HomeMy WebLinkAbout2621 & 2621 3%4 S Birch St - PlanSHEET NO. DESCRIPTIONSHEET NO. DESCRIPTION
T-1 TITLE SHEET
GN-1 GENERAL NOTES
A-1 SITE PLAN
A-2 EQUIPMENT LAYOUTS
A-3.1 EXISTING ANTENNA PLAN
A-3.2 NEW ANTENNA PLAN
A-4 ELEVATIONS
A-5 ELEVATIONS
D-1 DETAILS
G-1 GROUNDING PLAN
G-2 GROUNDING DETAILS
APPROVED APPROVED
AS NOTED
REVISE &
RESUBMIT
OWNER REPRESENTATIVE DATE
SITE ACQUISITION DATE
CONSTRUCTION MANAGER DATE
ZONING DATE
RF ENGINEER DATE
APPROVAL BLOCK
TITLE SHEET
mobility corp.
mobility corp.
SHEET TITLE
SHEET NUMBER
DRAWN BY:
CHECKED BY: -
JS
1452 EDINGER AVE.
TUSTIN, CA 92780
PROJECT NO:
AT&T SITE NO:CLL03413
10086996
90% CD'S FOR REVIEW
EXPIRATION DATE: 06/30/2027
APPLICANT:
CLL03413
MAIN / DYER
2621 & 2621 3/4 SOUTH BIRCH STREET
SANTA ANA, CA 92707
JS03/17/2025A
ENGINEER:
T-1
PLANS PREPARED BY:
DATE SIGNED: 12/11/2025
95% CD'S - CLIENT RLs RDL05/01/2025B
100% CD'S FOR SUBMITTAL DS12/11/20250
SITE
CALL CALIFORNIA ONE CALL
(800) 422-4133
CALL 3 WORKING DAYS
BEFORE YOU DIG!
SITE INFORMATION
SITE ADDRESS: 2621 & 2621 3/4 SOUTH BIRCH STREET
SANTA ANA, CA 92707
LATITUDE (NAD 83):33.711732
33°42'42.2" N
LONGITUDE (NAD 83):-117.869806
117°52'11.3" W
GROUND ELEVATION:±49' AMSL
JURISDICTION: CITY OF SANTA ANA
PROPERTY OWNER: MICHAEL HOOD
2621 S. BIRCH ST
SANTA ANA, CA 92707
TOWER OWNER: SBA 2012 TC ASSETS, LLC
PARCEL/MAP NUMBER:410-391-03
STRUCTURE TYPE: MONOPOLE
STRUCTURE HEIGHT: 60'-0" A.G.L.
ZONING CLASSIFICATION:M-1
OCCUPANCY: UNMANNED TELECOM FACILITY
CONSTRUCTION TYPE:II-B
POWER SUPPLIER: SCE
TELCO SUPPLIER:N/A
PROJECT TEAM
VICINITY MAP
DIRECTIONS
CODE COMPLIANCE
ALL WORK AND MATERIALS SHALL BE PERFORMED AND INSTALLED IN ACCORDANCE WITH THE CURRENT EDITIONS OF THE FOLLOWING
CODES AS ADOPTED BY THE LOCAL GOVERNING AUTHORITIES. NOTHING IN THESE PLANS IS TO BE CONSTRUED TO PERMIT WORK NOT
CONFORMING TO THE LATEST EDITIONS OF THE FOLLOWING CODES.
•2022 CALIFORNIA BUILDING CODE (CBC)
•2022 CALIFORNIA TITLE 24, PART 10
•2022 CALIFORNIA FIRE CODE (CFC)
•2022 CALIFORNIA ENERGY CODE
•2022 CALIFORNIA ELECTRICAL CODE
•2022 CALIFORNIA MECHANICAL CODE (CMC)
•ANSI EIA/TIA-222-H
•CITY/COUNTY ORDINANCES
DIRECTIONS FROM AT&T OFFICE (1452 EDINGER AVE., TUSTIN, CA 92780):
1. HEAD SOUTHWEST TOWARD AT&T 279 FT
2. TURN RIGHT ONTO AT&T 0.1 MI
3. TURN LEFT ONTO EDINGER AVE 0.2 MI
4. TURN RIGHT ONTO RED HILL AVE 0.9 MI
5. TURN RIGHT ONTO WARNER AVE 2.0 MI
6. TURN LEFT ONTO S BIRCH ST 0.3 MI
7. DESTINATION WILL BE ON THE LEFT 377 FT
DRAWING INDEX
SCOPE OF WORK
NE
N
E
SESW
W
NW
S
DRAWING SCALE
THESE DRAWINGS ARE SCALED TO FULL SIZE AT 22"x34" AND HALF SIZE AT 11"x17". CONTRACTOR
SHALL VERIFY ALL PLANS AND EXISTING DIMENSIONS AND CONFITIONS ON THE JOB SITE AND SHALL
IMMEDIATELY NOTIFY THE DESIGNER / ENGINEER IN WRITING OF ANY DISCREPANCIES BEFORE
PROCEEDING WITH THE WORK OR MATERIAL ORDERS OR BE RESPONSIBLE FOR THE SAME.
CONTRACTOR SHALL USE BEST MANAGEMENT PRACTICE TO PREVENT STORM WATER POLLUTION
DURING CONSTRUCTION.
THIS PROJECT CONSISTS OF THE MODIFICATIONS OF AN EXISTING AT&T MOBILITY UNMANNED
TELECOMMUNICATIONS FACILITY. THE SCOPE WILL CONSIST OF THE FOLLOWING:
ANTENNA AREA:
•REMOVE (3) AIR6449 B77D ANTENNAS
•RELOCATE (1) TPA65R-BU6D ANTENNA FROM P1 TO P4 ON SECTOR A
•RELOCATE (1) 80010965 ANTENNA FROM P3 TO P2 ON SECTOR A
•RELOCATE (1) JAHH-65B-R3B-V3 ANTENNA FROM P4 TO P1 ON SECTOR A
•INSTALL (3) AIR6472 B77G/B77M ANTENNAS
•INSTALL (1) TPA65R-BU6D ANTENNA ON C1
•REMOVE ALL MDT BRACKETS
EQUIPMENT AREA:
•RE-USE (1) EXISTING NETSURE 7100 INDOOR POWER PLANT
•REMOVE (1) 5216 BBU
EXISTING ANTENNAS: 12 EXISTING RRUS: 15
REMOVED ANTENNAS: 4 REMOVED RRUS: 0
PROPOSED ANTENNAS: 4 PROPOSED RRUS: 0
TOTAL ANTENNAS: 12 TOTAL RRUS: 15
CLL03413 MAIN / DYER
FA NUMBER:
IWM ID:
IWM SITE ID:
USID:
PACE NUMBER:
10086996
WSLOS0068683
SICA021242
26382
MRLOS115715
2621 & 2621 3/4 SOUTH BIRCH STREET SANTA ANA, CA 92707
APPLICANT: AT&T MOBILITY
1452 EDINGER AVE.
TUSTIN, CA 92780
A/E: M SQUARED WIRELESS
1387 CALLE AVANZADO
SAN CLEMENTE, CA 92673
CONTACT: JON MAXWELL
PHONE: (949) 391-6824
PROJECT MANAGEMENT FIRM: ERICSSON
TYLER KENT
PHONE: (949) 701-2444
EMAIL: tyler.kent@ericsson.com
RF ENGINEER: AT&T MOBILITY
CONTACT: ATHAR ALI
PHONE: (469) 534-2496
EMAIL: aa250e@att.com
SITE ACQ MANAGER: M SQUARED WIRELESS
FELICIA PHILLIPS
PHONE: (714) 791-6643
EMAIL: felicia@msquaredwireless.com
NOTE:
NO NEW AC POWER WORK PROPOSED UNDER THIS PROJECT.
mobility corp.
SHEET TITLE
SHEET NUMBER
DRAWN BY:
CHECKED BY: -
JS
1452 EDINGER AVE.
TUSTIN, CA 92780
PROJECT NO:
AT&T SITE NO:CLL03413
10086996
90% CD'S FOR REVIEW
EXPIRATION DATE: 06/30/2027
APPLICANT:
CLL03413
MAIN / DYER
2621 & 2621 3/4 SOUTH BIRCH STREET
SANTA ANA, CA 92707
JS03/17/2025A
ENGINEER:
GN-1
PLANS PREPARED BY:
DATE SIGNED: 12/11/2025
95% CD'S - CLIENT RLs RDL05/01/2025B
100% CD'S FOR SUBMITTAL DS12/11/20250
GENERAL CONSTRUCTION NOTES:
1. FOR THE PURPOSE OF CONSTRUCTION DRAWINGS, THE FOLLOWING DEFINITIONS SHALL
APPLY:
GENERAL CONTRACTOR - GENERAL CONTRACTOR
SUBCONTRACTOR - CONTRACTOR (CONSTRUCTION)
OWNER - AT&T
2. ALL SITE WORK SHALL BE COMPLETED AS INDICATED ON THE DRAWINGS AND AT&T PROJECT
SPECIFICATIONS.
3. GENERAL CONTRACTOR AND SUBCONTRACTOR SHALL VISIT THE SITE AND SHALL FAMILIARIZE
HIMSELF WITH ALL CONDITIONS AFFECTING THE NEW WORK AND SHALL MAKE PROVISIONS.
GENERAL CONTRACTOR AND SUBCONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING
HIMSELF WITH ALL CONTRACT DOCUMENTS, FIELD CONDITIONS, DIMENSIONS, AND
CONFIRMING THAT THE WORK MAY BE ACCOMPLISHED AS SHOWN PRIOR TO PROCEEDING
WITH CONSTRUCTION. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE
ARCHITECT/ENGINEER PRIOR TO THE COMMENCEMENT OF WORK.
4. ALL MATERIALS FURNISHED AND INSTALLED SHALL BE IN STRICT ACCORDANCE WITH ALL
APPLICABLE CODES, REGULATIONS, AND ORDINANCES. GENERAL CONTRACTOR SHALL ISSUE
ALL APPROPRIATE NOTICES AND COMPLY WITH ALL LAT&T, ORDINANCES, RULES,
REGULATIONS, AND LAWFUL ORDERS OF ANY PUBLIC AUTHORITY REGARDING THE
PERFORMANCE OF WORK.
5. ALL WORK CARRIED OUT SHALL COMPLY WITH ALL APPLICABLE MUNICIPAL AND UTILITY
COMPANY SPECIFICATIONS AND LOCAL JURISDICTIONAL CODES, ORDINANCES, AND
APPLICABLE REGULATIONS.
6. UNLESS NOTED OTHERWISE, THE WORK SHALL INCLUDE FURNISHING MATERIALS, EQUIPMENT,
APPURTENANCES, AND LABOR NECESSARY TO COMPLETE ALL INSTALLATIONS AS INDICATED
ON THE DRAWINGS.
7. PLANS ARE NOT TO BE SCALED. THESE PLANS ARE INTENDED TO BE A DIAGRAMMATIC
OUTLINE ONLY UNLESS OTHERWISE NOTED. DIMENSIONS SHOWN ARE TO FINISH SURFACES
UNLESS OTHERWISE NOTED. SPACING BETWEEN EQUIPMENT IS THE MINIMUM REQUIRED
CLEARANCE. THEREFORE, IT IS CRITICAL TO FIELD VERIFY DIMENSIONS, SHOULD THERE BE
ANY QUESTIONS REGARDING THE CONTRACT DOCUMENTS, THE SUBCONTRACTOR SHALL BE
RESPONSIBLE FOR OBTAINING A CLARIFICATION FROM THE ARCHITECT/ENGINEER PRIOR TO
PROCEEDING WITH THE WORK. DETAILS ARE INTENDED TO SHOWN DESIGN INTENT.
MODIFICATIONS MAY BE REQUIRED TO SUIT JOB DIMENSIONS OR CONDITIONS AND SUCH
MODIFICATIONS SHALL BE INCLUDED AS PART OF WORK AND PREPARED BY THE
ARCHITECT/ENGINEER PRIOR TO PROCEEDING WITH WORK.
8. THE SUBCONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH
MANUFACTURER'S RECOMMENDATIONS UNLESS SPECIFICALLY STATED OTHERWISE.
9. IF THE SPECIFIED EQUIPMENT CANNOT BE INSTALLED AS SHOWN ON THESE DRAWINGS. THE
SUBCONTRACTOR SHALL PROPOSE AN ALTERNATIVE SPACE FOR APPROVAL BY THE
ARCHITECT/ENGINEER PRIOR TO PROCEEDING.
10. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF WORK AREA, ADJACENT
AREAS AND BUILDING OCCUPANTS THAT ARE LIKELY TO BE AFFECTED BY THE WORK UNDER
THIS CONTRACT. WORK SHALL CONFORM TO ALL OSHA REQUIREMENTS AND THE LOCAL
JURISDICTION.
11. GENERAL CONTRACTOR SHALL COORDINATE WORK AND SCHEDULE WORK ACTIVITIES WITH
OTHER DISCIPLINES.
12. ERECTION SHALL BE DONE IN A WORKMANLIKE MANNER BY COMPETENT EXPERIENCED
WORKMAN IN ACCORDANCE WITH APPLICABLE CODES AND THE BEST ACCEPTED PRACTICE.
ALL MEMBERS SHALL BE LAID PLUMB AND TRUE AS INDICATED ON THE DRAWINGS.
13. SEAL PENETRATIONS THROUGH FIRE RATED AREAS WITH UL LISTED MATERIALS APPROVED BY
LOCAL JURISDICTION. SUBCONTRACTOR SHALL KEEP AREA CLEAN, HAZARD FREE, AND
DISPOSE OF ALL DEBRIS.
14. WORK PREVIOUSLY COMPLETED IS REPRESENTED BY LIGHT SHADED LINES AND NOTES. THE
SCOPE OF WORK FOR THIS PROJECT IS REPRESENTED BY DARK SHADED LINES AND NOTES.
SUBCONTRACTOR SHALL NOTIFY THE GENERAL CONTRACTOR OF ANY EXISTING CONDITIONS
THAT DEVIATE FROM THE DRAWINGS PRIOR TO THE BEGINNING CONSTRUCTION.
15. SUBCONTRACTOR SHALL PROVIDE WRITTEN NOTICE TO THE CONSTRUCTION MANAGER 48
HOURS PRIOR TO COMMENCEMENT OF WORK.
16. THE SUBCONTRACTOR SHALL PROTECT EXISTING IMPROVEMENTS, PAVEMENTS, CURBS,
LANDSCAPING AND STRUCTURES. ANY DAMAGED PART SHALL BE REPAIRED AT
SUBCONTRACTOR'S EXPENSE TO THE SATISFACTION OF THE OWNER.
17. THE SUBCONTRACTOR SHALL CONTACT UTILITY LOCATING SERVICES PRIOR TO THE START OF
CONSTRUCTION.
18. GENERAL CONTRACTOR SHALL COORDINATE AND MAINTAIN ACCESS FOR ALL TRADES AND
SUBCONTRACTORS TO THE SITE AND/OR BUILDING.
19. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR SECURITY OF THE SITE FOR THE
DURATION OF CONSTRUCTION UNTIL JOB COMPLETION.
20. THE GENERAL CONTRACTOR SHALL MAINTAIN IN GOOD CONDITION ONE COMPLETE SET OF
PLANS WITH ALL REVISIONS, ADDENDA, AND CHANGE ORDERS ON THE PREMISES AT ALL
TIMES.
21. THE GENERAL CONTRACTOR AND SUBCONTRACTOR SHALL PROVIDE PORTABLE FIRE
EXTINGUISHERS WITH A RATING OF NOT LESS THAN 2-A OT 2-A:10-B:C AND SHALL BE WITHIN 25
FEET OF TRAVEL DISTANCE TO ALL PORTIONS OF WHERE THE WORK IS BEING COMPLETED
DURING CONSTRUCTION.
22. ALL EXISTING ACTIVE SEWER, WATER, GAS, ELECTRIC, AND OTHER UTILITIES SHALL BE
PROTECTED AT ALL TIMES, AND WHERE REQUIRED FOR THE PROPER EXECUTION OF THE
WORK, SHALL BE RELOCATED AS DIRECTED BY THE ARCHITECT/ENGINEER. EXTREME CAUTION
SHOULD BE USED BY THE SUBCONTRACTOR WHEN EXCAVATING OR DRILLING PIERS AROUND
OR NEAR UTILITIES. SUBCONTRACTOR SHALL PROVIDE SAFETY TRAINING FOR THE WORKING
CREW. THIS SHALL INCLUDE BUT NOT BE LIMITED TO A) FALL PROTECTION, B) CONFINED
SPACE, C) ELECTRICAL SAFETY, D) TRENCHING & EXCAVATION.
23. ALL EXISTING INACTIVE SEWER, WATER, GAS, ELECTRIC, AND OTHER UTILITIES, WHICH
INTERFERE WITH THE EXECUTION OF THE WORK, SHALL BE REMOVED, CAPPED, PLUGGED OR
OTHERWISE DISCONNECTED AT POINTS WHICH WILL NOT INTERFERE WITH THE EXECUTION OF
THE WORK, AS DIRECTED BY THE RESPONSIBLE ARCHITECT/ENGINEER, AND SUBJECT TO THE
APPROVAL OF THE OWNER AND/OR LOCAL UTILITIES.
24. THE AREAS OF THE OWNER'S PROPERTY DISTURBED BY THE WORK AND NOT COVERED BY
THE TOWER, EQUIPMENT OR DRIVEWAY, SHALL BE GRADED TO A UNIFORM SLOPE, AND
STABILIZED TO PREVENT EROSION.
25. SUBCONTRACTOR SHALL MINIMIZE DISTURBANCE TO THE EXISTING SITE DURING
CONSTRUCTION. EROSION CONTROL MEASURES, IF REQUIRED DURING CONSTRUCTION,
SHALL BE IN CONFORMANCE WITH THE FEDERAL AND LOCAL JURISDICTION FOR EROSION AND
SEDIMENT CONTROL.
26. NO FILL OR EMBANKMENT MATERIAL SHALL BE PLACED ON FROZEN GROUNDING. FROZEN
MATERIALS, SNOW OR ICE SHALL NOT BE PLACED IN ANY FILL OR EMBANKMENT.
