0 0 0 0 0
231 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 42 1.5 3 .1 0 0 0 0 0
232 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 42 1.5 4 .1 0 0 0 0 0
233 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 42 1.5 5 .1 0 0 0 0 0
234 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 42 1.5 6 .1 0 0 0 0 0
235 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 42 1.5 7 .1 0 0 0 0 0
236 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 42 1.5 8 .1 0 0 0 0 0
237 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 42 1.5 9 .1 0 0 0 0 0
238 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 42 1.5 10 .1 0 0 0 0 0
239 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 42 1.5 11 .1 0 0 0 0 0
240 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 42 1.5 12 .1 0 0 0 0 0
241 1.2 Dead + 1.5 Live_M - B4...Yes Y 1 1.2 42 1.5 13 .1 0 0 0 0 0
242 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 43 1.5 2 .1 0 0 0 0 0
243 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 43 1.5 3 .1 0 0 0 0 0
244 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 43 1.5 4 .1 0 0 0 0 0
245 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 43 1.5 5 .1 0 0 0 0 0
246 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 43 1.5 6 .1 0 0 0 0 0
247 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 43 1.5 7 .1 0 0 0 0 0
248 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 43 1.5 8 .1 0 0 0 0 0
249 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 43 1.5 9 .1 0 0 0 0 0
250 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 43 1.5 10 .1 0 0 0 0 0
251 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 43 1.5 11 .1 0 0 0 0 0
252 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 43 1.5 12 .1 0 0 0 0 0
253 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 43 1.5 13 .1 0 0 0 0 0
254 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 44 1.5 2 .1 0 0 0 0 0
255 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 44 1.5 3 .1 0 0 0 0 0
256 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 44 1.5 4 .1 0 0 0 0 0
257 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 44 1.5 5 .1 0 0 0 0 0
258 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 44 1.5 6 .1 0 0 0 0 0
259 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 44 1.5 7 .1 0 0 0 0 0
260 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 44 1.5 8 .1 0 0 0 0 0
261 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 44 1.5 9 .1 0 0 0 0 0
262 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 44 1.5 10 .1 0 0 0 0 0
263 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 44 1.5 11 .1 0 0 0 0 0
264 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 44 1.5 12 .1 0 0 0 0 0
265 1.2 Dead + 1.5 Live_M - C1...Yes Y 1 1.2 44 1.5 13 .1 0 0 0 0 0
266 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 45 1.5 2 .1 0 0 0 0 0
267 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 45 1.5 3 .1 0 0 0 0 0
268 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 45 1.5 4 .1 0 0 0 0 0
269 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 45 1.5 5 .1 0 0 0 0 0
270 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 45 1.5 6 .1 0 0 0 0 0
271 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 45 1.5 7 .1 0 0 0 0 0
272 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 45 1.5 8 .1 0 0 0 0 0
273 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 45 1.5 9 .1 0 0 0 0 0
274 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 45 1.5 10 .1 0 0 0 0 0
275 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 45 1.5 11 .1 0 0 0 0 0
276 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 45 1.5 12 .1 0 0 0 0 0
277 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 45 1.5 13 .1 0 0 0 0 0
278 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 46 1.5 2 .1 0 0 0 0 0
279 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 46 1.5 3 .1 0 0 0 0 0
280 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 46 1.5 4 .1 0 0 0 0 0
281 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 46 1.5 5 .1 0 0 0 0 0
282 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 46 1.5 6 .1 0 0 0 0 0
283 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 46 1.5 7 .1 0 0 0 0 0
284 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 46 1.5 8 .1 0 0 0 0 0
RISA-3D Version 17.0.2 Page 13 [T:\...\...\...\...\01_Mount\00_Rev 0\03_Modeling\214755.02.Loaded.r3d]
4111 3%4 S Main St Unit
#WCC0112/13/2024
Company : GPD Mar 1, 2023
11:03 AMDesigner : Karumanchi, Ujwala
Job Number : 2023723.21.214755.02 Checked By:_____
Model Name : 214755_CLL01583_SCE FAIRVIEW SUBSTATION
Load Combinations (Continued)
Description S... PDelta S... B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...
285 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 46 1.5 9 .1 0 0 0 0 0
286 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 46 1.5 10 .1 0 0 0 0 0
287 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 46 1.5 11 .1 0 0 0 0 0
288 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 46 1.5 12 .1 0 0 0 0 0
289 1.2 Dead + 1.5 Live_M - C2...Yes Y 1 1.2 46 1.5 13 .1 0 0 0 0 0
290 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 47 1.5 2 .1 0 0 0 0 0
291 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 47 1.5 3 .1 0 0 0 0 0
292 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 47 1.5 4 .1 0 0 0 0 0
293 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 47 1.5 5 .1 0 0 0 0 0
294 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 47 1.5 6 .1 0 0 0 0 0
295 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 47 1.5 7 .1 0 0 0 0 0
296 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 47 1.5 8 .1 0 0 0 0 0
297 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 47 1.5 9 .1 0 0 0 0 0
298 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 47 1.5 10 .1 0 0 0 0 0
299 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 47 1.5 11 .1 0 0 0 0 0
300 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 47 1.5 12 .1 0 0 0 0 0
301 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 47 1.5 13 .1 0 0 0 0 0
302 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 48 1.5 2 .1 0 0 0 0 0
303 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 48 1.5 3 .1 0 0 0 0 0
304 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 48 1.5 4 .1 0 0 0 0 0
305 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 48 1.5 5 .1 0 0 0 0 0
306 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 48 1.5 6 .1 0 0 0 0 0
307 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 48 1.5 7 .1 0 0 0 0 0
308 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 48 1.5 8 .1 0 0 0 0 0
309 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 48 1.5 9 .1 0 0 0 0 0
310 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 48 1.5 10 .1 0 0 0 0 0
311 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 48 1.5 11 .1 0 0 0 0 0
312 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 48 1.5 12 .1 0 0 0 0 0
313 1.2 Dead + 1.5 Live_M - C3...Yes Y 1 1.2 48 1.5 13 .1 0 0 0 0 0
314 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 49 1.5 2 .1 0 0 0 0 0
315 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 49 1.5 3 .1 0 0 0 0 0
316 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 49 1.5 4 .1 0 0 0 0 0
317 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 49 1.5 5 .1 0 0 0 0 0
318 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 49 1.5 6 .1 0 0 0 0 0
319 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 49 1.5 7 .1 0 0 0 0 0
320 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 49 1.5 8 .1 0 0 0 0 0
321 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 49 1.5 9 .1 0 0 0 0 0
322 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 49 1.5 10 .1 0 0 0 0 0
323 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 49 1.5 11 .1 0 0 0 0 0
324 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 49 1.5 12 .1 0 0 0 0 0
325 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 49 1.5 13 .1 0 0 0 0 0
326 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 50 1.5 2 .1 0 0 0 0 0
327 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 50 1.5 3 .1 0 0 0 0 0
328 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 50 1.5 4 .1 0 0 0 0 0
329 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 50 1.5 5 .1 0 0 0 0 0
330 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 50 1.5 6 .1 0 0 0 0 0
331 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 50 1.5 7 .1 0 0 0 0 0
332 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 50 1.5 8 .1 0 0 0 0 0
333 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 50 1.5 9 .1 0 0 0 0 0
334 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 50 1.5 10 .1 0 0 0 0 0
335 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 50 1.5 11 .1 0 0 0 0 0
336 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 50 1.5 12 .1 0 0 0 0 0
337 1.2 Dead + 1.5 Live_M - C4...Yes Y 1 1.2 50 1.5 13 .1 0 0 0 0 0
338 1.2 Dead + 1.5 Live_V - AS...Yes Y 1 1.2 51 1.5 0 0 0 0 0 0
339 1.2 Dead + 1.5 Live_V - AS...Yes Y 1 1.2 52 1.5 0 0 0 0 0 0
340 1.2 Dead + 1.5 Live_V - AS...Yes Y 1 1.2 53 1.5 0 0 0 0 0 0
341 1.2 Dead + 1.5 Live_V - BS...Yes Y 1 1.2 54 1.5 0 0 0 0 0 0
RISA-3D Version 17.0.2 Page 14 [T:\...\...\...\...\01_Mount\00_Rev 0\03_Modeling\214755.02.Loaded.r3d]
4111 3%4 S Main St Unit
#WCC0112/13/2024
Company : GPD Mar 1, 2023
11:03 AMDesigner : Karumanchi, Ujwala
Job Number : 2023723.21.214755.02 Checked By:_____
Model Name : 214755_CLL01583_SCE FAIRVIEW SUBSTATION
Load Combinations (Continued)
Description S... PDelta S... B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...