27. THE SUBGRADE SHALL BE BROUGHT TO A SMOOTH UNIFORM GRADE AND COMPACTED TO 95
PERCENT STANDARD PROCTOR DENSITY UNDER PAVEMENT AND STRUCTURES AND 80
PERCENT STANDARD PROCTOR DENSITY IN OPEN SPACE. ALL TRENCHES IN PUBLIC RIGHT OF
WAY SHALL BE BACKFILLED WITH FLOWABLE FILL OR OTHER MATERIAL PRE-APPROVED BY
THE LOCAL JURISDICTION.
28. ALL NECESSARY RUBBISH, STUMPS, DEBRIS, STICKS, STONES, AND OTHER REFUSE SHALL BE
REMOVED FROM THE SITE AND DISPOSED OF IN A LAWFUL MANNER.
29. ALL BROCHURES, OPERATING AND MAINTENANCE MANUALS, CATALOGS, SHOP DRAWINGS,
AND OTHER DOCUMENTS SHALL BE TURNED OVER TO THE GENERAL CONTRACTOR AT
COMPLETION OF CONSTRUCTION AND PRIOR TO PAYMENT.
30. SUBCONTRACTOR SHALL SUBMIT A COMPLETE SET OF AS-BUILT REDLINES TO THE GENERAL
CONTRACTOR UPON COMPLETION OF PROJECT AND PRIOR TO FINAL PAYMENT.
31. SUBCONTRACTOR SHALL LEAVE PREMISES IN A CLEAN CONDITION.
32. THE NEW FACILITY WILL BE UNMANNED AND DOES NOT REQUIRE POTABLE WATER OR SEWER
SERVICE, AND IS NOT FOR HUMAN HABITAT (NO HANDICAP ACCESS REQUIRED).
33. OCCUPANCY IS LIMITED TO PERIODIC MAINTENANCE AND INSPECTION, APPROXIMATELY 2
TIMES PER MONTH, BY AT&T TECHNICIANS.
34. NO OUTDOOR STORAGE OR SOLID WASTE CONTAINERS ARE PROPOSED .
35. ALL MATERIAL SHALL BE FURNISHED AND WORK SHALL BE PERFORMED IN ACCORDANCE WITH
THE LATEST REVISION AT&T MOBILITY GROUNDING STANDARD "TECHNICAL SPECIFICATION
FOR CONSTRUCTION OF GSM/GPRS WIRELESS SITES" AND "TECHNICAL SPECIFICATION FOR
FACILITY GROUNDING". IN CASE OF A CONFLICT BETWEEN THE CONSTRUCTION SPECIFICATION
AND THE DRAWINGS, THE DRAWINGS SHALL GOVERN.
36. SUBCONTRACTORS SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS AND INSPECTIONS
REQUIRED FOR CONSTRUCTION. IF SUBCONTRACTOR CANNOT OBTAIN A PERMIT, THEY MUST
NOTIFY THE GENERAL CONTRACTOR IMMEDIATELY.
37. SUBCONTRACTOR SHALL REMOVE ALL TRASH AND DEBRIS FROM THE SITE ON A DAILY BASIS.
38. INFORMATION SHOWN ON THESE DRAWINGS WAS OBTAINED FROM SITE VISITS AND/OR
DRAWINGS PROVIDED BY THE SITE OWNER. CONTRACTORS SHALL NOTIFY THE ENGINEER OF
ANY DISCREPANCIES PRIOR TO ORDERING MATERIAL OR PROCEEDING WITH CONSTRUCTION.
39. NO WHITE STROBIC LIGHTS ARE PERMITTED. LIGHTING IF REQUIRED, WILL MEET FAA
STANDARDS AND REQUIREMENTS.
40. ALL COAXIAL CABLE INSTALLATIONS TO FOLLOW MANUFACTURER'S INSTRUCTIONS AND
RECOMMENDATIONS.
41. NO NOISE, SMOKE, DUST, OR VIBRATIONS WILL RESULT FROM THIS FACILITY.
(DELETE THIS NOTE IF THE SITE WILL HAVE A GENERATOR).
42. NO ADDITIONAL PARKING TO BE PROPOSED . EXISTING ACCESS AND PARKING TO REMAIN.
(REVISE THIS NOTE ACCORDING TO THE SITE CONFIGURATION).
43. NO LANDSCAPING IS NEW AT THIS SITE, UNLESS NOTED OTHERWISE.
(REVISE THIS NOTE ACCORDING TO THE SITE CONFIGURATION).
44. CONTRACTOR SHALL ASSESS & REPAIR ANY DAMAGED AND/ OR MISSING CABLE TRAY
COVERS, SLEEPERS, AND/ OR COVER CLAMPS.
45. CONTRACTOR SHALL ASSESS AND REPLACE ANY MISSING OR DAMAGED COLOR CODED,
CONTINUOUS, PHOTO-LUMINESCENT/REFLECTIVE MARKING ON ALL EXISTING CABLE TRAY.
46. CONTRACTOR SHALL ASSESS AND REPLACE ANY MISSING OR DAMAGED ANTENNA
"TRANSMITTER" LABELS & ENSURE MARKING ARE AFFIXED TO ANY EXISTING & NEW ANTENNA.
ANTENNA MOUNT OR CONSPICUOUS LOCATION NEAR THE ANTENNA.
47. THE PROPOSED MODIFICATIONS WILL NOT RESULT IN AN INCREASE IN THE HEIGHT OF THE
EXISTING STRUCTURE.
48. THE PROPOSED MODIFICATIONS WILL NOT REQUIRE THE EXTENSION OF THE SITE BOUNDARY.
49. THE PROPOSED MODIFICATIONS WILL NOT INCREASE NOISE LEVELS AT THE FACILITY BY SIX
DECIBELS OR MORE OR TWO LEVELS THAT EXCEED STATE AND LOCAL CRITERIA.
50. THE OPERATION OF THE REPLACEMENT ANTENNAS WILL NOT INCREASE RADIO FREQUENCY
EMISSIONS AT THE FACILITY TO A LEVEL AT OR ABOVE THE FEDERAL COMMUNICATIONS
COMMISSION SAFETY STANDARD.
51. THE PROPOSED MODIFICATION WILL NOT CAUSE A CHANGE OR ALTERATION IN THE PHYSICAL
OR ENVIRONMENTAL CHARACTERISTICS OF THE SITE.
GENERAL NOTES
mobility corp.
SHEET TITLE
SHEET NUMBER
DRAWN BY:
CHECKED BY: -
JS
1452 EDINGER AVE.
TUSTIN, CA 92780
PROJECT NO:
AT&T SITE NO:CLL03413
10086996
90% CD'S FOR REVIEW
EXPIRATION DATE: 06/30/2027
APPLICANT:
CLL03413
MAIN / DYER
2621 & 2621 3/4 SOUTH BIRCH STREET
SANTA ANA, CA 92707
JS03/17/2025A
ENGINEER:
A-1
PLANS PREPARED BY:
DATE SIGNED: 12/11/2025
95% CD'S - CLIENT RLs RDL05/01/2025B
100% CD'S FOR SUBMITTAL DS12/11/20250
SITE PLAN 1
A-1
NE
N
E
SESW
W
NW
S
SITE PLANNOTE:
THESE DRAWINGS HAVE BEEN CREATED UTILIZING
AS-BUILTS PROVIDED BY AT&T AND WITHOUT A
SURVEY OR SITE MEASUREMENTS. PLEASE VERIFY
ALL DIMENSIONS, LENGTHS, PROPERTY LINES,
CONDUIT RUNS, ETC. PRIOR TO CONSTRUCTION.
1,2
A-5
EXISTING
BUILDING
PROPERTY LINE
S
B
I
R
C
H
S
T
1,2
A-4
1,2
A-2
"A" SECTOR @ 100°
"B" SE
CTOR @ 210°
"C" SE
CTOR @ 330°
LOCATION OF EXISTING AND NEW
AT&T GROUND EQUIPMENT AREA
PROPERTY LINE
PROPERTY LINE
EXISTING
STORAGE
YARD
EXISTING
BUILDING
EXISTING
BUILDING
EXISTING
BUILDING
EXISTING
STORAGE
YARD
EXISTING
STORAGE
YARD
EXISTING
STORAGE
YARD
EXISTING
STORAGE
YARD
LOCATION OF EXISTING AND
NEW AT&T ANTENNA AREA
1
A-3.1
1
A-3.2
EXISTING
BUILDING
EXISTING
BUILDING
EXISTING UTILITY
POLE (TYP.)
EXISTING PARKING AREA
(TYP.)
APN: 410-391-03
mobility corp.
SHEET TITLE
SHEET NUMBER
DRAWN BY:
CHECKED BY: -
JS
1452 EDINGER AVE.
TUSTIN, CA 92780
PROJECT NO:
AT&T SITE NO:CLL03413
10086996
90% CD'S FOR REVIEW
EXPIRATION DATE: 06/30/2027
APPLICANT:
CLL03413
MAIN / DYER
2621 & 2621 3/4 SOUTH BIRCH STREET
SANTA ANA, CA 92707
JS03/17/2025A
ENGINEER:
A-2
PLANS PREPARED BY:
DATE SIGNED: 12/11/2025
95% CD'S - CLIENT RLs RDL05/01/2025B
100% CD'S FOR SUBMITTAL DS12/11/20250
EXISTING EQUIPMENT LAYOUT 2
A-2
1
NE
N
ESE
SW W NW
S
EQUIPMENT LAYOUTS
NEW EQUIPMENT LAYOUT
NOTE:
FINAL BBU CONFIGURATION:
(2) XMU, (1) 6630, (1) DAFI
NOTE:
EXISTING BBU CONFIGURATION:
(1) 5216, (2) XMU, (1) 6630,
(1) DAFI
NE
N
ESE
SW W NW
S
(E) AT&T DTTV BOX
(E) AT&T
HVAC
(E) AT&T
HVAC
(E) AT&T RRUS-E2 B2
TO REMAIN (TOTAL 3)
(E) AT&T POWER PANEL
(E) AT&T DC12-48-60-0-25E
NEMA BOX
(E) AT&T FIRE EXTINGUISHER
(E) AT&T GPS ANTENNA
(E) AT&T FIF RACK
WITH EXISTING EQUIPMENT:
(2) XMU
(1) 6630
(1) DAFI
(2) DC12-48-60-RM NEMA BOXES
TO REMAIN
(1) 5216 TO BE REMOVED
(E) AT&T BATTERY RACK
WITH EXISTING EQUIPMENT:
(4) M12V180FTX BATTERIES
(E) AT&T POWER PLANT
WITH EXISTING EQUIPMENT:
(1) NETSURE 7100 INDOOR POWER PLANT
(2) C48/24-1500 CONVERTERS
(20) R48-2000E3 RECTIFIERS
(12) M12V180FTX BATTERIES
(3) 50A BREAKERS
(E) AT&T H-FRAME
(TYP.)
(E) AT&T
UMTS
CABINET
(E) AT&T GPS ANTENNA
7'-0"
EXISTING AT&T EQUIPMENT SHELTER
13
'
-
1
"
EX
I
S
T
I
N
G
A
T
&
T
E
Q
U
I
P
M
E
N
T
S
H
E
L
T
E
R
(E) AT&T GENERATOR PLUG
BOX BELOW
(E) AT&T TELCO BOX
(E) ACCESS DOOR
(E) AT&T DTTV BOX
(E) AT&T
HVAC
(E) AT&T
HVAC
(E) AT&T RRUS-E2 B2
(TOTAL 3)
(E) AT&T POWER PANEL
(E) AT&T DC12-48-60-0-25E
NEMA BOX
(E) AT&T FIRE EXTINGUISHER
(E) AT&T GPS ANTENNA
(E) AT&T FIF RACK
WITH EXISTING EQUIPMENT:
(2) XMU
(1) 6630
(1) DAFI
(2) DC12-48-60-RM NEMA BOXES
(E) AT&T BATTERY RACK
WITH EXISTING EQUIPMENT:
(4) M12V180FTX BATTERIES
(E) AT&T POWER PLANT
WITH EXISTING EQUIPMENT:
(1) NETSURE 7100 INDOOR POWER PLANT
(2) C48/24-1500 CONVERTERS
(20) R48-2000E3 RECTIFIERS
(12) M12V180FTX BATTERIES
(3) 50A BREAKERS
(E) AT&T H-FRAME
(TYP.)
(E) AT&T
UMTS
CABINET
(E) AT&T GPS ANTENNA
7'-0"
EXISTING AT&T EQUIPMENT SHELTER
13
'
-
1
"
EX
I
S
T
I
N
G
A
T
&
T
E
Q
U
I
P
M
E
N
T
S
H
E
L
T
E
R
(E) AT&T GENERATOR PLUG
BOX BELOW
(E) AT&T TELCO BOX
(E) ACCESS DOOR
mobility corp.
SHEET TITLE
SHEET NUMBER
DRAWN BY:
CHECKED BY: -
JS
1452 EDINGER AVE.
TUSTIN, CA 92780
PROJECT NO:
AT&T SITE NO:CLL03413
10086996
90% CD'S FOR REVIEW
EXPIRATION DATE: 06/30/2027
APPLICANT:
CLL03413
MAIN / DYER
2621 & 2621 3/4 SOUTH BIRCH STREET
SANTA ANA, CA 92707
JS03/17/2025A
ENGINEER:
A-3.1
PLANS PREPARED BY:
DATE SIGNED: 12/11/2025
95% CD'S - CLIENT RLs RDL05/01/2025B
100% CD'S FOR SUBMITTAL DS12/11/20250
EXISTING ANTENNA PLAN 1
A-3.1
NE
N
E
SESW
W
NW
S
EXISTING ANTENNA PLAN
ANTENNA RF SCHEDULE
EXISTING RF SCHEDULE
SECTOR ANTENNA MODEL NUMBER AZIMUTH RAD
CENTER RRU MODEL NUMBER SURGE PROTECTION
MODEL NUMBER
A1 TPA65R-BU6D 100° 52'-0"8843 B2/B66A / 4449 B5/B12
(2) DC6-48-60-18-8C-EV
A2 AIR6449 B77D 100°53'-0"INTEGRATED
A3 80010965 100° 52'-0" 4478 B14
A4 JAHH-65B-R3B-V3 100° 52'-0"RRUS-32 B30 / RRUS-E2 B29 (BOTTOM)
B1 TPA65R-BU6D 210° 52'-0"8843 B2/B66A / 4449 B5/B12
(1) DC6-48-60-18-8C-EV
B2 AIR6449 B77D 210°53'-0"INTEGRATED
B3 80010965 210° 52'-0" 4478 B14
B4 JAHH-65B-R3B-V3 210° 52'-0"RRUS-32 B30 / RRUS-E2 B29 (BOTTOM)
C1 TPA65R-BU6D 330° 52'-0" 8843 B2/B66A / 4449 B5/B12
(1) DC6-48-60-18-8C-EV
C2 AIR6449 B77D 330°53'-0"INTEGRATED
C3 80010965 330° 52'-0" 4478 B14
C4 JAHH-65B-R3B-V3 330° 52'-0"RRUS-32 B30 / RRUS-E2 B29 (BOTTOM)
RFDS ID 35051
RFDS REV FINAL
RFDS DATE 02/24/2025
A1
A2
A3
A4
B1
B2
B3
B4
C4
C3
C2
C1
(E) AT&T DC6-48-60-18-8C-EV
SURGE PROTECTORS TO REMAIN
(4 TOTAL)
(E) AT&T ANTENNAS TO REMAIN
(1 PER SECTORS B & C, 2 TOTAL)
(E) AT&T ANTENNAS
TO BE RELOCATED
(1 PER SECTOR A, 1 TOTAL)
(E) AT&T ANTENNAS
TO BE REMOVED
(1 PER SECTOR, 3 TOTAL)
3'-0"
TYP.
1'-0"
TYP.
3'-0"
TYP.
(E) AT&T ANTENNAS TO REMAIN
(1 PER SECTORS B & C, 2 TOTAL)
(E) AT&T ANTENNAS TO REMAIN
(1 PER SECTORS "B" AND "C", 2 TOTAL)
(E) HORIZONTAL MOUNTS TO BE RE-ALIGNED
TO AZIMUTHS
(TO REMOVE SKEW, TYP. 3)
(E) AT&T ANTENNA
TO BE RELOCATED
(1 PER SECTOR A, 1 TOTAL)
(E) AT&T ANTENNAS
TO BE RELOCATED
(1 PER SECTOR A, 1 TOTAL)
(E) AT&T RRUS-32 B30 TO REMAIN
(1 PER SECTORS B & C, 2 TOTAL)
(E) AT&T RRUS-32 B30
TO BE RELOCATED
(1 PER SECTOR, 3 TOTAL)
(E) AT&T RRU 4478 B14
TO BE RELOCATED
(1 PER SECTOR, 3 TOTAL)
(E) AT&T RRU 8843 B2/B66A
TO BE RELOCATED
(1 PER SECTOR, 3 TOTAL)
(E) AT&T RRU 4449 B5/B12
TO BE RELOCATED
(1 PER SECTOR, 3 TOTAL)
"A" SECTOR @ 100°
"B" SE
CTOR @ 210°
"C" SE
CTOR @ 330°
(E) MONOPOLE
mobility corp.
SHEET TITLE
SHEET NUMBER
DRAWN BY:
CHECKED BY: -
JS
1452 EDINGER AVE.
TUSTIN, CA 92780
PROJECT NO:
AT&T SITE NO:CLL03413
10086996
90% CD'S FOR REVIEW
EXPIRATION DATE: 06/30/2027
APPLICANT:
CLL03413
MAIN / DYER
2621 & 2621 3/4 SOUTH BIRCH STREET
SANTA ANA, CA 92707
JS03/17/2025A
ENGINEER:
A-3.2
PLANS PREPARED BY:
DATE SIGNED: 12/11/2025
95% CD'S - CLIENT RLs RDL05/01/2025B
100% CD'S FOR SUBMITTAL DS12/11/20250
NEW ANTENNA PLAN 1
A-3.2
NE
N
E
SESW
W
NW
S
NEW ANTENNA PLAN
ANTENNA RF SCHEDULE
FINAL RF SCHEDULE
SECTOR ANTENNA MODEL NUMBER AZIMUTH RAD
CENTER RRU MODEL NUMBER SURGE PROTECTION
MODEL NUMBER
A1 JAHH-65B-R3B-V3 100° 52'-0"RRUS 32 B30, RRUS E2 B29
(2) DC6-48-60-18-8C-EV
A2 80010965 100° 52'-0" RRU 4478 B14
A3 AIR6472 B77G B77M 100°53'-6"INTEGRATED
A4 TPA65R-BU6D 100° 52'-0"RRU 8843 B2/B66A, RRU 4449 B5/B12
B1 TPA65R-BU6D 210° 52'-0"8843 B2/B66A / 4449 B5/B12
(1) DC6-48-60-18-8C-EV
B2 AIR6472 B77G B77M 210°53'-6"INTEGRATED
B3 80010965 210° 52'-0" 4478 B14
B4 JAHH-65B-R3B-V3 210° 52'-0"RRUS-32 B30 / RRUS-E2 B29 (BOTTOM)
C1 TPA65R-BU6D 330° 52'-0" 8843 B2/B66A / 4449 B5/B12
(1) DC6-48-60-18-8C-EV
C2 AIR6472 B77G B77M 330°53'-6" INTEGRATED
C3 80010965 330° 52'-0" 4478 B14
C4 JAHH-65B-R3B-V3 330° 52'-0"RRUS-32 B30 / RRUS-E2 B29 (BOTTOM)
RFDS ID 35051
RFDS REV FINAL
RFDS DATE 02/24/2025
A1
A2
A3
A4
C4
C3
C2
C1
B1
B2
B3
B4
2'-0"
2'-0"
3'-0"
3'-0"
2'-0"
2'-0"
2'-0"
2'-0"
3'-0"
"A" SECTOR @ 100°
"B" SE
CTOR @ 210°
"C" SE
CTOR @ 330°
NOTE:
REMOVE ALL MDT BRACKETS
(E) AT&T DC6-48-60-18-8C-EV
SURGE PROTECTORS (4 TOTAL)
(E) AT&T ANTENNAS
(1 PER SECTORS B & C, 2 TOTAL)
(E) AT&T ANTENNA
RELOCATED
(1 PER SECTOR A, 1 TOTAL)
(E) AT&T ANTENNAS
(1 PER SECTORS B & C, 2 TOTAL)
(E) AT&T ANTENNAS
(1 PER SECTORS "B" AND "C", 2 TOTAL)
(E) HORIZONTAL MOUNTS RE-ALIGNED
TO AZIMUTHS
TO REMOVE SKEW, TYP. 3
(E) AT&T ANTENNA
RELOCATED
(1 PER SECTOR A, 1 TOTAL)
(E) AT&T ANTENNA
RELOCATED
(1 PER SECTOR A, 1 TOTAL)
(E) AT&T RRUS-32 B30
(1 PER SECTOR, 3 TOTAL)
(E) AT&T RRU 4478 B14
RELOCATED
(1 PER SECTOR, 3 TOTAL)
(E) AT&T RRU 8843 B2/B66A
RELOCATED
(1 PER SECTOR, 3 TOTAL)
(E) AT&T RRU 4449 B5/B12
RELOCATED
(1 PER SECTOR, 3 TOTAL)
NEW AT&T ANTENNAS
(1 PER SECTOR, 3 TOTAL)
1
D-1
(E) MONOPOLE
TARP RECOMMENDATIONS:
1) IF THE LOAD DIFFERS FROM THAT DESCRIBED IN TABLE 2 (PER DETAIL
4/D-1) OF THIS REPORT OR THE PROVISIONS OF THIS ANALYSIS ARE
FOUND TO BE INVALID, ANOTHER STRUCTURAL ANALYSIS SHOULD BE
PERFORMED.
2) THE MOUNT AND ITS CONNECTION HAVE SUFFICIENT CAPACITY TO
CARRY THE EXISTING AND PROPOSED LOADING CONFIGURATION. IN
ORDER FOR THE RESULTS OF THIS ANALYSIS TO BE VALID, THE MOUNT
MODIFICATIONS LISTED BELOW MUST BE COMPLETED:
a) REUSE EXISTING MOUNT PIPE(S) IN EMPTY ANTENNA POSITIONS,
WHERE AN EXISTING ANTENNA ISLOCATED OR WHERE AN
EXISTING ANTENNA IS BEING RELOCATED TO. RECONFIGURE
ANTENNA MOUNT PIPE POSITIONS TO 4 POSITIONS PER SECTOR
PER REFERENCED CONSTRUCTION DRAWINGS.
b) REPLACE EXISTING ANTENNA MOUNT PIPES AT POSITION A3, B2
AND C2 WITH (3) SITE PRO P30120, 2.5 SCH.40 X 10’-0” MOUNT
PIPES (CONMAT ITEM NO. ANT.16008) CONNECTED TO THE FACE
HORIZONTAL WITH (3) SITE PRO SP219-H PIPE CROSS SUPPORT
PLATES (CONMAT ITEM NO. ANT.55968) FOR PROPOSED
ANTENNAS.
c) INSTALL (6) SITE PRO P2120, 2.0 SCH.40 X 10’-0” MOUNT PIPES
(CONMAT ITEM NO. ANT.55993 TO BE CONNECTION TO MOUNT
SUPPORT ARMS WITH (3) SITE PRO BBPM-U UNIVERSAL BACK TO
BACK PIPE MOUNT ASSEMBLIES (CONMAT ITEM NO. ANT.58819)
FOR RRU AND SURGE MOUNTING.
3) RADIOS TO BE MOUNTED ON MOUNT ARMS INSTEAD OF FRONT
HORIZONTAL TO BE REQUIRED DISTANCE FROM FACE OF MOUNT AND
PIPES TO BE REMOVED FROM FRONT FACE. 4 ANTENNA PIPES TO BE
DISTRIBUTED EQUALLY ACROSS MOUNT FACE
NEW AT&T 2.5 SCH.40 X 10' LONG MOUNT PIPE
(1 PER POSITION "A3", "B2", AND "C2", 3 TOTAL)
NEW AT&T 2.0 SCH.40 X 10' LONG MOUNT PIPE
(2 PER SECTOR, 6 TOTAL)
1'-0"
TYP
.
mobility corp.
SHEET TITLE
SHEET NUMBER
DRAWN BY:
CHECKED BY: -
JS
1452 EDINGER AVE.
TUSTIN, CA 92780
PROJECT NO:
AT&T SITE NO:CLL03413
10086996
90% CD'S FOR REVIEW
EXPIRATION DATE: 06/30/2027
APPLICANT:
CLL03413
MAIN / DYER
2621 & 2621 3/4 SOUTH BIRCH STREET
SANTA ANA, CA 92707
JS03/17/2025A
ENGINEER:
A-4
PLANS PREPARED BY:
DATE SIGNED: 12/11/2025
95% CD'S - CLIENT RLs RDL05/01/2025B
100% CD'S FOR SUBMITTAL DS12/11/20250
2
A-4
1
ELEVATIONS
NEW EAST ELEVATION
EXISTING EAST ELEVATION
GROUND LEVEL
0'-0" A.G.L.
(E) MONOPOLE
TOP OF EXISTING MONOPOLE
60'-0" A.G.L.
(E) AT&T EQUIPMENT ROOM
GROUND LEVEL
0'-0" A.G.L.
EXISTING AT&T ANTENNA RAD CENTER
52'-0" A.G.L.
(E) MONOPOLE
EXISTING AT&T ANTENNA RAD CENTER
52'-0" A.G.L.
NEW AT&T ANTENNA RAD CENTER
±53'-6" A.G.L.
1
A-3.1
EXISTING AND NEW AT&T
ANTENNAS AND EQUIPMENT.
SEE NEW ANTENNA PLANS.
1
A-3.2
EXISTING AT&T ANTENNA RAD CENTER
53'-0" A.G.L.
EXISTING AT&T ANTENNAS
AND EQUIPMENT. SEE
EXISTING ANTENNA PLAN.
TOP OF EXISTING MONOPOLE
60'-0" A.G.L.
TOP OF EXISTING FENCE
6'-0" A.G.L.
TOP OF EXISTING FENCE
6'-0" A.G.L.
(E) AT&T EQUIPMENT ROOM
(E) OTHER CARRIER EQUIPMENT ROOM
(E) OTHER CARRIER EQUIPMENT ROOM
TOP OF EXISTING ANTENNAS
55'-0" A.G.L.EXISTING AT&T ANTENNA RAD CENTER
53'-9" A.G.L.
TOP OF EXISTING & NEW ANTENNAS
55'-0" A.G.L.
mobility corp.
SHEET TITLE
SHEET NUMBER
DRAWN BY:
CHECKED BY: -
JS
1452 EDINGER AVE.
TUSTIN, CA 92780
PROJECT NO:
AT&T SITE NO:CLL03413
10086996
90% CD'S FOR REVIEW
EXPIRATION DATE: 06/30/2027
APPLICANT:
CLL03413
MAIN / DYER
2621 & 2621 3/4 SOUTH BIRCH STREET
SANTA ANA, CA 92707
JS03/17/2025A
ENGINEER:
A-5
PLANS PREPARED BY:
DATE SIGNED: 12/11/2025
95% CD'S - CLIENT RLs RDL05/01/2025B
100% CD'S FOR SUBMITTAL DS12/11/20250
2
A-5
1
ELEVATIONS
NEW SOUTH ELEVATION
EXISTING SOUTH ELEVATION
GROUND LEVEL
0'-0" A.G.L.
(E) MONOPOLE
(E) AT&T EQUIPMENT ROOM
EXISTING AT&T ANTENNA RAD CENTER
52'-0" A.G.L.
1
A-3.1
EXISTING AT&T ANTENNA RAD CENTER
53'-0" A.G.L.
EXISTING AT&T ANTENNAS
AND EQUIPMENT. SEE
EXISTING ANTENNA PLAN.
TOP OF EXISTING FENCE
6'-0" A.G.L.
(E) OTHER CARRIER EQUIPMENT ROOM
GROUND LEVEL
0'-0" A.G.L.
EXISTING AT&T ANTENNA RAD CENTER
52'-0" A.G.L.
(E) MONOPOLE
NEW AT&T ANTENNA RAD CENTER
±53'-6" A.G.L.
EXISTING AND NEW AT&T
ANTENNAS AND EQUIPMENT
SEE NEW ANTENNA PLANS
1
A-3.2
TOP OF EXISTING MONOPOLE
60'-0" A.G.L.
TOP OF EXISTING FENCE
6'-0" A.G.L.
(E) AT&T EQUIPMENT ROOM
(E) OTHER CARRIER EQUIPMENT ROOM
TOP OF EXISTING MONOPOLE
60'-0" A.G.L.
TOP OF EXISTING ANTENNAS
55'-0" A.G.L.EXISTING AT&T ANTENNA RAD CENTER
53'-9" A.G.L.
TOP OF EXISTING & NEW ANTENNAS
55'-0" A.G.L.
mobility corp.
SHEET TITLE
SHEET NUMBER
DRAWN BY:
CHECKED BY: -
JS
1452 EDINGER AVE.
TUSTIN, CA 92780
PROJECT NO:
AT&T SITE NO:CLL03413
10086996
90% CD'S FOR REVIEW
EXPIRATION DATE: 06/30/2027
APPLICANT:
CLL03413
MAIN / DYER
2621 & 2621 3/4 SOUTH BIRCH STREET
SANTA ANA, CA 92707
JS03/17/2025A
ENGINEER:
D-1
PLANS PREPARED BY:
DATE SIGNED: 12/11/2025
95% CD'S - CLIENT RLs RDL05/01/2025B
100% CD'S FOR SUBMITTAL DS12/11/20250
D-1
867
7.
4
"
16
"
±
15.8"
TOP
15.8"
MANUFACTURER: ERICSSON
MODEL: AIR6472 B77G B77M BAND
WEIGHT: 77.16 LBS W/ MTG BRACKETS
FREQUENCY: REFER TO RF DATA SHEET
7.4"
36
.
3
"
FRONT SIDE
ANTENNA PIPE MOUNT
MOUNTING BRACKET BY
MANUFACTURER
PART # SXK 109 2064/1
MOUNTING BRACKET
AIR ANTENNA DETAIL 1 ANTENNA MOUNTING ELEVATION 2 3
4 5
NEW AIR ANTENNA PER
DETAIL 1/D-1
EXISTING ANTENNA PIPE MOUNT
NOT USED NOT USED NOT USED
NOT USEDTABLE 2- ANTENNA LOADING CONFIG. PER MOUNT ANALYSIS
20.7"
7.
7
"
20.7"
71
.
2
"
7.7"
71
.
2
"
MANUFACTURER: ERICSSON
MODEL: TPA65R-BU6D
WEIGHT: 68.3 LBS W/ MTG BRACKETS
FREQUENCY: REFER TO RF DATA SHEET
TOP
FRONT SIDE
ANTENNA DETAIL
mobility corp.
SHEET TITLE
SHEET NUMBER
DRAWN BY:
CHECKED BY: -
JS
1452 EDINGER AVE.
TUSTIN, CA 92780
PROJECT NO:
AT&T SITE NO:CLL03413
10086996
90% CD'S FOR REVIEW
EXPIRATION DATE: 06/30/2027
APPLICANT:
CLL03413
MAIN / DYER
2621 & 2621 3/4 SOUTH BIRCH STREET
SANTA ANA, CA 92707
JS03/17/2025A
ENGINEER:
G-1
PLANS PREPARED BY:
DATE SIGNED: 12/11/2025
95% CD'S - CLIENT RLs RDL05/01/2025B
100% CD'S FOR SUBMITTAL DS12/11/20250
ANTENNA GROUNDING PLAN (TYP. PER SECTOR)1
G-1
NE
N
E
SESW
W
NW
S
GROUNDING PLAN
COMPRESSION TYPE CONNECTION
GROUNDING WIRE
CADWELD TYPE CONNECTION
GROUND BUS BAR
GROUNDING SYMBOLS:
(E) ANTENNA GROUND WIRES TO BE
RECONNECTED TO (N) ANTENNAS, TYP.
(E) ANTENNA GROUND BAR
TYP. (TO BE VERIFIED IN FIELD)
mobility corp.
SHEET TITLE
SHEET NUMBER
DRAWN BY:
CHECKED BY: -
JS
1452 EDINGER AVE.
TUSTIN, CA 92780
PROJECT NO:
AT&T SITE NO:CLL03413
10086996
90% CD'S FOR REVIEW
EXPIRATION DATE: 06/30/2027
APPLICANT:
CLL03413
MAIN / DYER
2621 & 2621 3/4 SOUTH BIRCH STREET
SANTA ANA, CA 92707
JS03/17/2025A
ENGINEER:
G-2
PLANS PREPARED BY:
DATE SIGNED: 12/11/2025
95% CD'S - CLIENT RLs RDL05/01/2025B
100% CD'S FOR SUBMITTAL DS12/11/20250
G-2
9
ANTENNA PIPE MOUNT GROUNDING DETAIL 1 CABLE GROUND KIT DETAIL TYPICAL GROUND LUG CONNECTION DETAIL 2 3
4 5 6GROUNDING WIRE CONNECTION ANTENNA GROUNDING BAR CONN. DETAIL ANTENNA (12") GROUND BAR DETAIL
TYPICAL CADWELD TYPES COAX GROUND KIT 7 8RRU GROUNDING DETAIL
2621 & 2621 3/4 Birch St
Modification to an existing unmanned wireless telecommunication facility. No proposed generator or additional batteries.
Santa Ana
Mark Phillips
619.379.3473 1/20/26
CITY OF SANTA ANA
Planning and Building Agency
FIRE
EC ORANGE COUNTY FIRE AUTHORI
�GOGy.,
Plan Referral Form
°[IF asp Required for OCFA to review plans upon the request of the Building Department
�6rHoa+� the answers on the Plan Submittal Criteria Form (on the reverse) are all "No"
City / County Official Requesting Review:
City / County Reference #:
City / County:
Contact Name:
Title:
Date:
E-Mail: _
Phone #:
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. **
Reason(s) for Review:
Please describe why OCFA Plan Review is or may be required by the City/County:
OCFA COMMENTS:
OCFA Authorization
ElNo further action required on this specific plan type, based
on information provided on:
❑ Project to be taken in for OCFA Review.
Other:
Name:
Contact #:
Date:
Updated: 06/02/2020 rs
TEP is a family of companies licensed to provide different services in different jurisdictions. Depending on the jurisdiction, professional engineering and land
surveying services are provided by TEP OpCo LLC, a Delaware limited liability company, TEP Engineering, PLLC, a North Carolina professional limited liability
company, or M&H Engineering, PLLC, a New York professional limited liability company. General contractor services are provided by TEPDB OpCo LLC, a
Delaware limited liability company. We acquire the requisite licenses in each state. Additional information can be obtained from the company.
October 21, 2025
Jon Maxwell
M Squared Wireless
1387 Calle Avanzado
San Clemente, CA 92673 326 Tryon Road Raleigh NC 27603
(949) 391-6824 (919) 661-6351 Structures@tepgroup.net
Subject: Appurtenance Mount Analysis
Carrier Designation: AT&T Mobility Reconfiguration
Site Number: CLL03413
Site Name: Main / Dyer
FA Location Code:10086996
IWM Job Number:WSLOS0068683
Engineering Firm Designation: TEP Project Number: 272252.1169408
Site Data: 2621 South Birch Street, Santa Ana, Orange County, CA 92707
Latitude 33° 42' 42.20'', Longitude -117° 52' 11.30''
60.0± Foot - Monopole Tower
52.0 Foot Mount Height - T-Arm Mount
Dear Jon Maxwell,
TEP is pleased to submit this Appurtenance Mount Analysis to determine the structural integrity of the
antenna mount on the above-mentioned tower.
The purpose of the analysis is to determine acceptability of the mount's stress level. Based on our analysis we
have determined the stress level for the mount structure, under the following load case, to be:
LC1: Existing + Proposed + Reserved Loading Sufficient Capacity*
Note: See Table 2 for the existing, proposed, and reserved loading
*Sufficient upon completion of the changes listed in the Recommendations section of this report
The analysis has been performed in accordance with the ANSI/TIA-222-H Structural Standard for Antenna
Supporting Structures, Antennas, and Small Wind Turbine Support Structures and the 2022 California Building
Code, and the AT&T Mount Technical Guidance Revision 25.
All equipment proposed in this report shall be installed in accordance with the appurtenances listed in Table 2
for the determined available structural capacity to be effective.
We at TEP appreciate the opportunity of providing our continuing professional services to you and M Squared
Wireless. If you have any questions or need further assistance on this or any other projects, please give us a
call.
Respectfully submitted by:
Adam M. Amortnont, P.E., S.E.