342 1.2 Dead + 1.5 Live_V - BS...Yes Y 1 1.2 55 1.5 0 0 0 0 0 0
343 1.2 Dead + 1.5 Live_V - BS...Yes Y 1 1.2 56 1.5 0 0 0 0 0 0
344 1.2 Dead + 1.5 Live_V - CS...Yes Y 1 1.2 57 1.5 0 0 0 0 0 0
345 1.2 Dead + 1.5 Live_V - CS...Yes Y 1 1.2 58 1.5 0 0 0 0 0 0
346 1.2 Dead + 1.5 Live_V - CS...Yes Y 1 1.2 59 1.5 0 0 0 0 0 0
347 1.2 Dead + 1.5 Live_V - FM...Yes Y 1 1.2 60 1.5 0 0 0 0 0 0
348 1.2 Dead + 1.5 Live_V - FM...Yes Y 1 1.2 61 1.5 0 0 0 0 0 0
349 1.2 Dead + 1.5 Live_V - FM...Yes Y 1 1.2 62 1.5 0 0 0 0 0 0
350 1.2 Dead + 1.5 Live_V - M1...Yes Y 1 1.2 63 1.5 0 0 0 0 0 0
351 1.2 Dead + 1.5 Live_V - M1...Yes Y 1 1.2 64 1.5 0 0 0 0 0 0
352 1.2 Dead + 1.5 Live_V - M1...Yes Y 1 1.2 65 1.5 0 0 0 0 0 0
353 1.2 Dead + 1.5 Live_V - M4...Yes Y 1 1.2 66 1.5 0 0 0 0 0 0
354 1.2 Dead + 1.5 Live_V - M4...Yes Y 1 1.2 67 1.5 0 0 0 0 0 0
355 1.2 Dead + 1.5 Live_V - M4...Yes Y 1 1.2 68 1.5 0 0 0 0 0 0
356 1.2 Dead + 1.5 Live_V - M5...Yes Y 1 1.2 69 1.5 0 0 0 0 0 0
357 1.2 Dead + 1.5 Live_V - M5...Yes Y 1 1.2 70 1.5 0 0 0 0 0 0
358 1.2 Dead + 1.5 Live_V - M5...Yes Y 1 1.2 71 1.5 0 0 0 0 0 0
359 1.2 Dead + 1.5 Live_V - M5...Yes Y 1 1.2 72 1.5 0 0 0 0 0 0
360 1.2 Dead + 1.5 Live_V - M5...Yes Y 1 1.2 73 1.5 0 0 0 0 0 0
Envelope Joint Reactions
Joint X [lb] LC Y [lb] LC Z [lb] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC
1 A2 max 1281.08 38 1161.537 110 911.676 44 .845 144 3.479 33 3.647 98
2 min -500.811 27 420.412 39 -750.793 33 -1.121 66 -3.969 44 1.23 39
3 A1 max 1006.179 39 1189.887 56 1166.319 45 .845 144 5.064 32 3.662 98
4 min -1785.247 26 434.959 27 -1327.47 32 -1.122 66 -4.598 45 1.349 39
5 C2 max 613.183 39 1165.049 286 559.915 45 3.565 251 3.919 48 -.576 27
6 min -1130.991 26 429.121 31 -1198.735 32 1.015 33 -3.572 37 -2.626 320
7 C1 max 1625.397 38 1217.282 316 1718.96 44 3.604 253 4.75 49 -.581 49
8 min -1107.556 27 457.401 43 -1080.739 33 1.097 35 -5.079 36 -2.654 318
9 B2 max 625.348 39 1162.458 163 1091.717 44 -.954 45 3.247 41 -.597 27
10 min -1118.565 26 418.843 49 -603.342 33 -3.601 234 -3.718 28 -2.534 152
11 B1 max 1564.805 38 1190.925 229 1097.08 45 -1.001 43 4.775 40 -.62 29
12 min -1071.303 27 433.218 37 -1584.079 32 -3.623 230 -4.311 29 -2.545 152
13 Totals:max 6111.316 39 5624.191 44 6111.356 44
14 min -6111.318 26 2792.308 33 -6111.356 32
Envelope AISC 15th(360-16): LRFD Steel Code Checks
Member Shape Code Check Loc[in] LC Shear Check Loc[in] ... LC phi*P...phi*P...phi*... phi*... ... Eqn
1 CSO HSS4X4X4 .494 0 36 .101 0 y 318 1312...1395...16.181 16.181 ...H1-...
2 ASO HSS4X4X4 .490 0 32 .113 0 y 66 1312...1395...16.181 16.181 ...H1-...
3 BSO HSS4X4X4 .465 0 40 .109 0 y 152 1312...1395...16.181 16.181 ...H1-...
4 B4 P2_STD .457 24 230 .109 24 30 1581...3386...1.998 1.998 ...H1-...
5 SA-H1 HSS4X4X4 .420 0 44 .112 0 y 65 1312...1395...16.181 16.181 ...H1-...
6 C1 P2_STD .419 24 255 .105 24 48 1581...3386...1.998 1.998 ...H1-...
7 M52 HSS4X4X4 .418 0 48 .100 0 y 319 1312...1395...16.181 16.181 ...H1-...
8 A4 P2_STD .418 24 141 .104 24 44 1581...3386...1.998 1.998 ...H1-...
9 A1 P2_STD .412 24 67 .152 24 32 1581...3386...1.998 1.998 ...H1-...
10 B3 P2_STD .406 24 222 .075 24 233 1581...3386...1.998 1.998 ...H1-...
11 M85 HSS4X4X4 .396 0 28 .109 0 y 152 1312...1395...16.181 16.181 ...H1-...
12 B1 P2_STD .386 24 168 .151 24 42 1581...3386...1.998 1.998 ...H1-...
13 A2 P2_STD .373 24 51 .091 24 32 1581...3386...1.998 1.998 ...H1-...
14 M87 P3_STD .359 71.771 36 .236 58.229 241 5862...70182 6.124 6.124 ...H1-...
15 C2 P2_STD .359 24 251 .069 24 321 1581...3386...1.998 1.998 ...H1-...
RISA-3D Version 17.0.2 Page 15 [T:\...\...\...\...\01_Mount\00_Rev 0\03_Modeling\214755.02.Loaded.r3d]
4111 3%4 S Main St Unit
#WCC0112/13/2024
Company : GPD Mar 1, 2023
11:03 AMDesigner : Karumanchi, Ujwala
Job Number : 2023723.21.214755.02 Checked By:_____
Model Name : 214755_CLL01583_SCE FAIRVIEW SUBSTATION
Envelope AISC 15th(360-16): LRFD Steel Code Checks (Continued)
Member Shape Code Check Loc[in] LC Shear Check Loc[in] ... LC phi*P...phi*P...phi*... phi*... ... Eqn