Mount Capacity
62.1%
October 21, 2025
T-Arm Mount Analysis Main / Dyer (CLL03413)
TEP Project Number 272252.1169408 Page 2
ANALYSIS CRITERIA
Table 1 - Mount Analysis Parameters
Ultimate
Wind Speed
(MPH)
Ice
Thickness
(in)
Ice Wind
Speed
(MPH)
Exposure
Category
Risk
Category
Topo
Procedure Kzt Ss Maintenance
Loads1,2
95 0.0 30 C II Method 2 1.0 1.279
Lm = 250 lbs
Lv = 250 lbs
Notes:
1) Maintenance loads applied per ANSI/TIA-222-H Chapter 16. Worst case positions are included in the RISA-3D Output.
2) Maintenance loads governs the structural capacity of the mount.
Table 2 - Existing, Proposed, and Reserved Antenna Loading Configuration
Existing/
Proposed/
Reserved
Mount
Level
(ft)
Ant
CL
(ft)
Qty Antenna Model Mount
Type
Owner/
Tenant
Final
Loading
Config.
52.0
53.5 3 Ericsson AIR6472 B77G B77M
(3) T-Arm Mounts AT&T 52.0
3 Commscope JAHH-65B-R3B-V3
3 Kathrein 80010965
3 CCI TPA65R-BU6D
3 Ericsson 8843 B2/B66A
3 Ericsson 4449 B5/B12
3 Ericsson 4478 B14
3 Ericsson RRUS-E2 B29
3 Ericsson RRUS 32 B30
4 Raycap DC6-48-60-18-8C-EV
ANALYSIS RESULTS
Table 3 - Mount Component Stresses vs. Capacity
Notes Component % Capacity Pass / Fail
1 Face Horizontals 62.1 Pass
1 Support Horizontals 26.4 Pass
1 Mount Pipes 27.3 Pass
1 Kickers 9.9 Pass
2 Connection Bolts 15.4 Pass
2 Connection Plates 43.1 Pass
Structure Rating (max from all components) = 62.1%
Notes:
1) See additional documentation in Appendix A - RISA-3D Output for calculations supporting the % capacity listed.
2) See additional documentation in Appendix B - Additional Calculations for calculations supporting the % capacity listed.
October 21, 2025
T-Arm Mount Analysis Main / Dyer (CLL03413)
TEP Project Number 272252.1169408 Page 3
Table 4 - Documents Provided
Document Remarks Source
Previous Mount
Analysis
DCI Pacific dated 9/30/2021
Site Number: CLL03413 M Squared
Scoping Form AT&T Mobility, dated January 21, 2025
RFDS ID: 35051 M Squared
Preliminary
Construction Drawings
M Squared
Project No. 10086996 M Squared
Correspondence Correspondence from M Squared Wireless in reference to the existing,
proposed, and reserved loading. M Squared
RECOMMENDATIONS
1) If the load differs from that described in Table 2 of this report or the provisions of this analysis
are found to be invalid, another structural analysis should be performed.
2) The mount and its connection have sufficient capacity to carry the existing and proposed
loading configuration. In order for the results of this analysis to be valid, the mount modifications
listed below must be completed:
a) Reuse existing mount pipe(s) in empty antenna positions, where an existing antenna is
located or where an existing antenna is being relocated to. Reconfigure antenna mount
pipe positions to 4 positions per sector per referenced construction drawings.
b) Replace existing antenna mount pipes at position A3, B2 and C2 with (3) Site Pro
P30120, 2.5 Sch.40 x 10-0 Mount Pipes (CONMAT Item No. ANT.16008) connected
to the face horizontal with (3) Site Pro SP219-H Pipe Cross Support Plates (CONMAT
Item No. ANT.55968) for proposed antennas.
c) Install (6) Site Pro P2120, 2.0 Sch.40 x 10-0 Mount Pipes (CONMAT Item No.
ANT.55993) to be connection to mount support arms with (3) Site Pro BBPM-U
Universal back to back pipe mount assemblies (CONMAT Item No. ANT.58819) for
RRU and surge mounting.
ANALYSIS ASSUMPTIONS
1) The mount was built in accordance with the manufacturers specifications.
2) The mount has been maintained in accordance with the manufacturers specification.
3) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Table 2. All mount components have been assumed to be in sufficient condition to
carry their full design capacity for this analysis. Refer to the issued mapping for any structural
and/or maintenance issues found during our site visit.
4) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is
left to the carrier or tower owner to ensure conformance.
5) TEP did not analyze the collar mount connection to the pole and assumes it to have sufficient
structural capacity to transfer the applied forces from the mount to the tower.
6) All material grades used for this analysis, unless verified by mount manufacturer design, were
assumed per AISC Table 2-4, 15th Edition. See RISA 3-D output for confirmation on grades
used in this analysis.
This analysis may be affected if any assumptions are not valid or have been made in error. TEP
should be notified to determine the effect on the structural integrity of the mount.
October 21, 2025
T-Arm Mount Analysis Main / Dyer (CLL03413)
TEP Project Number 272252.1169408 Page 4
APPENDIX A
RISA-3D OUTPUT
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
Y
ZAX
Envelope Only Solution
TEP
AJ
TEP No. 272252.1169408
CLL03413(10086996)
CITY OF SANTA ANA
Planning and Building Agency
10/21 /2025
18:56 PM
ApproV edS
FOR PERMIT ISSUANCE
Date:
SK-1
Oct 21, 2025 at 02:17 PM
MountAd
RISA-3D Version 22 [ Mount.r3d ] Page 1
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
y
ZAX
Loads: BLC 2, 0 Wind - No Ice
Envelope Only Solution
TEP
AJ
TEP No. 272252.1169408
0051
D45 I
-0.0(
045 k
CLL03413(10086996)
CITY OF SANTA ANA
Planning and Building Agency
10/21 /2025
18:56 PM
ApproV edS
FOR PERMIT ISSUANCE
Date:
SK-2
Oct 21, 2025 at 02:17 PM
MountAd
-0
-0
RISA-3D Version 22 [ Mount.r3d ] Page 2
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
y
ZAX
61
Member Code Checks Displayed (Enveloped)
Envelope Only Solution
TEP
AJ
TEP No. 272252.1169408
CLL03413(10086996)
CITY OF SANTA ANA
Planning and Building Agency
10/21 /2025
18:56 PM
ApproV edS
FOR PERMIT ISSUANCE
le Check
(Env)
9. > 1.0
90-1.0
_ .75-.90
50-.75
= 0.-.50
SK-3
Oct 21, 2025 at 02:17 PM
MountAd
RISA-3D Version 22 [ Mount.r3d ] Page 3
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
y
ZAX
Member Shear Checks Displayed (Enveloped)
Envelope Only Solution
TEP
AJ
TEP No. 272252.1169408
CLL03413(10086996)
CITY OF SANTA ANA
Planning and Building Agency
10/21 /2025
18:56 PM
ApproV edS
FOR PERMIT ISSUANCE
ar Check
(Env)
1. > 1.0
90-1.0
_ .75-.90
50-.75
0.-.50
SK-4
Oct 21, 2025 at 02:17 PM
MountAd
RISA-3D Version 22 [ Mount.r3d ] Page 4
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
y
ZAX
Envelope Only Solution
TEP
AJ
TEP No. 272252.1169408
CLL03413(10086996)
CITY OF SANTA ANA
Planning and Building Agency
10/21 /2025
18:56 PM
ApproV edS
FOR PERMIT ISSUANCE
Date:
SK-5
Oct 21, 2025 at 02:18 PM
MountAd
RISA-3D Version 22 [ Mount.r3d ] Page 5
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
y
ZAX
Envelope Only Solution
TEP
AJ
TEP No. 272252.1169408
CLL03413(10086996)
CITY OF SANTA ANA
Planning and Building Agency
10/21 /2025
18:56 PM
ApproV edS
FOR PERMIT ISSUANCE
Date:
SK-6
Oct 21, 2025 at 02:18 PM
MountAd
RISA-3D Version 22 [ Mount.r3d ] Page 6
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
Y
ZAX
N60
Envelope Only Solution
TEP
AJ
TEP No. 272252.1169408
N52
CLL03413(10086996)
CITY OF SANTA ANA
Planning and Building Agency
10/21 /2025
18:56 PM
ApproV edS
FOR PERMIT ISSUANCE
Date:
SK-7
Oct 21, 2025 at 02:18 PM
MountAd
RISA-3D Version 22 [ Mount.r3d ] Page 7
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
CITY OF SANTA ANA
Planning and Building Agency
10/21 /2025
18:42 PM
ApprovedS
Number of Reported Sections
5
Master ID: _
Number of Internal Sections
100
Member Area Load Mesh Size in2
144
Consider Shear Deformation
Yes
Consider Torsional Warping
Yes
Approximate Mesh Size in
24
Transfer Forces Between Intersecting Wood Walls
Yes
Increase Wood Wall Nailing Capacity for Wind Loads
Yes
Include P-Delta for Walls
Yes
Optimize MasonrV and Wood Walls
Yes
Maximum Number of Iterations
3
Single
No
Multiple (Optimum)
Yes
Maximum
No
Global Axis corresponding to vertical direction
Y
Convert Existing Data
Yes
Default Global Plane for z-axis
Xz
Plate Local Axis Orientation
Nodal
Hot Rolled Steel
AISC 15th 360-16 : LRFD
Stiffness Ad'ustment
No
Notional Annex
None
Connections
None
Cold Formed Steel
None
Stiffness Ad'ustment
Yes Iterative
Wood
None
Temperature
< 10OF
Concrete
None
Masonry
None
Aluminum
None
Structure Type
Building
Stiffness Ad'ustment
Yes Iterative
Stainless
None
Stiffness Admustment
Yes Iterative
Compression Stress Block
Rectangular Stress Block
Analyze using Cracked Sections
Yes
Leave room for horizontal rebar splices 2*d bars acin
Yes
List forces which were ignored for design in the Detail Report
Yes
Column Min Steel
1
Column Max Steel
8
Rebar Material Spec
ASTM A615
Warn if beam -column framing arrangement is not understood
No
Number of Shear Regions
4
Region 2 & 3 Spacing Increase Increment in
4
Code
ASCE 7-16
Risk Category
I or II
Drift Cat
Other
CE
RISA-3D Version 22 [ MountAd ] Page 1
CITY OF SANTA ANA
Planning and Building Agency
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
10/21 /2025
18:42 PM
ApproV edS
Base Elevation ft
Master ID:
Include the weight of the structure in base shear calcs
Yes
Uate
S,
1
SD
1
SD
1
T sec
5
T Z sec
T X sec
C,Z
0.02
C,X
0.02
C,Ex . Z
0.75
C Ex . X
0.75
RZ
3
RX
3
Q0Z
1
Dox
1
C,Z
1
CdX
1
Z
1
ip X
1
CE
RISA-3D Version 22 [ Mount.r3d ] Page 2
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
CITY OF SANTA ANA
Planning and Building Agency
10/21 /2025
18:42 PM
ApproV edS
Material Size Pieces I enathrftll r. _ WeiahtfKl
1
General Members
2
RIGID
14
3.7
3
Total General
14
3.7
0
4
5
Hot Rolled Steel
6
A500 Gr. B Rect
HSS4X4X3
2
6
0.053
7
A53 Gr.B
PIPE 2.0
12
106.8
0.371
8
A53 Gr.B
PIPE 2.5
2
20
0.11
9
A53 Gr.B
PIPE 3.0
2
25
0.176
10
A53 Gr.B
PIPE 4.0
2
2.5
0.025
11
Total HR Steel
20
160.3
0.734
Hot Rolled Steel Properties
I ahel F fksil G fksil Nil Therm CnPff 11P5°F-11 Density fk/ft31 Yield fksil Rv Fu fksil Rt
1 A53 Gr.B
29000
11154
0.3
0.65
0.49
35
1.6
60
1.2
2 A500 Gr. B Rect
29000
11154
0.3
0.65
0.49
46
1.4
58
1.3
3 A36 Gr.36
29000
11154
0.3
0.65
0.49
36
1.5
58
1.2
Hot Rolled Steel Section Sets
I ahel Shane Tvne Design List Material Desian Rule Area [in zllvv fin41177 fin41 .I fin41
1 Face Horizontal
PIPE 3.0
None
None
A53 Gr.B
Typical
2.07
2.85
2.85
5.69
2 Support Horizontal
HSS4X4X3
None
None
A500 Gr. B Rect
Typical
2.58
6.21
6.21
10
3 Support Vertical
PIPE 4.0
None
None
A53 Gr.B
Typical
2.96
6.82
6.82
13.6
4 Mount Pie
PIPE 2.0
None
None
A53 Gr.B
TVpical
1.02
0.627
0.627
1.25
5 Mount Pie 2.5
PIPE 2.5
None
None
A53 Gr.B
Typical
1.61
1.45
1.45
2.89
6 RRU Pie
PIPE 2.0
None
None
A53 Gr.B
Typical
1.02
0.627
0.627
1.25
71 Kicker
PIPE 2.0
None
None
A53 Gr.B
Typical
1.02
0.627
0.627
1.25
Node Boundary Conditions
Nnde I ahel X fk/inl Y fk/inl 7 fk/inl X Rnt rk-ft/radl Y Rnt fk-ft/radl 7 Rot rk-ft/radl
1 SF1-1
Reaction
Reaction
Reaction
Reaction
Reaction
Reaction
2 N32
Reaction
Reaction
Reaction
Reaction
Reaction
Reaction
3 N40
Reaction
Reaction
Reaction
Reaction
Reaction
Reaction
4 N66
Reaction
Reaction
Reaction
Reaction
Reaction
Reaction
Node Coordinates
Label X fftl Y fftl z rftl Detach From Dianhraom
1
FF1
3.332667
0
-6.25
2
FF2
3.332667
0
6.25
3
SF1-1
0.045577
0
0.520945
4
SF1-3
3
0
0
5
SF1-V3A
3
0.625
0
6
SF1-V3B
3
-0.625
0
7
N19
3.332667
0
0
8
N22
3.582667
0
-1.91667
9
N23
3.582667
5
-1.91667
10
N24
3.582667
-5
-1.91667
11
N25
3.332667
0
-1.91667
12
N26
3.582667
0
1.91666
Nol
RISA-3D Version 22 [ Mount.r3d ] Page 3
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
Label X [ft] y [ft] Z [ft]
CITY OF SANTA ANA
Planning and Building Agency
10/21 /2025
18:42 PM
ApproV edS
Detach IFfpjp Diaphragm
131
N27
3.582667
4.5
1.91666
14
N28
3.582667
-4.5
1.91666
15
N29
3.332667
0
1.91666
16
N50A
3.582667
0
5.75
17
N51
3.582667
4.5
5.75
18
N52
3.582667
-4.5
5.75
19
N53
3.332667
0
5.75
20
N44A
3.582667
0
-5.75
21
N45A
3.582667
4.5
-5.75
22
N46A
3.582667
-4.5
-5.75
23
N47A
3.332667
0
-5.75
24
N32
0.045577
-5.75
0.520945
25
N41
2.852279
0
0.026047
26
N30
1.227346
0
0.312567
27
N31
1.270758
0
0.558769
28
N33
1.183934
0
0.066365
29
N34
1.270758
5
0.558769
30
N35
1.183934
5
0.066365
31
N36
1.270758
-5
0.558769
32
N37
1.183934
-5
0.066365
33
N38
3.332667
0
8.75
34
N39
3.332667
0
21.25
35
N40
0
0
15
36
N42
3
0
15
37
N43
3
0.625
15
38
N44
3
-0.625
15
39
N45
3.332667
0
15
40
N46
1.2
0
15.25
41
N47
3.582667
0
13.08333
42
N48
3.582667
4.5
13.08333
43
N49
3.582667
-4.5
13.08333
44
N50
3.332667
0
13.08333
45
N54
3.582667
0
16.91666
46
N55
3.582667
5
16.91666
47
N56
3.582667
-5
16.91666
48
N57
3.332667
0
16.91666
49
N58
3.582667
0
20.75
50
N59
3.582667
4.5
20.75
51
N60
3.582667
-4.5
20.75
52
N61
3.332667
0
20.75
53
N62
3.582667
0
9.25
54
N63
3.582667
4.5
9.25
55
N64
3.582667
-4.5
9.25
56
N65
3.332667
0
9.25
57
N66
0
-5.75
15
58
N67
1.2
0
14.75
59
N68
1.2
5
15.25
60
N69
1.2
5
14.75
61
N70
1.2
0
15
62
N71
1.2
-5
15.25
63
N72
1.2
-5
14.75
64
N73
2.85
0
15
Nol
RISA-3D Version 22 [ Mount.r3d ] Page 4
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
CITY OF SANTA ANA
Planning and Building Agency
10/21 /2025
18:42 PM
ApproV edS
ML
IVIQJICI ILI.