16 A3 P2_STD .356 24 122 .077 24 63 1581...3386...1.998 1.998 ...H1-...
17 M15 P3_STD .350 71.771 26 .236 58.229 140 5862...70182 6.124 6.124 ...H1-...
18 C3 P2_STD .329 24 321 .084 24 36 1581...3386...1.998 1.998 ...H1-...
19 M54 P3_STD .328 58.229 42 .240 71.771 256 5862...70182 6.124 6.124 ...H1-...
20 M77A P3_STD .303 71.771 156 .236 58.229 234 5862...70182 6.124 6.124 ...H1-...
21 B2 P2_STD .290 24 152 .085 24 42 1581...3386...1.998 1.998 ...H1-...
22 C4RRH P2_STD .283 72 315 .055 24 321 1581...3386...1.998 1.998 ...H1-...
23 FM-H1 P3_STD .281 71.771 55 .237 58.229 145 5862...70182 6.124 6.124 ...H1-...
24 M44 P3_STD .266 58.229 317 .241 71.771 263 5862...70182 6.124 6.124 ...H1-...
25 C4 P2_STD .266 72 322 .047 24 321 1581...3386...1.998 1.998 ...H1-...
26 B4RRH P2_STD .147 84 237 .037 12 32 1581...3386...1.998 1.998 ...H1-...
27 A1RRH P2_STD .143 84 72 .047 12 30 1581...3386...1.998 1.998 ...H1-...
28 B1RRH P2_STD .142 84 161 .046 12 40 1581...3386...1.998 1.998 ...H1-...
29 A4RRH P2_STD .139 84 137 .037 12 46 1581...3386...1.998 1.998 ...H1-...
30 C1RRH P2_STD .139 84 260 .037 12 46 1581...3386...1.998 1.998 ...H1-...
31 B3RRH P2_STD .105 12 221 .026 12 164 1581...3386...1.998 1.998 ...H1-...
32 A2RRH P2_STD .094 12 28 .026 12 28 1581...3386...1.998 1.998 ...H1-...
33 C2RRH P2_STD .093 12 251 .025 12 320 1581...3386...1.998 1.998 ...H1-...
34 A3RRH P2_STD .092 12 133 .030 12 63 1581...3386...1.998 1.998 ...H1-...
35 C3RRH P2_STD .087 12 40 .028 12 40 1581...3386...1.998 1.998 ...H1-...
36 B2RRH P2_STD .081 12 36 .023 12 38 1581...3386...1.998 1.998 ...H1-...
37 M24 P4_STD .000 9 26 .000 9 26 9925...9998...11.318 11.318 ...H1-...
38 SA-V1 P4_STD .000 9 26 .000 9 26 9925...9998...11.318 11.318 ...H1-...
39 M63 P4_STD .000 9 42 .000 9 42 9925...9998...11.318 11.318 ...H1-...
40 M53 P4_STD .000 9 42 .000 9 42 9925...9998...11.318 11.318 ...H1-...
41 M86 P4_STD .000 9 36 .000 9 36 9925...9998...11.318 11.318 ...H1-...
42 M96 P4_STD .000 9 36 .000 9 36 9925...9998...11.318 11.318 ...H1-...
RISA-3D Version 17.0.2 Page 16 [T:\...\...\...\...\01_Mount\00_Rev 0\03_Modeling\214755.02.Loaded.r3d]
4111 3%4 S Main St Unit
#WCC0112/13/2024
(3) Site Pro 1 Stacked 10'-10" T-Arms - Structural Evaluation Site USID #: 214755
3/1/2023
APPENDIX C
Additional Calculations
4111 3%4 S Main St Unit
#WCC0112/13/2024
TIA-222-H CONNECTION CHEC
Mount to Tower Connection - Typ. All Sectors
2023723.21.214755.02
Bolt Diameter (d) 0.625 in Height (h) 8 in
Net Tensile Area (An) 0.226 in2 Width (w) 8 in
# of Bolts Total (n 4 Thickness (t) 0.75 in
Bolt Distance Up-Down 6 in Steel Grade A36
Bolt Distance Left-Righ 6 in Plate Yield Strength (Fy) 36 ksi
Bolt Grade A325N Support Arm Height 4 in
Bolt Tensile Strength (ub)120 ksi Support Arm Width 4 in
Moment (M) 3.86 k-ft Moment (M) 5.08 k-ft
Axial (T) 1.08 kips Axial (T) 0.54 kips
Shear (V) 1.22 kips Shear (V) 1.67 kips
Nominal Tensile Strength (Rnt) 27.120 kips Nominal Tensile Strength (Rnt) 27.120 kips
Nominal Shear Strength (Rnv) 18.41 kips Nominal Shear Strength (Rnv) 18.41 kips
Bolt Tensile Force (Tub) 4.13 kips Bolt Tensile Force (Tub) 5.21 kips
Bolt Shear Force (Vub) 0.305 kips Bolt Shear Force (Vub) 0.417 kips
Tub/φRnt 0.20323 Tub/φRnt 0.25637
Vub/φRnv 0.02209 Vub/φRnv 0.03020
(Vub/φRnv)2+(Tub/φRnt)2 0.04179 (Vub/φRnv)2+(Tub/φRnt)2 0.06664
Bolt Capacity = 20.3%OK Bolt Capacity = 25.6%OK
Bolt Circle (DBC) 8.485 in Bolt Circle (DBC) 8.485 in
Effective Width (Bef ) 7.48 in Effective Width (Bef ) 7.48 in
Flexural Moment (Mu) 8.27 k-in Flexural Moment (Mu) 10.43 k-in
Flexural Strength (ØMn) 34.10 k-in Flexural Strength (ØMn) 34.10 k-in
Plate Capacity=24.2%OK Plate Capacity=30.6%OK
Bolt Information Flange Information
Plate Capacity (Left-Right)Plate Capacity (Up-Down)
Bolt Capacity (Left-Right)Bolt Capacity (Up-Down)
RISA 3D Reactions (Up-Down) RISA 3D Reactions (Left -Right)
4111 3%4 S Main St Unit
#WCC0112/13/2024
520 South Main Street . Suite 2531 . Akron, Ohio 44311 . 330-572-2100 . Fax 330-572-2101 . www.GPDGroup.com
GPD Group, Inc.
Smartlink Group Chad Burton
3300 Irvine Avenue, Suite 300 520 South Main Street, Suite 2531
Newport Beach, CA 92660 Akron, OH 44311
(614) 859-1623
cburton@gpdgroup.com
GPD# 2023723.21.214755.02
March 1, 2023
COMPREHENSIVE STRUCTURAL ANALYSIS REPORT
AT&T DESIGNATION: USID #: 214755
Site FA #: 12844671
Client #: CLL01583
Site Name: SCE FAIRVIEW SUBSTATION
ANALYSIS CRITERIA: Codes: TIA-222-H & 2022 CBC
95 mph (3-second gust) w/ 0" ice
Ss = 1.277, S1 = 0.458
SITE DATA: 4111 3/4 S Main St., Santa Ana, CA 92707, Orange County
Latitude 33° 41' 35.40" N, Longitude 117° 52' 03.57" W
78' Monopole
To whom it may concern,
GPD is pleased to submit this Comprehensive Structural Analysis Report to determine the structural integrity of the
aforementioned tower. The purpose of the analysis is to determine the suitability of the tower with the existing and proposed
loading configuration detailed in the analysis report.
Analysis Results
Tower Stress Level with Proposed Equipment: 79.9% Pass
Foundation Ratio with Proposed Equipment: 65.1% Pass
We at GPD appreciate the opportunity of providing our continuing professional services to you and Smartlink Group. If you
have any questions or need further assistance on this or any other projects, please do not hesitate to call.
Respectfully submitted,
John N. Kabak, S.E.
California #: S 6057
3/1/2023
4111 3%4 S Main St Unit
#WCC0112/13/2024
78' Monopole - Structural Evaluation Site USID #: 214755
3/1/2023 Page 2 of 4
SUMMARY & RESULTS
The purpose of this analysis was to verify whether the existing structure is capable of carrying the proposed loading
configuration as specified by AT&T Mobility and commissioned by Smartlink Group.
This analysis has been performed in accordance with the 2022 CBC based upon a 3-second gust wind speed of 95 mph.
Applicable Standard references and design criteria are listed in Appendices A & B.
Two foundation designs were provided for this analysis. Because the as-built design was not specified, both designs were
analyzed, and the controlling capacity rating is shown below.
The proposed feedlines shall be installed as shown in Appendices A & B for the analysis results to be valid.
TOWER SUMMARY AND RESULTS
Member Capacity Results
Monopole 79.9% Pass
Anchor Rods 48.2% Pass
Base Plate 52.0% Pass
Foundation 65.1% Pass
RECOMMENDATIONS
The tower and its foundation have sufficient capacity to carry the proposed loading configuration. No modifications are
required at this time.
ANALYSIS METHOD
tnxTower (Version 8.1.1.0), a commercially available software program, was used to create a three-dimensional model of
the tower and calculate primary member stresses for various load cases. Selected output from the analysis is included the
report appendices. The following table details the information provided to complete this structural analysis. This analysis
is based solely on this information.
DOCUMENTS PROVIDED
Document Remarks Source
RF Data Sheet RFDS Name: CLL01583 v2.0, dated 1/25/2023 Smartlink Group
Construction Drawings Smartlink Group Site #: CLL01583 Rev. 0, dated 2/6/2023 Smartlink Group
Tower Design Larson Job #: UR468330 Rev. 2, dated 2/12/2021 AT&T Mobility
Foundation Design Larson Job #: UR468330 Rev. 2 Sheet #: S2, dated 2/15/2021 AT&T Mobility
Geotechnical Report Toro International Project #: 13-103.81, dated 9/30/2019 AT&T Mobility
Previous Tower Analysis GPD Project #: 2022723.21.214755.01 Rev. 1, dated 1/6/2023 AT&T Mobility
Tower Mapping Not Provided N/A
4111 3%4 S Main St Unit
#WCC0112/13/2024
78' Monopole - Structural Evaluation Site USID #: 214755
3/1/2023 Page 3 of 4
ASSUMPTIONS
This structural analysis is based on the theoretical capacity of the members and is not a condition assessment of the tower.
This analysis is from information supplied, and therefore, its results are based on and are as accurate as that supplied data.
GPD has made no independent determination, nor is it required to, of its accuracy. The following assumptions were made
for this structural analysis.
1. The tower member sizes and shapes are considered accurate as supplied. The material grade is as per data
supplied and/or as assumed and as stated in the materials section.
2. The appurtenance configuration is as supplied, determined from available photos, and/or as modeled in the
analysis. It is assumed to be complete and accurate. All antennas, mounts, coax and waveguides are assumed to
be properly installed and supported as per manufacturer requirements.
3. All mounts, if applicable, are considered adequate to support the loading. No actual analysis of the mount(s) is
performed. This analysis is limited to analyzing the tower only.
4. The soil parameters are as per data supplied or as assumed and stated in the calculations.
5. Foundations are properly designed and constructed to resist the original design loads indicated in the documents
provided.
6. The tower and structures have been properly maintained in accordance with TIA Standards and/or with
manufacturer’s specifications.
7. All welds and connections are assumed to develop at least the member capacity unless determined otherwise and
explicitly stated in this report.
8. All prior structural modifications, if applicable, are assumed to be as per data supplied/available and to have been
properly installed.
9. Loading interpreted from photos is accurate to ±5’ AGL, antenna size accurate to ±3.3 sf, and coax equal to the
number of existing antennas without reserve.
10. All existing and proposed loading has been taken from the available site photos as well as documents supplied to
GPD at the time of generating this report. All such documents are listed in the Documents Provided Table and are
assumed to be accurate. GPD is not responsible for loading scenarios outside those conveyed in the supplied
documentation.
If any of these assumptions are not valid or have been made in error, this analysis may be affected, and GPD should be
allowed to review any new information to determine its effect on the structural integrity of the tower.
4111 3%4 S Main St Unit
#WCC0112/13/2024
78' Monopole - Structural Evaluation Site USID #: 214755
3/1/2023 Page 4 of 4
DISCLAIMER OF WARRANTIES
GPD has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions
are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the
significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace
a full tower inspection. The tower and foundations are assumed to have been properly fabricated, erected, maintained, in
good condition, twist free, and plumb.
The engineering services rendered by GPD in connection with this Comprehensive Structural Analysis are limited to a
computer analysis of the tower structure and theoretical capacity of its main structural members. No allowance was made
for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose
bolts or cracked welds.
This analysis is limited to the designated maximum wind and seismic conditions per the governing tower standards and
code. Wind forces resulting in tower vibrations near the structure’s resonant frequencies were not considered in this analysis
and are outside the scope of this analysis. Lateral loading from any dynamic response was not evaluated under a time -
domain based fatigue analysis.
GPD does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed
information needed to perform a thorough analysis of every structural sub-component and connection of an existing tower.
GPD provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc.
The purpose of this report is to assess the capability of adding appurtenances usually accompanied by transmission lines
to the structure.
It is the owner’s responsibility to determine the amount of ice accumulation in excess of the code specified amount, if any,
that should be considered in the structural analysis.
The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these
sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field.
Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction
document. Precise modification drawings are obtainable from GPD, but are beyond the scope of this report.
Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work. We
recommend that material of adequate size and strength be purchased from a reputable tower manufacturer.
Towers are designed to carry gravity, wind, and ice loads. All members, legs, diagonals, struts, and redundant members
provide structural stability to the tower with little redundancy. Absence or removal of a member can trigger catastrophic
failure unless a substitute is provided before any removal. Legs carry axial loads and derive their strength from shorter
unbraced lengths by the presence of redundant members and their connection to the diagonals with bolts or welds. If the
bolts or welds are removed without providing any substitute to the frame, the leg is subjected to a higher unbraced length
that immediately reduces its load carrying capacity. If a diagonal is also removed in addition to the connection, the unbraced
length of the leg is greatly increased, jeopardizing its load carrying capacity. Failure of one leg can result in a tower collapse
because there is no redundancy. Redundant members and diagonals are critical to the stability of the tower.