I ahel I Nnde .I Nnde RntatP(deal SPrtinn/Shane Tvne nesian List (Material nesion Rule
1
FF-1
FF1
FF2
Face Horizontal
None
None
I A53 Gr.B
Typical
2
K-1
N41
N32
Kicker
None
None
3
MP-1
N45A
N46A
Mount Pie
None
None
A53 Gr.B
Typical
4
MP-2
N23
N24
Mount Pie 2.5
None
None
A53 Gr.B
Typical
5
MP-4
N51
N52
Mount Pie
None
None
A53 Gr.B
Typical
6
MP-3
N27
N28
Mount Pie
None
None
A53 Gr.6
Typical
7
M10
N19
SF1-3
RIGID
None
None
RIGID
Typical
8
M13
N22
N25
RIGID
None
None
RIGID
TVpical
9
M15
N26
N29
RIGID
None
None
RIGID
TVpical
10
M23A
N47A
N44A
RIGID
None
None
RIGID
TVpical
11
M26
N53
N50A
RIGID
None
None
RIGID
Typical
12
SH-1
SF1-1
SF1-3
Support Horizontal
None
None
A500 Gr. B Rect
Typical
13
SV-1
SF1-V3A
SF1-V3B
Support Vertical
None
None
A53 Gr.B
Typical
14
M14
N30
N33
RIGID
None
None
RIGID
TVpical
15
M16
N30
N31
RIGID
None
None
RIGID
Typical
16
RRU-1
N35
N37
350
RRU Pie
None
None
A53 Gr.B
Typical
17
RRU-2
N34
N36
350
RRU Pie
None
None
A53 Gr.B
TVpical
18
FF-2
N38
N39
Face Horizontal
None
None
A53 Gr.B
TVpical
19
K-2
N73
N66
Kicker
None
None
A53 Gr.B
Typical
20
MP-5
N63
N64
Mount Pie
None
None
A53 Gr.B
TVpical
21
MP-6
N48
N49
Mount Pie
None
None
A53 Gr.B
Typical
22
MP-8
N59
N60
Mount Pie
None
None
A53 Gr.6
Typical
23
RRU-3
N69
N72
RRU Pie
None
None
A53 Gr.B
Typical
24
M25
N70
N46
RIGID
None
None
RIGID
Typical
25
MP-7
N55
N56
Mount Pie 2.5
None
None
A53 Gr.B
TVpical
26
M28
N45
N42
RIGID
None
None
RIGID
Typical
27
M29
N47
N50
RIGID
None
None
RIGID
Typical
28
M30
N54
N57
RIGID
None
None
RIGID
TVpical
29
M31
N70
N67
RIGID
None
None
RIGID
Typical
30
RRU-4
N68
N71
RRU Pie
None
None
A53 Gr.B
TVpical
31
M33
N65
N62
RIGID
None
None
RIGID
Typical
1321
M34
N61
N58
RIGID
None
None
RIGID
T ical
33
SH-2
N40
N42
Su ort Horizontal
None
None
A500 Gr. B Rect
T ical
34
SV-2
I N43
I N44
I
I SupportVertical
I None
I None
A53 Gr.6
T ical
Member Advanced Data
I ihpl I RPIeasP .l RPIPase Cnl-Wall Vert RPIP.aRP. Phvsiral neflPrtinn Ratin Ontinns Seismir, nR
1
FF-1
Yes
** NA **
None
2
K-1
BenPIN
BenPIN
Yes
** NA **
None
3
MP-1
Yes
** NA **
None
4
MP-2
Yes
** NA **
None
5
MP-4
Yes
** NA **
None
6
MP-3
Yes
** NA **
None
7
M10
Yes
** NA **
None
8
M13
Yes
** NA **
None
9
M15
Yes
** NA **
None
10
M23A
Yes
** NA **
None
11
M26
Yes
* NA **
None
12
SH-1
Yes
** NA **
None
13
SV-1
Yes
** NA **
None
14
M14
Yes
** NA **
None
15
M16
Yes
** NA **
None
16
RRU-1
Yes
** NA **
None
17
RRU-2
Yes
** NA **
None
CE I
RISA-3D Version 22 [ Mount.r3d ] Page 5
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
CITY OF SANTA ANA
Planning and Building Agency
10/21 /2025
18:42 PM
ApproV edS
Lahel I RPIPasP .I Release Cnl-Wall Vert RPIPasP Phvsiral Deflection Ratid G3ntions v Seismic DR
18
FF-2
Yes*
NA *t
None
19
K-2
BenPIN
BenPIN
Yes
*" NA
20
MP-5
Yes
`* NA
None
21
MP-6
Yes"
NA **
None
22
MP-8
Yes
'* NA **
None
23
RRU-3
Yes
`* NA
None
24
M25
Yes
** NA **
None
25
MP-7
Yes
" NA `
None
26
M28
Yes
* NA
None
27
M29
Yes
** NA
None
28
M30
Yes
* NA `
None
29
M31
Yes
" NA `*
None
30
RRU-4
Yes
NA *
None
31
M33
Yes
"* NA *
None
32
M34
Yes
NA *
None
33
SH-2
Yes
** NA **
None
34
SV-2
Yes
* NA
None
Hot Rolled Steel Design Parameters
Label Shane LPnath tftl Lb v-v fftl Lb z-z fftl K v-v K z-z Channel Conn. a fftl Function
1
FF-1
Face Horizontal
12.5
6.25
6.25
2.1
2.1
N/A
N/A
Lateral
2
K-1
Kicker
6.418
1
1
N/A
N/A
Lateral
3
MP-1
Mount Pie
9
Segment
Segment
2.1
2.1
N/A
N/A
Lateral
4
MP-2
Mount Pie 2.5
10
Segment
Segment
2.1
2.1
N/A
N/A
Lateral
5
MP-4
Mount Pie
9
Segment
Segment
2.1
2.1
N/A
N/A
Lateral
6
MP-3
Mount Pie
9
Segment
Segment
2.1
2.1
N/A
N/A
Lateral
7
SH-1
Support Horizontal
3
2.1
2.1
N/A
N/A
Lateral
8
SV-1
Support Vertical
1.25
Segment
Segment
2.1
2.1
N/A
N/A
Lateral
9
RRU-1
RRU Pie
10
Segment
Segment
2.1
2.1
N/A
N/A
Lateral
10
RRU-2
RRU Pie
10
Segment
Segment
2.1
2.1
N/A
N/A
Lateral
11
FF-2
Face Horizontal
12.5
6.25
6.25
2.1
2.1
N/A
N/A
Lateral
12
K-2
Kicker
6A18
1
1
N/A
N/A
Lateral
131
MP-5
Mount Pie
9
Segment
Segment
2.1
2.1
N/A
N/A
Lateral
14
MP-6
Mount Pie
9
Se ment
Segment
2.1
2.1
N/A
N/A
Lateral
15
MP-8
Mount Pie
9
Se ment
Se ment
2.1
2.1
N/A
N/A
Lateral
16
RRU-3
RRU Pie
10
Segment
Segment
2.1
2.1
N/A
N/A
Lateral
17
MP-7
Mount Pie 2.5
10
Segment
Segment
2.1
2.1
N/A
N/A
Lateral
18
RRU-4
RRU Pie
10
Segment
Segment
2.1
2.1
N/A
N/A
Lateral
19
SH-2
Support Horizontal
3
2.1
2.1
N/A
N/A
Lateral
20
SV-2
Support Vertical
1.25
Segment
Segment
2.1
2.1
N/A
N/A
Lateral
Basic Load Cases
RI C. Desrrintion Cateaory X Gravity Y Gravity 7 Gravity Nndal Point Distrihuted
1
Dead
None
-1
29
2
0 Wind - No Ice
None
29
20
3
30 Wind - No Ice
None
58
40
4
45 Wind - No Ice
None
58
40
5
60 Wind - No Ice
None
58
40
6
90 Wind - No Ice
None
29
20
7
120 Wind - No Ice
None
58
40
8
135 Wind - No Ice
None
58
40
9
150 Wind - No Ice
None
58
40
10
180 Wind - No Ice
None
29
20
Nol
RISA-3D Version 22 [ Mount.r3d ] Page 6
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
CITY OF SANTA ANA
Planning and Building Agency
10/21 /2025
18:42 PM
ApproV edS
Lj
RI C Descrintinn Catennry X Gravity Y Gravity 7 Gravity Nndal r.Point v Distrihuted
11
210 Wind - No Ice
None
58 �
U 40,-.
12
225 Wind - No Ice
None
58
40
13
240 Wind - No Ice
None
58
40
14
270 Wind - No Ice
None
29
20
15
300 Wind - No Ice
None
58
40
16
315 Wind - No Ice
None
58
40
17
330 Wind - No Ice
None
58
40
18
Ice Weight
None
29
20
19
0 Wind - Ice
None
29
20
20
30 Wind - Ice
None
58
40
21
45 Wind - Ice
None
58
40
22
60 Wind - Ice
None
58
40
23
90 Wind - Ice
None
29
20
24
120 Wind - Ice
None
58
40
25
135 Wind - Ice
None
58
40
26
150 Wind - Ice
None
58
40
27
180 Wind - Ice
None
29
20
28
210 Wind - Ice
None
58
40
29
225 Wind - Ice
None
58
40
30
240 Wind - Ice
None
58
40
31
270 Wind - Ice
None
29
20
32
300 Wind - Ice
None
58
40
33
315 Wind - Ice
None
58
40
34
330 Wind - Ice
None
58
40
35
Lm
None
2
36
Lv
None
2
37
Seismic Load X
ELX
-1
29
38
Seismic Load Z
ELZ
-1
29
Load Combinations
Descriotion Solve P-Delta BLC Factor BLC Factor BLC Factor
1
1 AD
Yes
Y
1
1.4
2
0.9D+1.0 0-Wind
Yes
Y
1
0.9
2
1
3
0.9D+1.0 30-Wind
Yes
Y
1
0.9
3
1
4
0.9D+1.0 45-Wind
Yes
Y
1
0.9
4
1
5
0.9D+1.0 60-Wnd
Yes
Y
1
0.9
5
1
6
0.9D+1.0 90-Wind
Yes
Y
1
0.9
6
1
7
0.9D+1.0120-Wind
Yes
Y
1
0.9
7
1
8
0.9D+1.0135-Wind
Yes
Y
1
0.9
8
1
9
0.9D+1.0150-Wind
Yes
Y
1
0.9
9
1
10
0.9D+1.0180-Wind
Yes
Y
1
0.9
10
1
11
0.9D+1.0 210-Wind
Yes
Y
1
0.9
11
1
12
0.9D+1.0 225-Wind
Yes
Y
1
0.9
12
1
13
0.9D+1.0 240-Wind
Yes
Y
1
0.9
13
1
14
0.9D+1.0 270-Wind
Yes
Y
1
0.9
14
1
15
0.9D+1.0 300-Wind
Yes
Y
1
0.9
15
1
16
0.9D+1.0 315-Wind
Yes
Y
1
0.9
16
1
17
0.9D+1.0 330-Wind
Yes
Y
1
0.9
17
1
18
1.2D+1.0 0-Wind
Yes
Y
1
1.2
2
1
19
1.2D+1.0 30-Wind
Yes
Y
1
1.2
3
1
20
1.2D+1.0 45-Wind
Yes
Y
1
1.2
4
1
21
1.2D+1.0 60-Wind
Yes
Y
1
1.2
5
1
22
1.2D+1.0 90-Wind
Yes
Y
1
1.2
6
1
23
1.2D+1.0120-Wind
Yes
Y
1
1.2
7
1
24
1.2D+1.0135-Wind
Yes
Y
1
1.2
8
1
Nol
RISA-3D Version 22 [ Mount.r3d ] Page 7
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
CITY OF SANTA ANA
Planning and Building Agency
10/21 /2025
18:42 PM
ApprovedS
Description Solve P-Delta BLC Factor BLCI nS,Actor $L. C Eactor
25
1.2D+1.0150-Wind
Yes
Y
1
1.2
9
1
26
1.2D+1.0180-Wind
Yes
Y
1
1.2
10
27
1.2D+1.0 210-Wind
Yes
Y
1
1.2
11
1
28
1.2D+1.0 225-Wind
Yes
Y
1
1.2
12
1
29
1.2D+1.0 240-Wind
Yes
Y
1
1.2
13
1
30
1.2D+1.0 270-Wind
Yes
Y
1
1.2
14
1
31
1.2D+1.0 300-Wind
Yes
Y
1
1.2
15
1
32
1.2D+1.0 315-Wind
Yes
Y
1
1.2
16
1
33
1.2D+1.0 330-Wind
Yes
Y
1
1.2
17
1
34
1.2D+1.ODi+1.0 0-Wind Ice
Y
1
1.2
18
1
19
1
35
1.2D+1.ODi+1.0 30-Wind Ice
Y
1
1.2
18
1
20
1
36
1.2D+1.ODi+1.0 45-Wind Ice
Y
1
1.2
18
1
21
1
37
1.2D+1.ODi+1.0 60-Wind Ice
Y
1
1.2
18
1
22
1
38
1.2D+1.ODi+1.0 90-Wind Ice
Y
1
1.2
18
1
23
1
39
1.2D+1.ODi+1.0 120-Wind Ice
Y
1
1.2
18
1
24
1
40
1.2D+1.ODi+1.0 135-Wind Ice
Y
1
1.2
18
1
25
1
41
1.2D+1.ODi+1.0 150-Wind Ice
Y
1
1.2
18
1
26
1
42
1.2D+1.ODi+1.0 180-Wind Ice
Y
1
1.2
18
1
27
1
43
1.2D+1.ODi+1.0 210-Wind Ice
Y
1
1.2
18
1
28
1
44
1.2D+1.ODi+1.0 225-Wind Ice
Y
1
1.2
18
1
29
1
45
1.2D+1.ODi+1.0 240-Wind Ice
Y
1
1.2
18
1
30
1
46
1.2D+1.ODi+1.0 270-Wind Ice
Y
1
1.2
18
1
31
1
47
1.2D+1.ODi+1.0 300-Wind Ice
Y
1
1.2
18
1
32
1
48
1.2D+1.ODi+1.0 315-Wind Ice
Y
1
1.2
18
1
33
1
49
1.2D+1.ODi+1.0 330-Wind Ice
Y
1
1.2
18
1
34
1
50
1.2D+1.5Lv
Yes
Y
36
1.5
1
1.2
51
1.2D+1.5Lm+1.0 O-Wind
Yes
Y
1
1.2
2
0.1
35
1.5
52
1.2D+1.5Lm+1.0 30-Wind
Yes
Y
1
1.2
3
0.1
35
1.5
53
1.2D+1.5Lm+1.0 45-Wind
Yes
Y
1
1.2
4
0.1
35
1.5
54
1.2D+1.5Lm+1.0 60-Wind
Yes
Y
1
1.2
5
0.1
35
1.5
55
1.2D+1.5Lm+1.0 90-Wind
Yes
Y
1
1.2
6
0.1
35
1.5
56
1.2D+1.5Lm+1.0120-Wind
Yes
Y
1
1.2
7
0.1
35
1.5
57
1.2D+1.5Lm+1.0135-Wind
Yes
Y
1
1.2
8
0.1
35
1.5
58
1.2D+1.5Lm+1.0150-Wind
Yes
Y
1
1.2
9
0.1
35
1.5
59
1.2D+1.5Lm+1.0180-Wind
Yes
Y
1
1.2
10
0.1
35
1.5
60
1.2D+1.5Lm+1.0 210-Wind
Yes
Y
1
1.2
11
0.1
35
1.5
61
1.2D+1.5Lm+1.0 225-Wind
Yes
Y
1
1.2
12
0.1
35
1.5
62
1.2D+1.5Lm+1.0 240-Wind
Yes
Y
1
1.2
13
0.1
35
1.5
63
1.2D+1.5Lm+1.0 270-Wind
Yes
Y
1
1.2
14
0.1
35
1.5
64
1.2D+1.5Lm+1.0 300-Wind
Yes
Y
1
1.2
15
0.1
35
1.5
65
1.2D+1.5Lm+1.0 315-Wind
Yes
Y
1
1.2
16
0.1
35
1.5
66
1.2D+1.5Lm+1.0 330-Wind
Yes
Y
1
1.2
17
0.1
35
1.5
67
1.2+0.2Sds D+1.0 0 Seismic
Yes
Y
1
1.405
ELX
0.511
68
1.2+0.2Sds D+1.0 30 Seismic
Yes
Y
1
1.405
ELX
0.443
ELZ
0.256
69
1.2+0.2Sds D+1.0 45 Seismic
Yes
Y
1
1.405
ELX
0.362
ELZ
0.362
70
1.2+0.2Sds D+1.0 60 Seismic
Yes
Y
1
1.405
ELX
0.256
ELZ
0.443
71
1.2+0.2Sds D+1.0 90 Seismic
Yes
Y
1
1.405
ELZ
0.511
72
1.2+0.2Sds D+1.0 120 Seismic
Yes
Y
1
1.405
ELX
-0.256
ELZ
0.443
73
1.2+0.2Sds D+1.0 135 Seismic
Yes
Y
1
1.405
ELX
-0.362
ELZ
0.362
74
1.2+0.2Sds D+1.0 150 Seismic
Yes
Y
1
1.405
ELX
-0.443
ELZ
0.256
75
1.2+0.2Sds D+1.0 180 Seismic
Yes
Y
1
1.405
ELX
-0.511
76
1.2+0.2Sds D+1.0 210 Seismic
Yes
Y
1
1.405
ELX
-0.443
ELZ
-0.256
77
1.2+0.2Sds D+1.0 225 Seismic
Yes
Y
1
1.405
ELX
-0.362
ELZ
-0.362
78
1.2+0.2Sds D+1.0 240 Seismic
Yes
Y
1
1.405
ELX
-0.256
ELZ
-0.443
79
1.2+0.2Sds D+1.0 270 Seismic
Yes
Y
1
1.405
ELZ
-0.511
CE
RISA-3D Version 22 [ MountAd ] Page 8
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
CITY OF SANTA ANA
Planning and Building Agency
10/21 /2025
18:42 PM
ApprovedS
Description Solve P-Delta BLC Factor BLCI r-,T,wtor BLC Factor
80
1.2+0.2Sds D+1.0 300 Seismic
Yes
Y
1
1.405
ELX
0.256
ELZ
-0.44:5
81
1.2+0.2Sds D+1.0 315 Seismic
Yes
Y
1
1.405
ELX
82
1.2+0.2Sds D+1.0 330 Seismic
Yes
Y
1
1.405
ELX
0.443
ELZ
-0.256
83
0.9-0.2Sds *DL+1.0 0 Seismic
Yes
Y
1
0.695
ELX
0.511
84
0.9-0.2Sds *DL+1.0 30 Seismic
Yes
Y
1
0.695
ELX
0.443
ELZ
0.256
85
0.9-0.2Sds *DL+1.0 Seismic
Yes
Y
1
0.695
ELX
0.362
ELZ
0.362
86
0.9-0.2Sds *DL+1.0 60 Seismic
Yes
Y
1
0.695
ELX
0.256
ELZ
0.443
87
0.9-0.2Sds *DL+1.0 90 Seismic
Yes
Y
1
0.695
ELZ
0.511
88
0.9-0.2Sds *DL+1.0 120 Seismic
Yes
Y
1
0.695
ELX
-0.256
ELZ
0.443
89
0.9-0.2Sds *DL+1.0 135 Seismic
Yes
Y
1
0.695
ELX
-0.362
ELZ
0.362
90
0.9-0.2Sds *DL+1.0 150 Seismic
Yes
Y
1
0.695
ELX
-0.443
ELZ
0.256
91
0.9-0.2Sds *DL+1.0 180 Seismic
Yes
Y
1
0.695
ELX
-0.511
92
0.9-0.2Sds *DL+1.0 210 Seismic
Yes
Y
1
0.695
ELX
-0.443
ELZ
-0.256
93
0.9-0.2Sds *DL+1.0 225 Seismic
Yes
Y
1
0.695
ELX
-0.362
ELZ
-0.362
94
0.9-0.2Sds *DL+1.0 240 Seismic
Yes
Y
1
0.695
ELX
-0.256
ELZ
-0.443
95
0.9-0.2Sds *DL+1.0 270 Seismic
Yes
Y
1
0.695
ELZ
-0.511
96
0.9-0.2Sds *DL+1.0 300 Seismic
Yes
Y
1
0.695
ELX
0.256
ELZ
-0.443
97
0.9-0.2Sds *DL+1.0 315 Seismic
Yes
Y
1
0.695
ELX
0.362
ELZ
-0.362
98
0.9-0.2Sds *DL+1.0 330 Seismic
Yes
Y
1
0.695
ELX
0.443
ELZ
-0.256
Load Combination Design
Description Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection
1
1.4D
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
2
0.9D+1.0 0-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
3
0.9D+1.0 30-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
4
0.9D+1.0 45-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
5
0.9D+1.0 60-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
6
0.9D+1.0 90-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
7
0.9D+1.0120-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
8
0.9D+1.0135-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
9
0.9D+1.0150-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
10
0.9D+1.0180-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
11
0.9D+1.0 210-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
121
0.9D+1.0 225-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
13
0.9D+1.0 240-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
14
0.9D+1.0 270-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
15
0.9D+1.0 300-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
16
0.9D+1.0 315-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
17
0.9D+1.0 330-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
18
1.2D+1.0 0-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
19
1.2D+1.0 30-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
20
1.2D+1.0 45-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
21
1.2D+1.0 60-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
22
1.2D+1.0 90-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
23
1.2D+1.0120-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
24
1.2D+1.0135-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
25
1.2D+1.0150-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
26
1.2D+1.0180-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
27
1.2D+1.0 210-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
28
1.2D+1.0 225-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
29
1.2D+1.0 240-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
30
1.2D+1.0 270-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
31
1.2D+1.0 300-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
32
1.2D+1.0 315-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
33
1.2D+1.0 330-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
CE
RISA-3D Version 22 [ Mount.r3d ] Page 9
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
CITY OF SANTA ANA
Planning and Building Agency
10/21 /2025
18:42 PM
ApproV edS
Description Service Hot Rolled Cold Formed Wood Concrete Masonry Al$rhgygi Stainless Connection