GPD makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from
material, fabrication, and erection of this tower. GPD will not be responsible whatsoever for, or on account of, consequential
or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this
report. The maximum liability of GPD pursuant to this report will be limited to the total fee received for preparation of this
report.
4111 3%4 S Main St Unit
#WCC0112/13/2024
78' Monopole - Structural Evaluation Site USID #: 214755
3/1/2023
APPENDIX A
Tower Analysis Summary Form
4111 3%4 S Main St Unit
#WCC0112/13/2024
Tower Analysis Summary Form
General Info
Site Name
Site Number
FA Number
Date of Analysis
Company Performing Analysis
Tower Info Description Date Design Parameters Analysis Results (% Maximum Usage)
Tower Type (G, SST, MP)Existing/Reserved + Future + Proposed Condition
Tower Height (top of steel AGL)Tower (%)
Tower Manufacturer Location of Tower (County, State)Tower Base (%)
Tower Model Wind Speed (mph)Foundation (%)
Tower Design 2/12/2021 Ice Thickness (in)
Foundation Design 2/15/2021 Risk Category (I, II, III)
Geotechnical Report 9/30/2019 Exposure Category (B, C, D)
Previous Tower Analysis 1/6/2023 Topographic Category (1 to 5)
Tower Mapping
Foundation Mapping
Existing / Reserved Loading
Antenna Mount Transmission Line
Antenna Owner Mount
Height (ft)
Antenna
CL (ft)Quantity Type Manufacturer Model Azimuth Quantity Manufacturer Type Quantity Model Size Attachment
Int/Ext
AT&T Mobility 74 76.5 3* Antenna Ericsson AIR6449 B77 0/120/27 3 Site Pro 1 Stacked 10'-10" T-Arm 9 DC Power 3/4" Internal
AT&T Mobility 74 74 3 Antenna Commscope NNH4-65C-R6-V3 0/120/270 on the same mounts 3 Fiber 1/2" Internal
AT&T Mobility 74 74 3* Antenna Kathrein 800-10966K 0/120/270 on the same mounts
AT&T Mobility 74 74 3 Antenna Quintel QS8658-3E 0/120/270 on the same mounts
AT&T Mobility 74 74 3 RRH Ericsson 4449 B5/B12 on the same mounts
AT&T Mobility 74 74 3 RRH Ericsson 4478 B14 on the same mounts
AT&T Mobility 74 74 3 RRH Ericsson 8843 B2/B66A on the same mounts
AT&T Mobility 74 74 3 RRH Ericsson 4415 B30 on the same mounts
AT&T Mobility 74 74 3 RRH Ericsson RRUS-E2 B29 on the same mounts
AT&T Mobility 74 74 4 Squid Raycap DC9-48-60-24-8C-EV on the same mounts
*Indicates equipment/feedline quantity to be removed.
Proposed Loading
Antenna Mount Transmission Line
Antenna Owner Mount
Height (ft)
Antenna
CL (ft)Quantity Type Manufacturer Model Azimuth Quantity Manufacturer Type Quantity Model Size Attachment
Int/Ext
AT&T Mobility 74 75 3 Antenna Ericsson AIR6449 B77D+AIR6419 B77G STACKED 0/120/270 on the existing mounts
AT&T Mobility 74 74 3 Antenna Quintel QD8612-7 0/120/270 on the existing mounts
Note: The proposed loading shall be in addition to the remaining existing equipment at the same elevation.
C
65.1%
79.9%
Orange, CA
n/a
n/a
II
1
Larson Job #: UR468330 Rev. 2 Sheet #: S2
Toro International Project #: 13-103.81
GPD Project #: 2022723.21.214755.01 Rev. 1
Yes
52.0%
n/a
The information contained in this summary report is not to be used
independently from the PE stamped tower analysis.
Design Code Used
95 (3-second gust)
0
MP
78'
n/a
TIA-222-H & 2022 CBC
Foundation Adequate?
SCE FAIRVIEW SUBSTATION (CLL01583)
214755
12844671
3/1/2023
GPD
Larson Job #: UR468330 Rev. 2
4111 3%4 S Main St Unit
#WCC0112/13/2024
78' Monopole - Structural Evaluation Site USID #: 214755
3/1/2023
APPENDIX B
Tower Analysis Output File
4111 3%4 S Main St Unit
#WCC0112/13/2024
GPD
520 South Main Street Suite 2531
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Job: 214755_CLL01583_SCE FAIRVIEW SUBSTATIO
Project: 2023723.21.214755.02
Client: Smartlink Group Drawn by: ukarumanchi App'd:
Code: TIA-222-H Date: 03/01/23 Scale: NTS
Path:
T:\ATandT\214755\02 SA 2023723 21 214755 02 Smartlink SA MA\5_Structural\00_Structure\00_Rev 0\03_Modeling\214755.02 TNX.eri
Dwg No. E-1
78.0 ft
38.0 ft
1.0 ft
REACTIONS - 95 mph WIND
TORQUE 0 kip-ft
23 K
SHEAR
1308 kip-ft
MOMENT
24 K
AXIAL
SEISMIC
6 K
SHEAR
369 kip-ft
MOMENT
28 K
AXIAL
ARE FACTORED
ALL REACTIONS
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1
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4 ft branches (top crown) 80 Appurtenances @ 80' 80 2 ft antenna branches 74 T-Arm Mount [TA 602-3] 74 QD8612-7 w/ Mount Pipe 74 QD8612-7 w/ Mount Pipe 74 QD8612-7 w/ Mount Pipe 74 QS8658-3e w/ Mount Pipe 74 QS8658-3e w/ Mount Pipe 74 QS8658-3e w/ Mount Pipe 74 AIR6449 B77D+AIR6419 B77G
STACKED w/ Mount Pipe
74 AIR6449 B77D+AIR6419 B77G
STACKED w/ Mount Pipe
74 AIR6449 B77D+AIR6419 B77G
STACKED w/ Mount Pipe
74 NNH4-65C-R6-V3 74 NNH4-65C-R6-V3 74 NNH4-65C-R6-V3 74 Pipe 2 Std x 8' 74 Pipe 2 Std x 8' 74 Pipe 2 Std x 8' 74 RRUS 4449 B5/B12 74 RRUS 4449 B5/B12 74 RRUS 4449 B5/B12 74 RRUS 8843 B2/B66A 74 RRUS 8843 B2/B66A 74 RRUS 8843 B2/B66A 74 RRUS 4478 B14 74 RRUS 4478 B14 74 RRUS 4478 B14 74 RRUS-E2 B29 74 RRUS-E2 B29 74 RRUS-E2 B29 74 RRUS 4415 B30 74 RRUS 4415 B30 74 RRUS 4415 B30 74 DC9-48-60-24-8C-EV 74 DC9-48-60-24-8C-EV 74 (2) DC9-48-60-24-8C-EV 74 Appurtenances @ 74' 74 12 ft branches 73.8 Appurtenances @ 73.8' 73.8 10 ft branches 63.3 Appurtenances @ 63.3' 63.3 Feedlines from 38' - 78' 58 Tower Section from 38' - 78' 58 8 ft branches 52.1 Appurtenances @ 52.1' 52.1 Appurtenances @ 42.3' 42.3 8 ft branches 42.3 Appurtenances @ 28.7' 28.7 6 ft branches 28.7 Feedlines from 1' - 38' 19.5 Tower Section from 1' - 38' 19.5 4 ft branches 17.5 Appurtenances @ 17.5' 17.5DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATION
4 ft branches (top crown) 80
Appurtenances @ 80' 80
2 ft antenna branches 74
T-Arm Mount [TA 602-3] 74
QD8612-7 w/ Mount Pipe 74
QD8612-7 w/ Mount Pipe 74
QD8612-7 w/ Mount Pipe 74
QS8658-3e w/ Mount Pipe 74
QS8658-3e w/ Mount Pipe 74
QS8658-3e w/ Mount Pipe 74
AIR6449 B77D+AIR6419 B77G
STACKED w/ Mount Pipe
74
AIR6449 B77D+AIR6419 B77G
STACKED w/ Mount Pipe
74
AIR6449 B77D+AIR6419 B77G
STACKED w/ Mount Pipe
74
NNH4-65C-R6-V3 74
NNH4-65C-R6-V3 74
NNH4-65C-R6-V3 74
Pipe 2 Std x 8' 74
Pipe 2 Std x 8' 74
Pipe 2 Std x 8' 74
RRUS 4449 B5/B12 74
RRUS 4449 B5/B12 74
RRUS 4449 B5/B12 74
RRUS 8843 B2/B66A 74
RRUS 8843 B2/B66A 74
RRUS 8843 B2/B66A 74
RRUS 4478 B14 74
RRUS 4478 B14 74
RRUS 4478 B14 74
RRUS-E2 B29 74
RRUS-E2 B29 74
RRUS-E2 B29 74
RRUS 4415 B30 74
RRUS 4415 B30 74
RRUS 4415 B30 74
DC9-48-60-24-8C-EV 74
DC9-48-60-24-8C-EV 74
(2) DC9-48-60-24-8C-EV 74
Appurtenances @ 74' 74
12 ft branches 73.8
Appurtenances @ 73.8' 73.8
10 ft branches 63.3
Appurtenances @ 63.3' 63.3
Feedlines from 38' - 78' 58
Tower Section from 38' - 78' 58
8 ft branches 52.1
Appurtenances @ 52.1' 52.1
Appurtenances @ 42.3' 42.3
8 ft branches 42.3
Appurtenances @ 28.7' 28.7
6 ft branches 28.7
Feedlines from 1' - 38' 19.5
Tower Section from 1' - 38' 19.5
4 ft branches 17.5
Appurtenances @ 17.5' 17.5
MATERIAL STRENGTH
GRADE GRADEFy FyFu Fu
A572-65 65 ksi 80 ksi
TOWER DESIGN NOTES
1. Tower designed for Exposure C to the TIA-222-H Standard.
2. Tower designed for a 95 mph basic wind in accordance with the TIA-222-H Standard.
3. Deflections are based upon a 60 mph wind.
4. Tower Risk Category II.
5. Topographic Category 1 with Crest Height of 0.00 ft
6. TOWER RATING: 79.9%
4111 3%4 S Main St Unit
#WCC0112/13/2024
GPD
520 South Main Street Suite 2531
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Job: 214755_CLL01583_SCE FAIRVIEW SUBSTATIO
Project: 2023723.21.214755.02
Client: Smartlink Group Drawn by: ukarumanchi App'd:
Code: TIA-222-H Date: 03/01/23 Scale: NTS
Path:
T:\ATandT\214755\02 SA 2023723 21 214755 02 Smartlink SA MA\5_Structural\00_Structure\00_Rev 0\03_Modeling\214755.02 TNX.eri
Dwg No. E-7
Feed Line Distribution Chart
1' - 78'
Round Flat App In Face App Out Face Truss Leg
Face A
38.00
1.00
78.00
El
e
v
a
t
i
o
n
(
f
t
)
Face B
8.00
74.00
8.00
74.00
Face C
38.00
1.00
78.00
8.00
74.00
8.00
74.00
(9
)
3
/
4
"
D
C
P
o
w
e
r
L
i
n
e
(3
)
1
/
2
"
F
i
b
e
r
C
a
b
l
e
4111 3%4 S Main St Unit
#WCC0112/13/2024
GPD
520 South Main Street Suite 2531
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Job: 214755_CLL01583_SCE FAIRVIEW SUBSTATIO
Project: 2023723.21.214755.02
Client: Smartlink Group Drawn by: ukarumanchi App'd:
Code: TIA-222-H Date: 03/01/23 Scale: NTS
Path:
T:\ATandT\214755\02 SA 2023723 21 214755 02 Smartlink SA MA\5_Structural\00_Structure\00_Rev 0\03_Modeling\214755.02 TNX.eri
Dwg No. E-7
Feed Line Plan
Round Flat App In Face App Out Face
(9) 3/4" DC Power Line(3) 1/2" Fiber Cable
4111 3%4 S Main St Unit
#WCC0112/13/2024
ttnnxxTToowweerr Job
214755_CLL01583_SCE FAIRVIEW SUBSTATION
Page
1 of 8
GPD
520 South Main Street Suite 2531
Project
2023723.21.214755.02
Date
11:16:08 03/01/23
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Smartlink Group Designed by
ukarumanchi
Tower Input Data
The tower is a monopole.
This tower is designed using the TIA-222-H standard.
The following design criteria apply:
Tower base elevation above sea level: 36.00 ft.
Basic wind speed of 95 mph.
Risk Category II.
Exposure Category C.
Simplified Topographic Factor Procedure for wind speed-up calculations is used.
Topographic Category: 1.
Crest Height: 0.00 ft.
Deflections calculated using a wind speed of 60 mph.
A non-linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.
Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered.
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules
Consider Moments - Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces
Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA
Use Moment Magnification Use Clear Spans For Wind Area SR Leg Bolts Resist Compression
√ Use Code Stress Ratios Use Clear Spans For KL/ All Leg Panels Have Same Allowable
√ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation
Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque
Always Use Max Kz √ Use Azimuth Dish Coefficients Include Angle Block Shear Check
Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption
Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption
Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles
Secondary Horizontal Braces Leg Sort Capacity Reports By Componen √ Include Shea -Torsion Interaction
Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow
SR Members Have Cut Ends Treat Feed Line Bundles As Cylinde Use Top Mounted Sockets
SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs √ Pole Without Linear Attachments
Pole With Shroud Or No Appurtenances
Outside and Inside Corner Radii Are
Known
Tapered Pole Section Geometry
Section Elevation
Section
Length
Splice
Length
Number
of
Sides
Top
Diameter
in
Bottom
Diameter
in
Wall
Thickness
in
Bend
Radius
in
Pole Grade
L1 78.00-38.00 40.00 3.50 18 16.0000 25.6000 0.2188 0.8752 A572-65
(65 ksi)
L2 38.00-1.00 40.50 18 24.3224 34.0425 0.3125 1.2500 A572-65
(65 ksi)
4111 3%4 S Main St Unit
#WCC0112/13/2024
ttnnxxTToowweerr Job
214755_CLL01583_SCE FAIRVIEW SUBSTATION
Page
2 of 8
GPD
520 South Main Street Suite 2531
Project
2023723.21.214755.02
Date
11:16:08 03/01/23
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Smartlink Group Designed by
ukarumanchi
Tapered Pole Properties
Section Tip Dia.
in
Area
in2
I
in4
r
in
C
in
I/C
in3
J
in4
It/Q
in2
w
in
w/t
L1 16.2131 10.9596 344.8353 5.6023 8.1280 42.4256 690.1244 5.4808 2.4309 11.11
25.9612 17.6265 1434.5911 9.0103 13.0048 110.3124 2871.0700 8.8149 4.1205 18.832
L2 25.5024 23.8148 1734.4646 8.5235 12.3558 140.3768 3471.2115 11.9097 3.7307 11.938
34.5195 33.4559 4808.8742 11.9742 17.2936 278.0726 9624.0761 16.7312 5.4415 17.413
Tower
Elevation
Gusset
Area
(per face)
2
Gusset
Thickness
in
Gusset Grade Adjust. Factor
Af
Adjust.
Factor
Ar
Weight Mult.
Double Angle
Stitch Bolt
Spacing
Diagonals
in
Double Angle
Stitch Bolt
Spacing
Horizontals
in
Double Angle
Stitch Bolt
Spacing
Redundants
in
L1 78.00-38.00 1 1 1
L2 38.00-1.00 1 1 1
Feed Line/Linear Appurtenances - Entered As Area
Description Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Component
Type
Placement
ft
Total
Number
CAAA
ft2/ft
Weight
plf
3/4'' DC Power Line C No No Inside Pole 74.00 - 8.00 9 No Ice 0.00 0.33
1/2'' Fiber Cable C No No Inside Pole 74.00 - 8.00 3 No Ice 0.00 0.15
Feed Line/Linear Appurtenances Section Areas
Tower
Section
Tower
Elevation
Face AR
2
AF
2
CAAA
In Face
2
CAAA
Out Face
2
Weight
L1 78.00-38.00 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.12
L2 38.00-1.00 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.10
Feed Line Center of Pressure
Section Elevation
CPX
in
CPZ
in
CPX
Ice
in
CPZ
Ice
in
L1 78.00-38.00 0.0000 0.0000 0.0000 0.0000
L2 38.00-1.00 0.0000 0.0000 0.0000 0.0000
Note: For pole sections, center of pressure calculations do not consider feed line shielding.
4111 3%4 S Main St Unit
#WCC0112/13/2024
ttnnxxTToowweerr Job
214755_CLL01583_SCE FAIRVIEW SUBSTATION
Page
3 of 8
GPD
520 South Main Street Suite 2531
Project
2023723.21.214755.02
Date
11:16:08 03/01/23
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Smartlink Group Designed by
ukarumanchi
User Defined Loads - Seismic
Description Elevation
Offset
From
Centroid
Azimuth
Angle
°
Ev
Ehx
Ehz
Eh
Appurtenances @ 80' 80.00 0.00 0.0000 0.02 0.00 0.00 0.04
Appurtenances @ 74' 74.00 0.00 0.0000 0.82 0.00 0.00 2.00
Appurtenances @ 73.8' 73.80 0.00 0.0000 0.39 0.00 0.00 0.95
Appurtenances @ 63.3' 63.30 0.00 0.0000 0.50 0.00 0.00 0.91
Appurtenances @ 52.1' 52.10 0.00 0.0000 0.30 0.00 0.00 0.38
Appurtenances @ 42.3' 42.30 0.00 0.0000 0.30 0.00 0.00 0.26
Appurtenances @ 28.7' 28.70 0.00 0.0000 0.42 0.00 0.00 0.18
Appurtenances @ 17.5' 17.50 0.00 0.0000 0.08 0.00 0.00 0.01
Feedlines from 38' - 78' 58.00 0.00 0.0000 0.03 0.00 0.00 0.04
Feedlines from 1' - 38' 19.50 0.00 0.0000 0.02 0.00 0.00 0.00
Tower Section from 38' - 78' 58.00 0.00 0.0000 0.40 0.00 0.00 0.62 Tower Section from 1' - 38' 19.50 0.00 0.0000 0.81 0.00 0.00 0.18
Discrete Tower Loads
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
4 ft branches C None 0.0000 17.50 No Ice 25.70 25.70 0.39
6 ft branches C None 0.0000 28.70 No Ice 122.00 122.00 2.04
8 ft branches C None 0.0000 42.30 No Ice 88.50 88.50 1.45
8 ft branches C None 0.0000 52.10 No Ice 88.00 88.00 1.45
10 ft branches C None 0.0000 63.30 No Ice 137.00 137.00 2.44
12 ft branches C None 0.0000 73.80 No Ice 109.30 109.30 1.93
4 ft branches (top crown) C None 0.0000 80.00 No Ice 12.80 12.80 0.08
2 ft antenna branches C None 0.0000 74.00 No Ice 27.40 27.40 0.18
T-Arm Mount [TA 602-3] A None 0.0000 74.00 No Ice 13.40 13.40 0.77
QD8612-7 w/ Mount Pipe A From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 15.98 11.50 0.16
QD8612-7 w/ Mount Pipe B From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 15.98 11.50 0.16
QD8612-7 w/ Mount Pipe C From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 15.98 11.50 0.16
QS8658-3e w/ Mount Pipe A From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 11.47 11.50 0.13
QS8658-3e w/ Mount Pipe B From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 11.47 11.50 0.13
QS8658-3e w/ Mount Pipe C From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 11.47 11.50 0.13
4111 3%4 S Main St Unit
#WCC0112/13/2024
ttnnxxTToowweerr Job
214755_CLL01583_SCE FAIRVIEW SUBSTATION
Page
4 of 8
GPD
520 South Main Street Suite 2531
Project
2023723.21.214755.02
Date
11:16:08 03/01/23
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Smartlink Group Designed by
ukarumanchi
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
AIR6449 B77D+AIR6419
B77G STACKED w/ Mount
Pipe
A From
Centroid-Le
g
4.00
0.00
1.00
0.0000 74.00 No Ice 11.76 9.94 0.23
AIR6449 B77D+AIR6419
B77G STACKED w/ Mount
Pipe
B From
Centroid-Le
g
4.00
0.00
1.00
0.0000 74.00 No Ice 11.76 9.94 0.23
AIR6449 B77D+AIR6419
B77G STACKED w/ Mount
Pipe
C From
Centroid-Le
g
4.00
0.00
1.00
0.0000 74.00 No Ice 11.76 9.94 0.23
NNH4-65C-R6-V3 A From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 9.70 3.33 0.13
NNH4-65C-R6-V3 B From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 9.70 3.33 0.13
NNH4-65C-R6-V3 C From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 9.70 3.33 0.13
Pipe 2 Std x 8' A From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 1.90 1.90 0.03
Pipe 2 Std x 8' B From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 1.90 1.90 0.03
Pipe 2 Std x 8' C From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 1.90 1.90 0.03
RRUS 4449 B5/B12 A From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 1.97 1.41 0.07
RRUS 4449 B5/B12 B From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 1.97 1.41 0.07
RRUS 4449 B5/B12 C From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 1.97 1.41 0.07
RRUS 8843 B2/B66A A From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 1.64 1.35 0.07
RRUS 8843 B2/B66A B From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 1.64 1.35 0.07
RRUS 8843 B2/B66A C From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 1.64 1.35 0.07
RRUS 4478 B14 A From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 1.84 1.06 0.06
RRUS 4478 B14 B From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 1.84 1.06 0.06
RRUS 4478 B14 C From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 1.84 1.06 0.06
RRUS-E2 B29 A From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 3.15 1.29 0.06
4111 3%4 S Main St Unit
#WCC0112/13/2024
ttnnxxTToowweerr Job
214755_CLL01583_SCE FAIRVIEW SUBSTATION
Page
5 of 8
GPD
520 South Main Street Suite 2531
Project
2023723.21.214755.02
Date
11:16:08 03/01/23
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Smartlink Group Designed by
ukarumanchi
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
RRUS-E2 B29 B From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 3.15 1.29 0.06
RRUS-E2 B29 C From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 3.15 1.29 0.06
RRUS 4415 B30 A From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 1.84 0.82 0.05
RRUS 4415 B30 B From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 1.84 0.82 0.05
RRUS 4415 B30 C From
Centroid-Le
g
4.00
0.00
0.00
0.0000 74.00 No Ice 1.84 0.82 0.05
DC9-48-60-24-8C-EV A From
Centroid-Le
g
2.00
0.00
0.00
0.0000 74.00 No Ice 2.74 4.78 0.03
DC9-48-60-24-8C-EV B From
Centroid-Le
g
2.00
0.00
0.00
0.0000 74.00 No Ice 2.74 4.78 0.03
(2) DC9-48-60-24-8C-EV C From
Centroid-Le
g
2.00
0.00
0.00
0.0000 74.00 No Ice 2.74 4.78 0.03
Load Combinations
Comb.
No.
Description
1 Dead Only
2 1.2 Dead+1.0 Wind 0 deg - No Ice
3 0.9 Dead+1.0 Wind 0 deg - No Ice
4 1.2 Dead+1.0 Wind 30 deg - No Ice
5 0.9 Dead+1.0 Wind 30 deg - No Ice
6 1.2 Dead+1.0 Wind 60 deg - No Ice
7 0.9 Dead+1.0 Wind 60 deg - No Ice
8 1.2 Dead+1.0 Wind 90 deg - No Ice
9 0.9 Dead+1.0 Wind 90 deg - No Ice
10 1.2 Dead+1.0 Wind 120 deg - No Ice
11 0.9 Dead+1.0 Wind 120 deg - No Ice
12 1.2 Dead+1.0 Wind 150 deg - No Ice
13 0.9 Dead+1.0 Wind 150 deg - No Ice
14 1.2 Dead+1.0 Wind 180 deg - No Ice
15 0.9 Dead+1.0 Wind 180 deg - No Ice
16 1.2 Dead+1.0 Wind 210 deg - No Ice
17 0.9 Dead+1.0 Wind 210 deg - No Ice
18 1.2 Dead+1.0 Wind 240 deg - No Ice
19 0.9 Dead+1.0 Wind 240 deg - No Ice
20 1.2 Dead+1.0 Wind 270 deg - No Ice
21 0.9 Dead+1.0 Wind 270 deg - No Ice
22 1.2 Dead+1.0 Wind 300 deg - No Ice
4111 3%4 S Main St Unit
#WCC0112/13/2024
ttnnxxTToowweerr Job
214755_CLL01583_SCE FAIRVIEW SUBSTATION
Page
6 of 8
GPD
520 South Main Street Suite 2531
Project
2023723.21.214755.02
Date
11:16:08 03/01/23
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Smartlink Group Designed by
ukarumanchi
Comb.
No.
Description
23 0.9 Dead+1.0 Wind 300 deg - No Ice
24 1.2 Dead+1.0 Wind 330 deg - No Ice
25 0.9 Dead+1.0 Wind 330 deg - No Ice
26 Dead+Wind 0 deg - Service
27 Dead+Wind 30 deg - Service
28 Dead+Wind 60 deg - Service
29 Dead+Wind 90 deg - Service
30 Dead+Wind 120 deg - Service
31 Dead+Wind 150 deg - Service
32 Dead+Wind 180 deg - Service
33 Dead+Wind 210 deg - Service
34 Dead+Wind 240 deg - Service
35 Dead+Wind 270 deg - Service
36 Dead+Wind 300 deg - Service
37 Dead+Wind 330 deg - Service
38 1.2 Dead+1.0 Ev+1.0 Eh 0 deg
39 0.9 Dead-1.0 Ev+1.0 Eh 0 deg
40 1.2 Dead+1.0 Ev+1.0 Eh 30 deg
41 0.9 Dead-1.0 Ev+1.0 Eh 30 deg
42 1.2 Dead+1.0 Ev+1.0 Eh 60 deg
43 0.9 Dead-1.0 Ev+1.0 Eh 60 deg
44 1.2 Dead+1.0 Ev+1.0 Eh 90 deg
45 0.9 Dead-1.0 Ev+1.0 Eh 90 deg
46 1.2 Dead+1.0 Ev+1.0 Eh 120 deg
47 0.9 Dead-1.0 Ev+1.0 Eh 120 deg
48 1.2 Dead+1.0 Ev+1.0 Eh 150 deg
49 0.9 Dead-1.0 Ev+1.0 Eh 150 deg
50 1.2 Dead+1.0 Ev+1.0 Eh 180 deg
51 0.9 Dead-1.0 Ev+1.0 Eh 180 deg
52 1.2 Dead+1.0 Ev+1.0 Eh 210 deg
53 0.9 Dead-1.0 Ev+1.0 Eh 210 deg
54 1.2 Dead+1.0 Ev+1.0 Eh 240 deg
55 0.9 Dead-1.0 Ev+1.0 Eh 240 deg
56 1.2 Dead+1.0 Ev+1.0 Eh 270 deg
57 0.9 Dead-1.0 Ev+1.0 Eh 270 deg
58 1.2 Dead+1.0 Ev+1.0 Eh 300 deg
59 0.9 Dead-1.0 Ev+1.0 Eh 300 deg
60 1.2 Dead+1.0 Ev+1.0 Eh 330 deg
61 0.9 Dead-1.0 Ev+1.0 Eh 330 deg
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 78 - 38 16.619 31 1.7821 0.0017
L2 41.5 - 1 4.793 31 1.0823 0.0004
Critical Deflections and Radius of Curvature - Service Wind
Elevation
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
80.00 4 ft branches (top crown) 31 16.619 1.7821 0.0017 10949
74.00 2 ft antenna branches 31 15.130 1.7125 0.0015 10949
4111 3%4 S Main St Unit
#WCC0112/13/2024
ttnnxxTToowweerr Job
214755_CLL01583_SCE FAIRVIEW SUBSTATION
Page
7 of 8
GPD
520 South Main Street Suite 2531
Project
2023723.21.214755.02
Date
11:16:08 03/01/23
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Smartlink Group Designed by
ukarumanchi
Elevation
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
73.80 12 ft branches 31 15.056 1.7090 0.0015 10949
63.30 10 ft branches 31 11.256 1.5223 0.0011 3724
58.00 Feedlines from 38' - 78' 31 9.457 1.4237 0.0009 2737
52.10 8 ft branches 31 7.601 1.3085 0.0007 2113
42.30 8 ft branches 31 4.977 1.1004 0.0004 1574
28.70 6 ft branches 37 2.481 0.7695 0.0002 2190
19.50 Feedlines from 1' - 38' 37 1.398 0.5235 0.0001 3279
17.50 4 ft branches 37 1.209 0.4683 0.0001 3677
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 78 - 38 46.829 12 5.0300 0.0047
L2 41.5 - 1 13.509 12 3.0528 0.0011
Critical Deflections and Radius of Curvature - Design Wind
Elevation
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
80.00 4 ft branches (top crown) 12 46.829 5.0300 0.0047 3924
74.00 2 ft antenna branches 12 42.635 4.8332 0.0043 3924
73.80 12 ft branches 12 42.426 4.8233 0.0042 3924
63.30 10 ft branches 12 31.719 4.2956 0.0030 1333
58.00 Feedlines from 38' - 78' 12 26.650 4.0169 0.0025 979
52.10 8 ft branches 12 21.420 3.6916 0.0019 755
42.30 8 ft branches 12 14.027 3.1039 0.0011 561
28.70 6 ft branches 24 6.993 2.1702 0.0005 778
19.50 Feedlines from 1' - 38' 24 3.940 1.4761 0.0002 1164
17.50 4 ft branches 24 3.407 1.3205 0.0002 1305
Compression Checks
Pole Design Data
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
L1 78 - 38 (1) TP25.6x16x0.2188 40.00 0.00 0.0 17.0432 -14.85 997.02 0.015
L2 38 - 1 (2) TP34.0425x24.3224x0.3125 40.50 0.00 0.0 33.4559 -23.88 1957.17 0.012
4111 3%4 S Main St Unit
#WCC0112/13/2024
ttnnxxTToowweerr Job
214755_CLL01583_SCE FAIRVIEW SUBSTATION
Page
8 of 8
GPD
520 South Main Street Suite 2531
Project
2023723.21.214755.02
Date
11:16:08 03/01/23
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Smartlink Group Designed by
ukarumanchi
Pole Bending Design Data
Section
No.