34
1.2D+1.ODi+1.0 0-Wind Ice
Yes
Yes
Yes
Yes
Yes
I Yes
Yes
Yes
35
1.2D+1.ODi+1.0 30-Wind Ice
Yes
Yes
Yes
Yes
Yes
36
1.2D+1.ODi+1.0 45-Wind Ice
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
37
1.2D+1.ODi+1.0 60-Wind Ice
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
38
1.2D+1.ODi+1.0 90-Wind Ice
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
39
1.2D+1.ODi+1.0 120-Wind Ice
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
40
1.2D+1.ODi+1.0 135-Wind Ice
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
41
1.2D+1.ODi+1.0 150-Wind Ice
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
42
1.2D+1.ODi+1.0 180-Wind Ice
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
43
1.2D+1.ODi+1.0 210-Wind Ice
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
44
1.2D+1.ODi+1.0 225-Wind Ice
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
45
1.2D+1.ODi+1.0 240-Wind Ice
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
46
1.2D+1.ODi+1.0 270-Wind Ice
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
47
1.2D+1.ODi+1.0 300-Wind Ice
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
48
1.2D+1.ODi+1.0 315-Wind Ice
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
49
1.2D+1.ODi+1.0 330-Wind Ice
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
50
1.2D+1.5Lv
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
51
1.2D+1.5Lm+1.0 0-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
52
1.2D+1.5Lm+1.0 30-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
53
1.2D+1.5Lm+1.0 45-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
54
1.2D+1.5Lm+1.0 60-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
55
1.2D+1.5Lm+1.0 90-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
56
1.2D+1.5Lm+1.0120-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
57
1.2D+1.5Lm+1.0135-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
58
1.2D+1.5Lm+1.0150-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
59
1.2D+1.5Lm+1.0180-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
60
1.2D+1.5Lm+1.0 210-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
61
1.2D+1.5Lm+1.0 225-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
62
1.2D+1.5Lm+1.0 240-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
63
1.2D+1.5Lm+1.0 270-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
64
1.2D+1.5Lm+1.0 300-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
65
1.2D+1.5Lm+1.0 315-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
66
1.2D+1.5Lm+1.0 330-Wind
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
67
1.2+0.2Sds D+1.0 0 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
68
1.2+0.2Sds D+1.0 30 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
69
1.2+0.2Sds D+1.0 45 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
70
1.2+0.2Sds D+1.0 60 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
71
1.2+0.2Sds D+1.0 90 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
72
1.2+0.2Sds D+1.0 120 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
73
1.2+0.2Sds D+1.0 135 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
74
1.2+0.2Sds D+1.0 150 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
75
1.2+0.2Sds D+1.0 180 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
76
1.2+0.2Sds D+1.0 210 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
77
1.2+0.2Sds D+1.0 225 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
78
1.2+0.2Sds D+1.0 240 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
79
1.2+0.2Sds D+1.0 270 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
80
1.2+0.2Sds D+1.0 300 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
81
1.2+0.2Sds D+1.0 315 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
82
1.2+0.2Sds D+1.0 330 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
83
0.9-0.2Sds *DL+1.0 0 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
84
0.9-0.2Sds *DL+1.0 30 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
85
0.9-0.2Sds *DL+1.0 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
86
0.9-0.2Sds *DL+1.0 60 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
87
0.9-0.2Sds *DL+1.0 90 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
88
0.9-0.2Sds *DL+1.0 120 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Nol
RISA-3D Version 22 [ Mount.r3d ] Page 10
Company :TEP
Designer :AJ
Job Number :TEP No. 272252.1169408
Model Name:CLL03413 (10086996)
CITY OF SANTA ANA
Planning and Building Agency
10/21 /2025
18:42 PM
ApprovedS
DPsrrintinn Service Hnt Rnlled Cold Fnrmed Wond Cnncrete Masnnry Cnnneetinn
89
0.9-0.2Sds *DL+1.0 135 Seismic
Yes
Yes
Yes
Yes
Yes
I Yes
90
0.9-0.2Sds *DL+1.0 150 Seismic
Yes
Yes
Yes
Yes
Yes
YQR
91
0.9-0.2Sds *DL+1.0 180 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
92
0.9-0.2Sds *DL+1.0 210 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
93
0.9-0.2Sds *DL+1.0 225 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
94
0.9-0.2Sds *DL+1.0 240 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
95
0.9-0.2Sds *DL+1.0 270 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
96
0.9-0.2Sds *DL+1.0 300 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
97
0.9-0.2Sds *DL+1.0 315 Seismic
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
98
0.9-0.2Sds *DL+1.0 330 Seismic
I
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Node Loads and Enforced Displacements (BLC 35 : Lm)
Node Label L. D. M Direction Maanitude R. k-ft). (in. rad). (k*s2/ft. k*sz*ft)l
Node Loads and Enforced Displacements (BLC 36 : Lv)
Node Label L, D, M Direction Maqnitude f(k, k-ft), (in, rad), (k*sz/ft, k*sz*ft)l
Member Area Loads
No Data to Print...
Envelope Node Reactions
NndP I ahel X rkl I C Y rkl I C 7 fkl I C MX fk-ftl I C MY fk-ftl I C M7 fk-ftl I C
1
SF1-1
max
1.2
2
0.37
67
1.1
23
2.247
50
3.014
12
0.32
26
2
min
-2.037
26
-0.095
59
-0.942
13
-0.336
95
-3.067
20
-0.382
50
3
N32
max
0.846
59
1.75
59
-0.042
84
0.024
61
0.049
61
0.004
4
4
min
0.245
83
0.498
83
-0.15
62
-0.022
4
-0.045
4
-0,004
61
5
N40
max
1.156
2
0.333
67
0.986
23
2.242
50
2.838
29
0.293
26
6
min
-1.997
26
0.004
91
-0.989
29
-0.422
79
-2.765
7
0.059
2
7
N66
max
0.763
59
1.555
59
0.016
6
0.024
62
0.048
62
0
98
8
min
0.252
83
0.505
83
-0.016
14
-0.021
23
-0.042
23
0
1
191
Totals:
I max
1 3.048
1 18
1 3.279
1 58
1 2.017
1 23
1101
1 min
1 -2.961
1 10
1 1.465
1 95
1 -2.028
1 29
Envelope A/SC 15TH (360-16): LRFD Member Steel Code Checks
Member Shane Code Check Locfftl LC Shear CheckLocfftl Dir LC ohi*Pnc fklohi*Pnt fklohi*Mn v-v fk-ftlohi*Mn z-z fk-ftl Cb Eon
1
1 FF-1
PIPE 3.0
0.621
6.25
50
0.086
6.25
18
25.929
65.205
5.749
5.749
1
H1-1b
2
FF-2
PIPE 3.0
0.606
6.25
50
0.086
6.25
18
25.929
65.205
5.749
5.749
1
H1-1b
3
MP-6
PIPE 2.0
0.273
4.5
26
0.018
4.5
26
11.015
32.13
1.872
1.872
1
H1-1b
4
MP-3
PIPE 2.0
0.273
4.5
26
0.018
4.5
26
11.015
32.13
1.872
1.872
1
H1-1b
5
SH-1
HSS4X4X3
0.264
0
28
0.255
2.875
50
91.044
106.812
12.662
12.662
2.163
H1-1b
6
MP-8
PIPE 2.0
0.256
4.5
26
0.017
4.5
26
11.015
32.13
1.872
1.872
1
H1-1b
7
MP-1
PIPE 2.0
0.256
4.5
18
0.017
4.5
1
126
11.015
1 32.13
1.872
1.872
1
1-11-1b
8
SH-2
HSS4X4X3
0.247
0
29
0.251
2.875
50
91.044
106.812
12.662
12.662
.426
H1-1b
9
RRU-2
PIPE 2.
0.235
5
26
0.023
5
26
8.922
32.13
1.872
1.872
1
H1-1b
10
RRU-3
PIPE 2.0
0.186
5
26
0.021
5
26
8.922
32.13
1.872
1.872
1
H1-1b
11
MP-4
PIPE 2.0
0.165
4.5
28
0.011
4.5
28
11.015
32.13
1.872
1.872
1
H1-1b
CE
RISA-3D Version 22 [ MountAd ] Page 11
CITY OF SANTA ANA
Planning and Building Agency
Company :TEP 10/21/2025
Designer :AJ �/ 18:42 PM
Job Number :TEP No. 272252.1169408 AppaWeAS
Model Name:CLL03413 (10086996) FOR PERMIT ISSUA
Member Shape Code CheckLoc[ft] LC Shear CheckLoc[ft] Dir LC phi*Pnc [k]phi*Pnt [k]phi*Mn y-y [k-ftMi1 A/In z-z [k-ft] Cb Eqn
121
MP-5
PIPE 2.0
0.164
4.5
28
0.011
4.5
12
11.015
32.13
1.872
9.872
1
H1-1b
13
RRU-1
PIPE 2.0
0.152
5
26
0.013
5
26
8.922
32.13
1.872
14
RRU-4
PIPE 2.0
0.152
5
26
0.013
5
26
8.922
32.13
1.872
1.872
1
H1-1b
15
K-1
PIPE 2.0
0.099
6.41859
0.034
6.418
61
19.609
32.13
1.872
1.872
1
H1-1b
16
MP-2
PIPE 2.5
0.095
5
18
0.01
5
18
20.573
50.715
3.596
3.596
1
H1-1b
17
MP-7
PIPE 2.5
0.095
5
18
0.01
5
18
20.573
50.715
3.596
3.596
1
H1-1b
18
K-2
PIPE 2.0
0.088
6.418
59
0.033
6.418
62
19.609
32.13
1.872
1.872
1
H1-1b
19
SV-1
PIPE 4.0
0
10.6251821
0
0.625
22
92.728
93.24
10.631
10.631
1
H1-1b
20
SV-2
PIPE 4.0
0
0.625
82
0
0.625
30
92.728
93.24
10.6311
10.631
1
H1-1b*
CE
RISA-3D Version 22 [ Mount.r3d ] Page 12
October 21, 2025
T-Arm Mount Analysis Main / Dyer (CLL03413)
TEP Project Number 272252.1169408 Page 5
APPENDIX B
ADDITIONAL CALCULATIONS
ASCE ASCE Hazards Report
AMERICAN SOCIETY OF CIVIL ENGINEERS
Address: Standard: ASCE/SE17-16 Latitude: 33.7
No Address at This Location Risk Category: II Longitude: -117
Soil Class: D - Default (see Elevation: 46.4
Section 11.4.3) 88)
A; A!A.'i, I
n
W'Warn Av
i
Santa Ana
Wind
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
11732
69806
3 M/Rffld!6W56 ft (NAVD
Date:
Ir
-
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-113 and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Mon Oct 13 2025
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://ascehazardtool.org/ Page 1 of 3 Mon Oct 13 2025
ASCE
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Site Soil Class: D - Default (see Section 11.4.3) Master ID:
Results: Date:
SS
1.279
SW
N/A
S,
0.458
T L
8
Fa
1.2
PGA:
0.543
Fv
N/A
PGA M :
0.652
SMS
1.535
FPGA
1.2
SM,
N/A
le
1
SoS
1.023
CV
1.356
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Mon Oct 13 2025
Date Source:
USGS Seismic Design
Maps
his://ascehazardtool.org/ Page 2 of 3 Mon Oct 13 2025
ASCE
AMERICAN SOCIETY OF CIVIL ENGINEERS
Ice
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Results: Master ID:
Ice Thickness: 0 in. Date:
Concurrent Temperature: 25 F
Gust Speed 30 mph
Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8
Date Accessed: Mon Oct 13 2025
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys
and gorges may exceed the mapped values.
Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds,
for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.
Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice
thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may
exceed the mapped values.
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third -party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
his://ascehazardtool.org/ Page 3 of 3 Mon Oct 13 2025
CLL03413 (10086996)
TEP No.
Analysis By:AJ 10/21/2025
Checked By:SMS 10/21/2025
Code Revisions:IBC 2021
Tower Type:68.0
Ult. Wind Velocity:95 mph Kzt:1.000 Section 2.6.6
Live Load Velocity:30 mph Kd:0.950
Ice Wind Velocity:30 mph Kz-Mount:1.103 Section 2.6.5.2
Base Ice Thickness:0.00 inches Kz-Antenna:1.109 Section 2.6.5.2
Mount Centerline:52.0 ft Kiz:1.048 Section 2.6.10
Antenna Centerline:53.5 ft Ice Thickness:0.000 inches - Section 2.6.10
Exposure Category:C Kes-wind:1.00 Annex S (Table S-1)
Topo Category:1 Kes-ice:1.00 Annex S (Table S-1)
Risk Category:II Ks:1.000 Section 2.6.7
Ground Elevation:46 ft Ke:0.998 Table 2-6
.
(qzGh)Mount:24.17 (qzGh)Mount:2.41
(qzGh)Antenna:24.31 (qzGh)Antenna:2.42
Seismic Code Revisions:
Seismic Risk Category:
SDS:1.023 Design Short Period Spectral Accel.
Ip:1.0 Importance Factor
Rp:2.0 Response Modification Factor
:1.0
As:1.0 Applification Factor - TIA-222-H Section 2.7.8.1
S1:0.458 Spectral Acceleration at a Period of 1 Second
Cs:0.512 kips/kip TIA-H Sec 2.7.7.1.1
Cs-min:0.045 kips/kip TIA-H Sec 2.7.7.1.1
TIA-222-H
272252.1169408
Wind Calculations:
TIA-222-H
Monopole
Wind Inputs:
Without Ice - (psf) With Ice - (psf)
II
Seismic Input
Seismic Design Force
Universal Force Generator | Version 1.15.3 | Contact: RisaUFG@tepgroup.net
CL
L
0
3
4
1
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(
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0
8
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9
9
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CLL03413 (10086996)
TEP No.
Analysis By:AJ 10/21/2025
Checked By:SMS 10/21/2025
Member Forces are Calculated in Accordance with TIA-222-H
Member Name Wind Proj. (in) Length (in) Shape (°)Perimeter (in)
FF-1 3.500 150.00 Round 90.00 11.00
K-1 2.375 77.01 Round 7.46
MP-1 2.375 108.00 Round 7.46
MP-2 2.875 120.00 Round 9.03
MP-4 2.375 108.00 Round 7.46
MP-3 2.375 108.00 Round 7.46
SH-1 4.000 36.00 Flat 10.00 16.00
SV-1 4.500 15.00 Round 14.14
RRU-1 2.375 120.00 Round 7.46
RRU-2 2.375 120.00 Round 7.46
FF-2 3.500 150.00 Round 90.00 11.00
K-2 2.375 77.01 Round 7.46
MP-5 2.375 108.00 Round 7.46
MP-6 2.375 108.00 Round 7.46
MP-8 2.375 108.00 Round 7.46
RRU-3 2.375 120.00 Round 7.46
MP-7 2.875 120.00 Round 9.03
RRU-5 2.375 120.00 Round 7.46
SH-2 4.000 36.00 Flat 0.00 16.00
SV-2 4.500 15.00 Round 14.14
272252.1169408
Universal Force Generator | Version 1.15.3 | Contact: RisaUFG@tepgroup.net
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t
CLL03413 (10086996)
TEP No.
Analysis By:AJ 10/21/2025
Checked By:SMS 10/21/2025
Moment Bolt Group - Collar Connection
Code Revisions:
Bolt Type:
Bolt Size:0.625 in
# Bolts:4 #VALUE! #VALUE!
Plate Width:10.00 in Bolt Capacity=15.4%PASS
Plate Height:10.00 in Plate Capacity=43.1%PASS
Bolt H Gap:7.00 in
Bolt V Gap:7.00 in
Plate T:0.500 in
Slip Member Ø:N/A in
Bolt Grade:A325N
Fybolt:92.0 ksi Member Shape:Flat
Fubolt:120.0 ksi Plate Fy:36.0 ksi
r:4.9 in Plate Fu:58.0 ksi
J:98.0 in4/in2 Member Height:4.0 in
Abolt:0.3 in2 Member Width:4.0 in
Abolt, Net Tensile:0.2 in2
Pretension:19.0 kips
Capacities:
272252.1169408
ANSI/TIA-222-H
Headed Bolts
Connection Inputs:
Member Properties:Bolt Properties:
CLL03413 (10086996
TEP No.
Analysis By:AJ 10/21/2025
Checked By:SMS 10/21/2025
Moment Bolt Group - Face Connection 1
Code Revisions:
Bolt Type:
Bolt Size:0.625 in
# Bolt Legs:4 Slip Capacity=9.1%PASS
Plate Width:N/A in Bolt Capacity=31.7%PASS
Plate Height:N/A in #VALUE! #VALUE!