Elevation
ft
Size
Mux
kip-ft
Mnx
kip-ft
Ratio
Mux
Mnx
Muy
kip-ft
Mny
kip-ft
Ratio
Muy
Mn
L1 78 - 38 (1) TP25.6x16x0.2188 436.54 610.95 0.715 0.00 610.95 0.000
L2 38 - 1 (2) TP34.0425x24.3224x0.3125 1307.64 1666.04 0.785 0.00 1666.04 0.000
Pole Shear Design Data
Section
No.
Elevation
ft
Size
Actual
Vu
K
Vn
K
Ratio
Vu
Vn
Actual
Tu
kip-ft
Tn
kip-ft
Ratio
Tu
Tn
L1 78 - 38 (1) TP25.6x16x0.2188 18.97 299.11 0.063 0.22 642.84 0.000
L2 38 - 1 (2) TP34.0425x24.3224x0.3125 22.96 587.15 0.039 0.22 1734.39 0.000
Pole Interaction Design Data
Section
No.
Elevation
ft
Ratio
Pu
Pn
Ratio
Mux
Mnx
Ratio
Muy
Mn
Ratio
Vu
Vn
Ratio
Tu
Tn
Comb.
Stress
Ratio
Allow.
Stress
Ratio
Criteria
L1 78 - 38 (1) 0.015 0.715 0.000 0.063 0.000 0.733
1.000 4.8.2
L2 38 - 1 (2) 0.012 0.785 0.000 0.039 0.000 0.799
1.000 4.8.2
Section Capacity Table
Section
No.
Elevation
ft
Component
Type
Size Critical
Element
P
K
øPallow
K
%
Capacity
Pass
Fail
L1 78 - 38 Pole TP25.6x16x0.2188 1 -14.85 997.02 73.3 Pass
L2 38 - 1 Pole TP34.0425x24.3224x0.3125 2 -23.88 1957.17 79.9 Pass
Summary ELC: E+P
Pole (L2) 79.9 Pass
Rating = 79.9 Pass
4111 3%4 S Main St Unit
#WCC0112/13/2024
78' Monopole - Structural Evaluation Site USID #: 214755
3/1/2023
APPENDIX C
Additional Calculations
4111 3%4 S Main St Unit
#WCC0112/13/2024
Anchor Rod and Base Plate Stresses, TIA-222-H-1
Overturning Moment = 1308.00 k*ft
Axial Force = 24.00 k 105%
Shear Force = 23.00 k No
Number of Rods = 12 Location = External
Rod Yield Strength, Fy =75 ksi Plate Strength, Fy =65 ksi
Rod Ultimate Strength, Fu =100 ksi φ =0.9
Rod Circle = 41 in Outside Diameter = 47 in
Rod Diameter = 2.25 in Plate Thickness = 2 in
Rod Projection, lar =2.25 in wcalc = 22.85 in
Is grout present? No wmax = 30.61 in
Max Tension on Rod, Put =125.42 k w = 22.85 in
Max Compression on Rod, Puc =129.42 k Z = 22.85 in
Shear on Rod, Vu =1.92 k Mu =695.79 k-in
Moment on Rod, Mu =0.00 k-in φMn =1336.92 k-in
Tension Interaction = 26.5% OK BP Capacity = 52.0% OK
Compression Interaction = 48.2% OK
Configuration =None Pole Diameter =34.04 in
Thickness =1 in Number of Sides =18
Width =5 in Thickness =0.31 in
Notch =0.5 in Pole Yield Strength =65 ksi
Height =18 in
Stiffener Strength (Fy) =36 ksi
Clear Spacing b/w Stiffeners= 3 in
Weld Info. Known? = Yes
Vertical Weld Size = 0.3125 in
Horiz. Weld Type = Both
Groove Angle = 45 deg
Groove Size = 0.375 in
Fillet Size = 0.25 in
Weld Strength = 70 ksi
Stiffener Vertical Force = #VALUE!kips
Vert. Weld Capacity = #VALUE!
Horiz. Weld Capacity = #VALUE!
Stiffener Capacity = #VALUE!
Controlling Capacity = #VALUE! ######
GPD Round Base Plate Stress (Rev H) - V1.2
Stiffeners
214755_CLL01583_ SCE Fairview Substation
2023723.21.214755.02
Anchor Rods Base Plate
Pole
Apply TIA-222-H Section 15.5?
Maximum Capacity
4111 3%4 S Main St Unit
#WCC0112/13/2024
Mat Foundation Analysis
Case Demand/Limits Capacity/Availability Check Eccentricity Load Case
Qxmax 2.39 ksf 5.04 ksf OK, <= 105% L/3.1 0.9D+1.0W
Qymax 2.39 ksf 5.04 ksf OK, <= 105% W/3.1 0.9D+1.0W
Qmax @ 45° 2.76 ksf 5.04 ksf OK, <= 105% W/4.4 0.9D+1.0W
54.8% Pass
Case Demand/Limits Capacity/Availability Check
Ovtx 1331.8 k-ft 2045.6 k-ft 65.1% OK
Ovty 1331.8 k-ft 2045.6 k-ft 65.1% OK
Ovtxy 922.2 k-ft 2045.6 k-ft 45.1% OK
65.1% Pass
Case Demand/Limits Capacity/Availability Check
1308 k-ft Slidingx 23.0 k 143.5 k 16.0% OK
24 k Slidingy 23.0 k 143.5 k 16.0% OK
23 k 16.0% Pass
6 ft Component Demand/Limits Capacity/Availability Check
17 ft Pad Flexural Bending 454.7 k-ft 1868.6 k-ft 24.3% OK
17 ft One-Way Shear in Pad 93.3 k 609.6 k 15.3% OK
3 ft Two-Way Shear in Pad 257.0 k 2278.5 k 11.3% OK
6.5 ft Compression on Pier 44.4 k 17996.0 k 0.2% OK
0.5 ft Moment on Pier 1399.2 k-ft 2855.9 k-ft 49.0% OK
8.5 ft Pad Flexural 2-Way 840.0 k-ft 3215.4 k-ft 26.1% OK
8.5 ft As Min Pad Met? 1.58 sq. in. 0.21 sq. in. Yes
0.0000 ft As Min Pier Met? 20.54 sq. in. 13.56 sq. in. Yes
49.0% Pass
60 ksi
4 ksi
4 in
Tie
# 5
3 in
Yes
No
# 8 # 8
17 30
# 8
26
Granular
110 pcf
37.38
Yes
0.3
Net
6 ksf
99 ft
3 ft
1105.00 k
135.00 k
100.00 k
10.00 k
22.00 ft
Controlling Capacity
Water Table Depth
Neglected Depth
Top and Bot. Reinf. Different?
Pad Quantity Per Layer
Soil Properties
GPD Mat Foundation Analysis - V4.4
Base Friction Coefficient, μ
Bearing Type
Pier Reinforcing Clear Cover
Shear Rebar Type
SST Large Mat Additional Inputs
Leg Compression
Leg Compression Shear
Leg Tension
Leg Tension Shear
Tower Base Face Width
Shear Rebar Size
Ultimate Bearing
Pad Reinforcing Clear Cover
Seismic Design Category D
Reinforcing Known
Max Bearing Capacity
Yes
105%
Tower Reactions
Height Above Grade, HG
Foundation Type
RoundPier Type
Pad & Pier Geometry
Pad Thickness, t
Depth, D
Bearing On
Monopole Pad
105%Max Overturning Capacity
Axial, P
Pad Width, W [x]0.9D+1.0W
0.9D+1.0W
0.9D+1.0W
1.2D+1.0W
1.2D+1.0W
<-- Minimum reinforcement assumed
1.2D+1.0W
Load Case
Tower Centroid, X
Tower Centroid, Y
Pad & Pier Reinforcing
Tower Eccentricity
Concrete F'c
Rebar Fy
Pad Reinforcing Size
Pier Rebar Size
Pier Quantity of Rebar
Soil Type
Soil Unit Weight
Reinforced Top & Bottom?
Angle of Friction, ø
Base Friction Coeff. Provided in Geo?
Concrete Code
Tower Height
ACI 318-14
78 ft
Soil
Moment, M
Pier Diameter, ø
Pad Length, L [y]
Shear, V
0.9D+1.0W
0.9D+1.0W
0.9D+1.0W
General Info
214755_CLL01583_SCE Fairview Substation
2023723.21.214755.02
AASHTO 2012Soil Code
TIA-222-HTIA Code
Foundation Criteria GPD
Apply TIA-222-H Section 15.5?No
Bearing Summary
Overturning Summary
Sliding Summary
Reinforcement Summary
Controlling Capacity
Controlling Capacity
Controlling Capacity
Load Case
0.9D+1.0W
Load Case
0.9D+1.0W
LxW
t
D
HG
ø
V
P
M
4111 3%4 S Main St Unit
#WCC0112/13/2024
Report File:
TIA-222 Revison:
Tower Type:Check Pier Capacity only at location of Max Moment? No
Location:
Soil Lateral Check Compression Uplif
Comp. Uplift 8.22 -
1308 7.72 -
24 1452.32 -
23 17.2%
Soil Vertical Check Compression Uplif Go to Soil Calculations
496.76 -
4 ksi 234.96 -
60 ksi 145.05 -
40 ksi 731.72 -
169.05 -
23.1%
28 ft Reinforced Concrete Flexure Compression Uplif
0.5 ft 8.21 -
1452.32 -
2884.77 -
6 ft 50.3%
27 26 Reinforced Concrete Shear Compression Uplif
8 20.16 -
4 in 160.27 -
5 454.21 -
12 in 35.3%-
in
N/# of Layers 3
121
FALSE 1 0 3 3 110 150 0 0 0.000 0.000 0.00 0.00
FALSE 2 3 15.865 12.865 110 150 0 34.05 1.126 1.126 17
FALSE 3 15.865 28 12.135 110 150 3.094 0 1.702 1.702 8
50.3%Structural Foundation Rating
Total Capacity (kips)
N/
Analysis Results
Rebar Size
Pier Section 1
Check Limitation
Apply TIA-222-H Section 15.5:
Additional Longitudinal Reba
Shear Design Options
Check Shear along Depth of Pier:
Utilize Shear-Friction Methodology:
Override Critical Depth:
Dv=0 (ft from TOC)
Soil Safety Factor
Max Moment (kip-ft)
Rating
Ext. Above Grade
Critical Moment (kip-ft)
Critical Moment Capacity
Rating
From 0.5' above grade to 28' below grade
Rebar Size
Clear Cover to Ties
Tie Size
Input Effective Depths (else Actual):
Critical Depth (ft from TOC)
23.1%Soil Interaction Rating
Re ar , y
Override
ksi
e ar , y
Override
ksi
Depth
Cohesionless
Layer Top
(ft)Bottom (ft)Thickness
(ft)
Groundwater Depth
Cohesion
(ksf)
Angle of
Friction
(degrees)
Cohesionless
Ultimate Skin
Friction Uplift
Override (ksf)
Critical Shear Capacity
Rating
Skin Friction (kips)
Weight of Concrete (kips)
Rating
Critical Shear (kip)
End Bearing (kips)
Axial (kips)
Critical Depth (ft from TOC)
Calculated
Ultimate Skin
Friction Uplift
(ksf)
Calculated
Ultimate Skin
Friction Comp
(ksf)
Ultimate Skin
Friction Comp
Override
(ksf)
Soil Profile
Soil TypeSPT Blow
Count
Ult. Net
Bearing
Capacity
(ksf)
γsoil
(pcf)
γconcrete
(pcf)
Cohesive
Drilled Pier Foundation
Site # :
Site Name:
Project Number:
Monopole
Applied Loads
Material Properties
Pier Design Data
H
214755
SCE FAIRVIEW SUBSTATI
2023723.21.214755.02
Moment (kip-ft)
Axial Force (kips)
Shear Force (kips)
Concrete Strength, f'c:
Rebar Strength, Fy:
Tie Yield Strength, Fyt:
Pier Diameter
Rebar Quantit
Rebar Cage Diameter
Rebar Quantity
Tie Spacing
Rebar & Pier Options
Embedded Pole Inputs
Belled Pier Inputs
Version 5.0.3
4111 3%4 S Main St Unit
#WCC0112/13/2024
78' Monopole - Structural Evaluation Site USID #: 214755
3/1/2023
APPENDIX D
Seismic Calculations
4111 3%4 S Main St Unit
#WCC0112/13/2024
Analysis Method:Equivalent Lateral Force Procedure (Section 2.7.7.1, TIA-222-H)
GPD Job Number 2023723.21.214755.02
Site Name SCE Fairview Substation
Site Number 214755
City Santa Ana
State CA
Count Orange
Tower Type Mono ole
Base OD 34.04 in Top OD 16 in
Base Thickness 0.3125 in Top Thickness 0.2188 in
# of Sides 18
Base Elevation 1 ft
Structure Height (ft)77
TL 8 sec (Figures B-19 to B-21, TIA-222-H)
Ss 1.277 (ASCE Hazard Tool)
S1 0.458 (ASCE Hazard Tool)
Site Classification D (Table 2-10, TIA-222-H)
Risk Categor II (Table 2-1, TIA-222-H)
Importance Factor (I)1 (Table 2-3, TIA-222-H)
Fa 1.200 (Table 2-11, TIA-222-H, interpolation allowed)
Fv 1.842 (Table 2-12, TIA-222-H, interpolation allowed)
SDS 1.022 (2.7.5, TIA-222-H)
SD1 0.562 (2.7.5, TIA-222-H)
Wt 19.940 Kips
Wu 8.490 Kips
WL 11.450 Kips
g 386.4 in/s
Iavg 2575.58 n
E 29000 ksi
Re un ancy ac or ρ)1.0 (2.7.7, TIA-222-H)
f1 0.498 Hz (2.7.7.1.3, TIA-222-H)
R 1.5 (2.7.7.1, TIA-222-H)
Sam 0.280 (2.7.7.2.1, TIA-222-H)
Earthquake LRFD Load Facto 1 (2.3.2, TIA-222-H)
Discrete Appurtenances wz (kips)z (ft)Cvx Fsz Eh (k)Ev (k)
Appurtenances @ 80'0.080 80 0.008 0.0454 0.045 0.016
ppurtenances @ 74'4.040 74 0.357 1.9950 1.995 0.825
ppurtenances @ 73.8'1.930 73.8 0.170 0.9485 0.948 0.394
ppurtenances @ 63.3'2.440 63.3 0.163 0.9126 0.913 0.499
ppurtenances @ 52.1'1.450 52.1 0.069 0.3831 0.383 0.296
ppurtenances @ 42.3'1.450 42.3 0.047 0.2638 0.264 0.296
ppurtenances @ 28.7'2.040 28.7 0.033 0.1842 0.184 0.417
ppurtenances @ 17.5'0.390 17.5 0.003 0.0142 0.014 0.080
Linear Appurtenances
Feedlines from 38' - 78'0.120 58 0.007 0.0384 0.038 0.025
Feedlines from 1' - 38'0.100 19.5 0.001 0.0045 0.004 0.020
Structure Components
Tower Section from 38' - 78'1.950 58 0.112 0.6240 0.624 0.398
Tower Section from 1' - 38'3.950 19.5 0.031 0.1758 0.176 0.807
Totals 19.940 5.59 4.074
5.59 kips
Wind Base Shear (kip)
23.00
Seismic Base Shear (kip)
5.6
Seismic Calculations (TIA-222-H-1
Wind and Seismic Base Shear Comparison
Base Shear per the Equivalent Lateral Force Procedure, Vs
4111 3%4 S Main St Unit
#WCC0112/13/2024
Anchor Rod and Base Plate Stresses, TIA-222-H-1 (Seismic)
Overturning Moment = 369.00 k*ft
Axial Force = 28.00 k 105%
Shear Force = 6.00 k No
Number of Rods = 12 Location = External
Rod Yield Strength, Fy =75 ksi Plate Strength, Fy =65 ksi
Rod Ultimate Strength, Fu =100 ksi φ =0.9
Rod Circle = 41 in Outside Diameter = 47 in
Rod Diameter = 2.25 in Plate Thickness = 2 in
Rod Projection, lar =2.25 in wcalc = 22.85 in
Is grout present? No wmax = 30.61 in
Max Tension on Rod, Put =50.42 k w = 22.85 in
Max Compression on Rod, Puc =57.42 k Z = 22.85 in
Shear on Rod, Vu =0.75 k Mu =206.13 k-in
Moment on Rod, Mu =0.00 k-in φMn =1336.92 k-in
Tension Interaction = 4.3% OK BP Capacity = 15.4% OK
Compression Interaction = 21.4% OK
Configuration =None Pole Diameter =34.04 in
Thickness =1 in Number of Sides =18
Width =5 in Thickness =0.31 in
Notch =0.5 in Pole Yield Strength =65 ksi
Height =18 in
Stiffener Strength (Fy) =36 ksi
Clear Spacing b/w Stiffeners= 3 in
Weld Info. Known? = Yes
Vertical Weld Size = 0.3125 in
Horiz. Weld Type = Both
Groove Angle = 45 deg
Groove Size = 0.375 in
Fillet Size = 0.25 in
Weld Strength = 70 ksi
Stiffener Vertical Force = #VALUE!kips
Vert. Weld Capacity = #VALUE!
Horiz. Weld Capacity = #VALUE!
Stiffener Capacity = #VALUE!
Controlling Capacity = #VALUE! ######
GPD Round Base Plate Stress (Rev H) - V1.2
Stiffeners Pole
Note: The anchor rod analysis includes a 1.5 overstrength factor applied to
the above reactions per TIA-222-H Section 2.7.9.
214755_CLL01583_ SCE Fairview Substation
2023723.21.214755.02
Maximum Capacity
pply TIA-222-H Section 15.5?
Anchor Rods Base Plate
4111 3%4 S Main St Unit
#WCC0112/13/2024