Bolt H Gap:5.125 in
Bolt V Gap:6.00 in
Plate T:N/A in
Slip Member Ø:4.50 in
Bolt Grade:A36
Fybolt:36.0 ksi
Fubolt:58.0 ksi
r:3.9 in
J:62.3 in4/in2
Abolt:0.3 in2
Abolt, Net Tensile:0.2 in2
Pretension:6.1 kips
Capacities:
272252.116951
ANSI/TIA-222-H
U-Bolts
Connection Inputs:
Bolt Properties:
CLL03413 (10086996)
TEP No.
Analysis By:AJ 10/21/2025
Checked By:SMS 10/21/2025
Moment Bolt Group - Face Connection 2
Code Revisions:
Bolt Type:
Bolt Size:0.625 in
# Bolt Legs:4 Slip Capacity=14.1%PASS
Plate Width:N/A in Bolt Capacity=34.0%PASS
Plate Height:N/A in #VALUE! #VALUE!
Bolt H Gap:6.00 in
Bolt V Gap:4.13 in
Plate T:N/A in
Slip Member Ø:3.50 in
Bolt Grade:A36
Fybolt:36.0 ksi
Fubolt:58.0 ksi
r:3.6 in
J:53.0 in4/in2
Abolt:0.3 in2
Abolt, Net Tensile:0.2 in2
Pretension:6.1 kips
272252.116941
ANSI/TIA-222-H
U-Bolts
Connection Inputs:
Bolt Properties:
Capacities:
October 21, 2025
T-Arm Mount Analysis Main / Dyer (CLL03413)
TEP Project Number 272252.1169408 Page 6
APPENDIX C
SUPPLEMENTAL DRAWINGS
SitePro1.com 888-438-7761
Pxxx: Bulk Pipe
Features:
• Factory cut end, hot-dip galvanized pipe
Construction:
• ASTM A53 Grade B
• Schedule 40 or Schedule 80
Design Criteria:
• ASTM A53 Grade B (Yield Fy = 35 ksi [240 MPa]/
Tensile Fu = 60 ksi [415 MPa])
• Hot dip galvanized in accordance with ASTM A123 requirements
Part # Length OD x Length (in)
Schedule 40
P260 5’-0” 2-3/8” x 60”
P263 5’-3” 2-3/8” x 63”
P272 6’-0” 2-3/8” x 72”
P284 7’-0” 2-3/8” x 84”
P296 8’-0” 2-3/8” x 96”
P2108 9’-0” 2-3/8” x 108”
P2120 10’-0” 2-3/8” x 120”
P2126 10’-6” 2-3/8” x 126”
P2150 12’-6” 2-3/8” x 150”
P2174 14’-6” 2-3/8” x 174”
P2252 21’-0” 2-3/8” x 252”
P3072 6’-0” 2-7/8” x 72”
P3084 7’-0” 2-7/8” x 84”
P3096 8’-0” 2-7/8” x 96”
P30108 9’-0” 2-7/8” x 108”
P30120 10'-0" 2-7/8" x 120"
P30126 10’-6” 2-7/8” x 126”
P30150 12’-6” 2-7/8” x 150”
P30174 14’-6” 2-7/8” x 174”
P30252 21’-0” 2-7/8” x 252”
P360 5’-0” 3-1/2” x 60”
P372 6’-0” 3-1/2” x 72”
P384 7’-0” 3-1/2” x 84”
P396 8’-0” 3-1/2” x 96”
P3150 12’-6” 3-1/2” x 150”
P3160 13’-4” 3-1/2” x 160”
P3174 14’-6” 3-1/2” x 174”
P3216 18’-0” 3-1/2” x 216”
P3252 21’-0” 3-1/2” x 252”
P472 6’-0” 4-1/2” x 72”
P4126 10’-6” 4-1/2” x 126”
P4252 21’-0” 4-1/2” x 252”
Part # Length OD x Length (in)
Schedule 80
P2252-80 21’ 2-1/2” x 252”
P30126-80 10’-6” 2-7/8” x 126”
P30252-80 21’ 2-7/8” x 252”
P3252-80 21’ 3-1/2” x 252”
P2120 10’-0”2-3/8” x 120”
P30120 10'-0"2-7/8" x 120"
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3
PAGE
TOLERANCES O
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HEARED A
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AS C
UT E
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81
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PAGE
TOLERANCES O
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NLESS O
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HEARED A
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Project Number: 162721 Page 1 September 12, 2025
Tower Engineering Solutions, LLC
1320 Greenway Drive, Suite 600, Irving, Texas 75038
Phone: (972) 483-0607, Fax: (972) 975-9615
Structural Analysis Report
Structure Information Tower Type Existing 58 ft SUMMIT Monopole
Customer Information Name SBA Communications Corp
Site Number CA45376-A
Site Name Mcarthur
Carrier Information Name AT&T
Site ID / Name LAD463 / Santa Ana
App # 287866, V#1
Site Information Address: 2621 South Birch Street
Santa Ana, California 92707, Orange County
Latitude: 33.711744°
Longitude: -117.869797°
Analysis Result:
Max Structural Usage: 72.6% [Pass]
Max Foundation Usage: 22% [Pass]
Additional Usage Caused by New Mount/Mount Modification: N/A
Report Prepared By: Adam Noubani
Project Number: 162721 Page 2 September 12, 2025
Introduction
The purpose of this report is to summarize the analysis results on the 58 ft SUMMIT Monopole to support the
proposed antennas and transmission lines in addition to those currently installed. Any modification listed under
Sources of Information was assumed completed and was included in this analysis.
Sources of Information
Document Type Remarks
Tower Drawings Summit Manufacturing, Inc., Job #A29295-425 November 12, 1996
Vertical Solutions Tower Mapping, VSI#110053 dated January 20, 2011
Foundation Drawing
FDH Engineering Rebar Investigation, Project #15BXLD1500 dated September 3,
2015
FDH Velocitel Foundation Mapping, Project #15BRET1500 dated June 17, 2015
Geotechnical Report Consolidated Geoscience, Job #96-122-126-01 dated November 15, 1996
Modification Drawings N/A
Mount Analysis N/A
Analysis Criteria
The comprehensive analysis was performed in accordance with the requirements and stipulations of the TIA-222-
H. In accordance with this standard, the structure was analyzed using TESPoles, a proprietary analysis software.
The program considers the structure as an elastic 3-D model with second-order effects and temperature effects
incorporated in the analysis. The analysis was performed using multiple wind directions.
Codes and Standards ANSI/TIA-222-H / 2021 IBC / 2022 CBC
Wind Parameters Basic Wind Speed (Ultimate 3-sec. Gust), VULT: 95.0 mph
Ice Wind Speed (3-sec. Gust): N/A
Design Ice Thickness: No Ice
Service Load Wind Speed: 60 mph + 0” Radial ice
Exposure Category: B
Risk Category: II
Ground Elevation Factor (Ke): 0.998
Topographic Parameters Method: Method 1
Feature Type: Flat
Crest Height (H): 0 ft
Length of Feature (L): 0.0 ft
Distance to crest (x): 0.0 ft
Seismic Parameters: SS 1.279 g
S1 0.458 g
This structural analysis is based upon the tower being classified as a Risk Category II; however, if a different
classification is required subsequent to the date hereof, the tower classification will be changed to meet such
requirement and a new structural analysis will be run.
Project Number: 162721 Page 3 September 12, 2025
Existing Antennas, Mounts and Transmission Lines
The table below summarizes the antennas, mounts and transmission lines that were considered in the analysis as
existing on the tower.
Proposed Carrier’s Final Configuration of Antennas, Mounts and Transmission Lines
Information pertaining to the proposed carrier’s final configuration of antennas and transmission lines was provided
by SBA Communications Corp. The proposed antennas and lines are listed below.
All transmission lines are considered running inside of the pole shafts.
Items Elevation
(ft) Qty Antenna Descriptions Mount Type & Qty. Transmission
Lines Owner
1
58.0
3 Nokia TD LTE 2.5G Massive MIMO-
AAHC - Panel
Low Profile Platform
(3) 1.25" Hybrid
(1) 1.689"
Hybrid
Sprint
Nextel
2 3 Commscope TPA65R-KE6DA-K - Panel
3 6 Alcatel Lucent RRH-2x50-800
4 6 Alcatel Lucent 1900MHz 4x45 RRH
5 3 Nokia Airscale
6 54.5 4 Dish w/ ODU - Dish Pipe (4) 1/2"
-
52.0
3 Ericsson-RRUS 4478 B14-RRU
(1) Monopole Triple T-
ARM (Valmont
RMV12_4XX) & (1)
Platform
Reinforcement
(Valmont PRK-
1245L)
(2) 3/16" RET
(7) 3/4" DC
(4) 3/8" Fiber
(18) 7/8"
(1) 5/16" RET
AT&T
- 3 Ericsson-RRUS 32 B30-RRU
- 3 Ericsson-8843 B25/B66A-RRU
- 1 Raycap-DC6-48-60-18-8F-OVP
- 1 Raycap-DC9-48-60-24-8C-EV-OVP
- 3 Cci TPA-65R-BU6DA-K-Panel
- 3 Ericsson-AIR6449 N77D - Panel
- 3 Kathrein-800-10965K - Panel
- 3 Commscope-JAHH-65B-R3B - Panel
- 3 Ericsson-RRUS-E2-RRU
- 3 Ericsson-RRUS-4449 B5/B12-RRU
Items Elevation
(ft) Qty Antenna Descriptions Mount Type & Qty. Transmission
Lines Owner
7 53.6 3 Ericsson AIR6472 B77G B77M – Panel
(1) Monopole Triple T-
ARM (Valmont
RMV12_4XX) & (1)
Platform
Reinforcement
(Valmont PRK-
1245L)
(18) 7/8"
(1) 5/16" RET
(2) 3/16" RET
(7) 3/4" DC
(4) 3/8" Fiber
AT&T
8
52.0
3 Kathrein 800-10965K – Panel
9 3 Commscope JAHH-65B-R3B – Panel
10 3 Cci TPA-65R-BU6DA-K – Panel
11 3 Ericsson RRUS-4449 B5/B12 – RRU
12 3 Ericsson RRUS 4478 B14 – RRU
13 3 Ericsson RRUS-E2 – RRU
14 3 Ericsson RRUS 32 B30 – RRU
15 3 Ericsson RRUS 8843 B2 B66A – RRU
16 3 Raycap DC6-48-60-18-8F – OVP
17 1 Raycap DC9-48-60-24-8C-EV – OVP
Project Number: 162721 Page 4 September 12, 2025
Analysis Results
The results of the structural analysis, performed for the wind and ice loading and antenna equipment as defined
above, are summarized as the following:
Tower Component Utilization % Pass / Fail
Pole Shaft 72.6% Pass
Anchor Bolt 48.7% Pass
Base Plate 29.6% Pass
Serviceability 34.2% Pass
Structure Rating – (Controlling Utilization of all Components) 72.6%
Foundations
Moment (Kip-Ft) Shear (Kips) Axial (Kips)
Analysis Reactions 366.5 7.4 14.1
The foundation has been investigated using the supplied documents and soils report and was found adequate.
Therefore, no modification to the foundation will be required.
Service Load Condition (Rigidity)
The maximum twist and sway of the microwave dishes under the operational wind speed as specified in the Analysis
Criteria are listed in the table below:
Elevation (ft) Antenna / Dish Carrier Twist (deg) Sway (deg)
54.5 Dish w/ ODU - Dish Sprint Nextel 0.000 0.976
It is recommended that the carriers review the twist and sway values of the microwave dishes.
Conclusions
Based on the analysis results, the existing structure and its foundation were found to be adequate to safely support
the existing and proposed equipment and meet the minimum requirements per the TIA-222 Standard under the
design basic wind speed as specified in the Analysis Criteria.
Project Number: 162721 Page 5 September 12, 2025
Standard Conditions
1. This analysis was performed based on the information supplied to (TES) Tower Engineering Solutions, LLC.
Verification of the information provided was not included in the Scope of Work for TES. The accuracy of the
analysis is dependent on the accuracy of the information provided.
2. The structural analysis was performance based upon the evidence available at the time of this report. All
information provided by the client is considered to be accurate.
3. The analyses will be performed based on the codes as specified by the client or based on the best knowledge of
the engineering staff of TES. In the absence of information to the contrary, all work will be performed in accordance
with the latest relevant revision of ANSI/TIA-222. If wind speed and/or ice loads are different from the minimum
values recommended by the ANSI/TIA-222 standard or other codes, TES should be notified in writing and the
applicable minimum values provided by the client.
4. The configuration of the existing mounts, antennas, coax and other appurtenances were supplied by the customer
for the current structural analysis. TES has not visited the tower site to verify the adequacy of the information
provided. If there is any discrepancy found in the report regarding the existing conditions, TES should be notified
immediately to evaluate the effect of the discrepancy on the analysis results.
5. The client will assume responsibility for rework associated with the differences in initially provided information,
including tower and foundation information, existing and/or proposed equipment and transmission lines.
6. If a feasibility analysis was performed, final acceptance of changed conditions shall be based upon a
comprehensive structural analysis.
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025
Page: 1
Code:EIA/TIA-222-H
Exposure:B
Gh:1.1
Base Elev:0.000 (ft)
Usage Diagram - Max Ratio 72.61% at 0.0ft
Load Case : 1.2D + 1.0W 95 mph Wind at 60°
Dead Load Factor:
Wind Load Factor:
1.20
1.00
20Iterations:
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Wind Speed:
Ice Thickness:0.00
95.00
Type:Tapered
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025
Page: 2
Base Shape:12 Sided
Taper:0.24009
Base Elev:0.00 (ft)
Structure: CA45376-A-SBA
Wind Speed:
Ice Thickness:0.00
95.00
Shaft Properties
Seq
Length
(ft)
Top
(in)
Bottom
(in)
Thick
(in)
Joint
Type Taper
Grade
(ksi)
1 30.00 0.188 0.2400920.85 6028.05
2 31.00 0.188 0.24009Slip14.50 6021.94
Discrete Appurtenances
Attach
Elev (ft)
Force
Elev (ft)Qty Description Carrier
58.00 3 Nokia TD LTE 2.5G
Massive MIMO-AAHC
58.00 Sprint Nextel
58.00 3 Commscope
TPA65R-KE6DA-K
58.00 Sprint Nextel
58.00 6 Alcatel Lucent
RRH-2x50-800
58.00 Sprint Nextel
58.00 6 Alcatel Lucent 1900MHz
4x45 RRH
58.00 Sprint Nextel
58.00 3 Nokia Airscale58.00 Sprint Nextel
58.00 1 Low Profile Platform58.00 Sprint Nextel
54.50 3 Standoff Mount54.50 Sprint Nextel
54.50 4 Dish w/ ODU54.50 Sprint Nextel
52.00 3 Ericsson AIR6472 B77G
B77M
53.60 AT&T
52.00 3 TPA-65R-BU6DA-K52.00 AT&T
52.00 3 800-10965K52.00 AT&T
52.00 3 JAHH-65B-R3B52.00 AT&T
52.00 1 RMV12_4XX52.00 AT&T
52.00 1 PRK-1245L52.00 AT&T
52.00 3 RRUS-E252.00 AT&T
52.00 3 RRUS-4449 B5/B1252.00 AT&T
52.00 3 RRUS 4478 B1452.00 AT&T
52.00 3 RRUS 32 B3052.00 AT&T
52.00 3 8843 B25/B66A52.00 AT&T
52.00 1 DC6-48-60-18-8F52.00 AT&T
52.00 1 DC9-48-60-24-8C-EV52.00 AT&T
46.50 1 Shroud46.50
Linear Appurtenances
Elev
From (ft)
Elev
To (ft)Placement Description Carrier
0.00 58.00 Inside 1.25" Hybrid Sprint Nextel
0.00 58.00 Inside 1.689" Hybrid Sprint Nextel
0.00 54.50 Inside 1/2" Coax Sprint Nextel
0.00 54.00 Inside 5/16" RET AT&T
0.00 52.00 Inside 3/16" RET AT&T
0.00 52.00 Inside 3/4" DC AT&T
0.00 52.00 Inside 3/8" Fiber AT&T
0.00 52.00 Inside 7/8" Coax AT&T
Anchor Bolts
Qty Specifications Arrangement
Grade
(ksi)
4 2.25" 18J 75.0 Cluster
Base Plate
Thickness
(in)
Specifications
(in)
Grade
(ksi)Geometry
2.5000 31.0 50.0 Square
Reactions
Load Case
Moment
(FT-Kips)
Shear
(Kips)
Axial
(Kips)
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Type:Tapered
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025
Page: 3
Base Shape:12 Sided
Taper:0.24009
Base Elev:0.00 (ft)
Structure: CA45376-A-SBA
Wind Speed:
Ice Thickness:0.00
95.00
1.2D + 1.0W 95 mph Wind 366.5 7.4 14.1
1.2D + 1.0W 95 mph Wind at 30°317.4 6.4 14.1
1.2D + 1.0W 95 mph Wind at 60°183.2 3.7 14.1
1.2D + 1.0W 95 mph Wind at 90°0.0 0.0 14.1
1.2D + 1.0W 95 mph Wind at 120°183.2 3.7 14.1
1.2D + 1.0W 95 mph Wind at 150°317.4 6.4 14.1
1.2D + 1.0W 95 mph Wind at 180°366.5 7.4 14.1
1.2D + 1.0W 95 mph Wind at 210°317.4 6.4 14.1
1.2D + 1.0W 95 mph Wind at 240°183.2 3.7 14.1
1.2D + 1.0W 95 mph Wind at 270°0.0 0.0 14.1
1.2D + 1.0W 95 mph Wind at 300°183.2 3.7 14.1
1.2D + 1.0W 95 mph Wind at 330°317.4 6.4 14.1
0.9D + 1.0W 95 mph Wind 362.1 7.4 10.6
0.9D + 1.0W 95 mph Wind at 30°313.6 6.4 10.6
0.9D + 1.0W 95 mph Wind at 60°181.0 3.7 10.6
0.9D + 1.0W 95 mph Wind at 90°0.0 0.0 10.6
0.9D + 1.0W 95 mph Wind at 120°181.0 3.7 10.6
0.9D + 1.0W 95 mph Wind at 150°313.6 6.4 10.6
0.9D + 1.0W 95 mph Wind at 180°362.1 7.4 10.6
0.9D + 1.0W 95 mph Wind at 210°313.6 6.4 10.6
0.9D + 1.0W 95 mph Wind at 240°181.0 3.7 10.6
0.9D + 1.0W 95 mph Wind at 270°0.0 0.0 10.6
0.9D + 1.0W 95 mph Wind at 300°181.0 3.7 10.6
0.9D + 1.0W 95 mph Wind at 330°313.6 6.4 10.6
1.0D + 1.0W 60 mph Wind 129.9 2.6 11.8
1.0D + 1.0W 60 mph Wind at 30°112.5 2.3 11.8
1.0D + 1.0W 60 mph Wind at 60°64.9 1.3 11.8
1.0D + 1.0W 60 mph Wind at 90°0.0 0.0 11.8
1.0D + 1.0W 60 mph Wind at 120°64.9 1.3 11.8
1.0D + 1.0W 60 mph Wind at 150°112.5 2.3 11.8
1.0D + 1.0W 60 mph Wind at 180°129.9 2.6 11.8
1.0D + 1.0W 60 mph Wind at 210°112.5 2.3 11.8
1.0D + 1.0W 60 mph Wind at 240°64.9 1.3 11.8
1.0D + 1.0W 60 mph Wind at 270°0.0 0.0 11.8
1.0D + 1.0W 60 mph Wind at 300°64.9 1.3 11.8
1.0D + 1.0W 60 mph Wind at 330°112.5 2.3 11.8
1.2D + 1.0Ev + 1.0Eh 180.6 3.2 16.1
0.9D + 1.0Ev + 1.0Eh 178.4 3.2 12.6
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Type:Monopole
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025
Page: 4
Structure: CA45376-A-SBA - Coax Line Placement
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Shaft Properties
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025
Page: 5
Code:TIA-222-H
Exposure:B
Gh:1.1
Base Elev:0.000 (ft)
Crest Height:0.00
Site Class:
IIStruct Class:
D - Stiff Soil
Topography:1
Sec.
No.
Length
(ft)
Thick
(in)
Fy
(ksi)
Joint
Type
Overlap
(in)
Weight
(lb)Shape
30.000 0.1875 60 0.00 1,495112
31.000 0.1875 60 Slip 36.00 1,149212
2,644Total Shaft Weight:
Dia
(in)
Elev
(ft)
Area
(sqin)
Ix
(in^4)
W/t
Ratio
D/t
Ratio
Dia
(in)
Elev
(ft)
Area
(sqin)
Ix
(in^4)
W/t
Ratio
D/t
Ratio Taper
TopBottom
Sec.
No.
28.05 0.00 16.82 1666.88 37.94 149.60 20.85 30.00 12.47 679.56 27.65 111.1
9
0.2400861
21.94 27.00 13.13 793.47 29.21 117.03 14.50 58.00 8.64 225.94 18.58 77.33 0.2400862
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Load Summary
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025
Page: 6
Code:EIA_H
Exposure:B
Gh:1.1
Base Elev:0.000 (ft)
Crest Height:0.00
Site Class:
IIStruct Class:
D - Stiff Soil
Topography:1
Discrete Appurtenances
IceNo Ice
Description Qty
Weight
(lb)
CaAa
(sf)
CaAa
Factor
Weight
(lb)
CaAa
(sf)
CaAa
Factor
Hor.
Ecc.
(ft)
Vert
Ecc
(ft)No.
Elev
(ft)
Nokia TD LTE 2.5G Massive
MIMO-AAHC
3 103.60 4.20 0.75 0.0058.00 0.000 0.75 0.00 0.00 1
Commscope TPA65R-KE6DA-K 3 67.50 12.87 0.72 0.0058.00 0.000 0.72 0.00 0.00 2
Alcatel Lucent RRH-2x50-800 6 69.10 2.40 0.67 0.0058.00 0.000 0.67 0.00 0.00 3
Alcatel Lucent 1900MHz 4x45 RRH 6 60.00 2.71 0.67 0.0058.00 0.000 0.67 0.00 0.00 4
Nokia Airscale 3 50.70 3.68 0.67 0.0058.00 0.000 0.67 0.00 0.00 5
Low Profile Platform 1 1500.00 22.00 1.00 1800.0058.00 27.000 1.00 0.00 0.00 6
Standoff Mount 3 87.00 4.31 1.00 118.0054.50 5.840 1.00 0.00 0.00 7
Dish w/ ODU 4 45.00 4.69 1.00 55.0054.50 5.050 1.00 0.00 0.00 8
Ericsson AIR6472 B77G B77M 3 77.16 4.78 0.76 0.0052.00 0.000 0.76 0.00 1.60 9
TPA-65R-BU6DA-K 3 67.50 12.87 0.72 0.0052.00 0.000 0.74 0.00 0.0010
800-10965K 3 108.60 13.81 0.71 0.0052.00 0.000 0.73 0.00 0.0011
JAHH-65B-R3B 3 63.30 9.11 0.83 0.0052.00 0.000 0.86 0.00 0.0012
RMV12_4XX 1 1357.77 29.95 1.00 1600.0052.00 34.000 1.00 0.00 0.0013
PRK-1245L 1 464.91 9.50 1.00 560.0052.00 11.000 1.00 0.00 0.0014
RRUS-E2 3 59.40 3.15 0.75 0.0052.00 0.000 0.67 0.00 0.0015
RRUS-4449 B5/B12 3 71.00 1.97 0.67 0.0052.00 0.000 0.67 0.00 0.0016
RRUS 4478 B14 3 59.40 1.65 0.67 0.0052.00 0.000 0.67 0.00 0.0017
RRUS 32 B30 3 60.00 2.74 0.67 0.0052.00 0.000 0.67 0.00 0.0018
8843 B25/B66A 3 72.00 1.64 0.67 0.0052.00 0.000 0.67 0.00 0.0019
DC6-48-60-18-8F 1 31.80 0.92 0.67 0.0052.00 0.000 0.67 0.00 0.0020
DC9-48-60-24-8C-EV 1 26.20 1.14 0.67 0.0052.00 0.000 0.67 0.00 0.0021
Shroud 1 1000.00 35.95 1.00 0.0046.50 0.000 1.00 0.00 0.0022
61Totals:8,176.76 4,534.00
Linear Appurtenances
Exposed
Width Exposed
Bottom
Elev.
(ft)Description
Top
Elev.
(ft)
0.00 58.00 (3) 1.25" Hybrid 0.00 Inside
0.00 58.00 (1) 1.689" Hybrid 0.00 Inside
0.00 54.50 (4) 1/2" Coax 0.00 Inside
0.00 54.00 (1) 5/16" RET 0.00 Inside
0.00 52.00 (2) 3/16" RET 0.00 Inside
0.00 52.00 (7) 3/4" DC 0.00 Inside
0.00 52.00 (4) 3/8" Fiber 0.00 Inside
0.00 52.00 (18) 7/8" Coax 0.00 Inside
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Shaft Section Properties
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025
Page: 7
Code:TIA-222-H
Exposure:B
Gh:1.1
Base Elev:0.000 (ft)
Crest Height:0.00
Site Class:
IIStruct Class:
D - Stiff Soil
Topography:1
Increment Length: 5 (ft)
Elev
(ft)Description
Thick
(in)
Dia
(in)
Area
(in^2)
Ix
(in^4)
W/t
Ratio
D/t
Ratio
Fpy
(ksi)
S
(in^3)
Weight
(lb)
0.1875 28.050 16.822 1666.9 37.940.00 149.60 60.0 114.8 0.0
0.1875 26.850 16.097 1460.6 36.235.00 143.20 61.6 105.1 280.0
0.1875 25.649 15.372 1272.0 34.5110.00 136.80 63.3 95.8 267.7
0.1875 24.449 14.648 1100.5 32.8015.00 130.39 64.9 87.0 255.4
0.1875 23.248 13.923 945.1 31.0820.00 123.99 66.6 78.5 243.0
0.1875 22.048 13.198 805.0 29.3625.00 117.59 68.3 70.5 230.7
Bot - Section 2 0.1875 21.568 12.908 753.1 28.6827.00 115.03 68.9 67.5 88.8
Top - Section 1 0.1875 21.222 12.700 717.2 28.1830.00 113.19 0.0 0.0 261.4
0.1875 20.022 11.975 601.3 26.4735.00 106.78 71.1 58.0 209.9
0.1875 18.822 11.250 498.6 24.7540.00 100.38 72.7 51.2 197.6
0.1875 17.621 10.526 408.3 23.0445.00 93.98 74.4 44.8 185.2
0.1875 17.261 10.308 383.5 22.5246.50 92.06 74.9 42.9 53.2
0.1875 16.421 9.801 329.7 21.3250.00 87.58 75.6 38.8 119.7
0.1875 15.941 9.511 301.3 20.6452.00 85.02 75.6 36.5 65.7
0.1875 15.340 9.149 268.1 19.7854.50 81.81 75.6 33.8 79.4
0.1875 15.220 9.076 261.8 19.6155.00 81.17 75.6 33.2 15.5
0.1875 14.500 8.641 225.9 18.5858.00 77.33 75.6 30.1 90.4
2643.8
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025Code:TIA-222-H
Exposure:B
Base Elev:0.000 (ft)
Wind Loading - Shaft
Page: 8IIStruct Class:Topography:1Gh:1.1
Crest Height:0.00
Site Class:D - Stiff Soil
Dead Load Factor
Wind Load Factor
1.20
1.00
20IterationsLoad Case:1.2D + 1.0W 95 mph Wind at 60° - Controlling Direction
Ice Thickness:0.00
Elev
(ft)Description Kzt Kz
qz
(psf)
qzGh
(psf)
C
(mph-ft)Cf
Ice
Thick
(in)
Tributary
(ft)
Aa
(sf)
CfAa
(sf)
Wind
Force X
(lb)
Dead
Load Ice
(lb)
Tot
Dead
Load
(lb)
1.00 0.70 15.338 16.87 192.180.00 0.000 0.00 0.000 0.00 0.0 0.0 0.00.950
1.00 0.70 15.338 16.87 183.965.00 0.000 5.00 11.841 11.25 189.8 0.0 336.10.950
1.00 0.70 15.338 16.87 175.7310.00 0.000 5.00 11.323 10.76 181.5 0.0 321.30.950
1.00 0.70 15.338 16.87 167.5115.00 0.000 5.00 10.805 10.26 173.2 0.0 306.50.950
1.00 0.70 15.338 16.87 159.2820.00 0.000 5.00 10.287 9.77 164.9 0.0 291.70.950
1.00 0.70 15.338 16.87 151.0625.00 0.000 5.00 9.770 9.28 156.6 0.0 276.90.950
Bot - Section 2 1.00 0.70 15.338 16.87 147.7727.00 0.000 2.00 3.763 3.57 60.3 0.0 106.60.950
Top - Section 1 1.00 0.70 15.351 16.89 142.8930.00 0.000 3.00 5.586 5.31 89.6 0.0 313.70.950
1.00 0.73 16.042 17.65 140.2935.00 0.000 5.00 8.896 8.45 149.1 0.0 251.90.950
1.00 0.76 16.666 18.33 134.4240.00 0.000 5.00 8.378 7.96 145.9 0.0 237.10.950
1.00 0.79 17.237 18.96 127.9845.00 0.000 5.00 7.860 7.47 141.6 0.0 222.30.950
Appurtenance(s)1.00 0.79 17.399 19.14 125.9646.50 0.000 1.50 2.257 2.14 41.0 0.0 63.80.950
1.00 0.81 17.763 19.54 121.0750.00 0.000 3.50 5.085 4.83 94.4 0.0 143.70.950
Appurtenance(s)1.00 0.82 17.963 19.76 118.1952.00 0.000 2.00 2.792 2.65 52.4 0.0 78.90.950
Appurtenance(s)1.00 0.83 18.206 20.03 114.5154.50 0.000 2.50 3.373 3.20 64.2 0.0 95.20.950
1.00 0.83 18.254 20.08 113.7655.00 0.000 0.50 0.659 0.63 12.6 0.0 18.60.950
Appurtenance(s)1.00 0.85 18.533 20.39 109.2058.00 0.000 3.00 3.846 3.65 74.5 0.0 108.50.950
58.00Totals:1,791.6 3,172.6
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025Code:TIA-222-H
Exposure:B
Base Elev:0.000 (ft)
Page: 9IIStruct Class:Topography:1Gh:1.1
Crest Height:0.00
Site Class:D - Stiff Soil
Discrete Appurtenance Forces
Dead Load Factor
Wind Load Factor
1.20
1.00
20IterationsLoad Case:1.2D + 1.0W 95 mph Wind at 60° - Controlling Direction
Elev
(ft)Description Qty
qz
(psf)
qzGh
(psf)
Orient
Factor
x Ka
Total
CaAa
(sf)
Horiz
Ecc
(ft)
Vert
Ecc
(ft)
Wind
FX
(lb)
Mom
Y
(lb-ft)
Mom
Z
(lb-ft)
Dead
Load
(lb)No.Ka
Alcatel Lucent
RRH-2x50-800
6 18.533 20.386 0.6058.00 8.68 0.000 0.000 -88.51 0.00 0.00497.52 1 0.90
Nokia TD LTE 2.5G
Massive MIMO-AAHC
3 18.533 20.386 0.6858.00 8.51 0.000 0.000 -86.69 0.00 0.00372.96 2 0.90
Commscope
TPA65R-KE6DA-K
3 18.533 20.386 0.6558.00 25.02 0.000 0.000 -255.02 0.00 0.00243.00 3 0.90
Low Profile Platform 1 18.533 20.386 1.0058.00 22.00 0.000 0.000 -224.25 0.00 0.001800.00 4 1.00
Alcatel Lucent 1900MHz
4x45 RRH
6 18.533 20.386 0.6058.00 9.80 0.000 0.000 -99.94 0.00 0.00432.00 5 0.90
Nokia Airscale 3 18.533 20.386 0.6058.00 6.66 0.000 0.000 -67.86 0.00 0.00182.52 6 0.90
Dish w/ ODU 4 18.206 20.027 1.0054.50 18.76 0.000 0.000 -187.85 0.00 0.00216.00 7 1.00
Standoff Mount 3 18.206 20.027 1.0054.50 12.93 0.000 0.000 -129.47 0.00 0.00313.20 8 1.00
DC9-48-60-24-8C-EV 1 17.963 19.760 0.5452.00 0.61 0.000 0.000 -6.04 0.00 0.0031.44 9 0.80
DC6-48-60-18-8F 1 17.963 19.760 0.5452.00 0.49 0.000 0.000 -4.87 0.00 0.0038.16100.80
8843 B25/B66A 3 17.963 19.760 0.5452.00 2.64 0.000 0.000 -26.05 0.00 0.00259.20110.80
RRUS 32 B30 3 17.963 19.760 0.5452.00 4.41 0.000 0.000 -43.53 0.00 0.00216.00120.80
RRUS 4478 B14 3 17.963 19.760 0.5452.00 2.65 0.000 0.000 -26.21 0.00 0.00213.84130.80
RRUS-4449 B5/B12 3 17.963 19.760 0.5452.00 3.17 0.000 0.000 -31.30 0.00 0.00255.60140.80
RRUS-E2 3 17.963 19.760 0.6052.00 5.67 0.000 0.000 -56.02 0.00 0.00213.84150.80
PRK-1245L 1 17.963 19.760 1.0052.00 9.50 0.000 0.000 -93.86 0.00 0.00557.89161.00
RMV12_4XX 1 17.963 19.760 1.0052.00 29.95 0.000 0.000 -295.90 0.00 0.001629.32171.00
JAHH-65B-R3B 3 17.963 19.760 0.6652.00 18.15 0.000 0.000 -179.29 0.00 0.00227.88180.80
800-10965K 3 17.963 19.760 0.5752.00 23.53 0.000 0.000 -232.50 0.00 0.00390.96190.80
TPA-65R-BU6DA-K 3 17.963 19.760 0.5852.00 22.24 0.000 0.000 -219.72 0.00 0.00243.00200.80
Ericsson AIR6472 B77G
B77M
3 18.120 19.932 0.6152.00 8.72 0.000 1.600 -86.89 0.00 -139.02277.78210.80
Shroud 1 17.399 19.139 1.0046.50 35.95 0.000 0.000 -344.02 0.00 0.001200.00221.00
-2,785.79Totals:9,812.11
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025Code:TIA-222-H
Exposure:B
Base Elev:0.000 (ft)
Total Applied Force Summary
Page: 10IIStruct Class:Topography:1Gh:1.1
Crest Height:0.00
Site Class:D - Stiff Soil
Dead Load Factor
Wind Load Factor
1.20
1.00
20IterationsLoad Case:1.2D + 1.0W 95 mph Wind at 60° - Controlling Direction
Elev
(ft)
Lateral
FX (-)
(lb)
Axial
FY (-)
(lb)
Torsion
MY
(lb-ft)
Moment
MZ
(lb-ft)Description
0.00 0.00 0.000.00 0.00
-94.89 -440.93 0.005.00 0.00
-90.74 -426.13 0.0010.00 0.00
-86.59 -411.34 0.0015.00 0.00
-82.44 -396.54 0.0020.00 0.00
-78.29 -381.74 0.0025.00 0.00
-30.16 -148.55 0.0027.00 0.00
-44.80 -376.63 0.0030.00 0.00
-74.56 -356.77 0.0035.00 0.00
-72.95 -341.97 0.0040.00 0.00
-70.79 -327.18 0.0045.00 0.00
-364.54 -1295.27 0.0046.50 0.00(1) attachments
-47.20 -217.11 0.0050.00 0.00
-1328.39 -4675.72 0.0052.00 -139.02(31) attachments
-349.41 -639.45 0.0054.50 0.00(7) attachments
-6.29 -21.18 0.0055.00 0.00
-859.51 -3652.00 0.0058.00 0.00(22) attachments
-3,681.57Totals:-14,108.5
1 0.00 -139.02
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025Code:TIA-222-H
Exposure:B
Base Elev:0.000 (ft)
Calculated Forces
Page: 11IIStruct Class:Topography:1Gh:1.1
Crest Height:0.00
Site Class:D - Stiff Soil
Dead Load Factor
Wind Load Factor
1.20
1.00
20Load Case: 1.2D + 1.0W 95 mph Wind at 60° -Controlling Direction Iterations
Seg
Elev
(ft)
Pu
FY (-)
(kips)
Vu
FX (-)
(kips)
Mu
MZ
(ft-kips)
Mu
MX
(ft-kips)
Resultant
Moment
(ft-kips)
phi
Pn
(kips)
Total
Deflect
(in)
Rotation
Sway
(deg)
Stress
Ratio
Tu
MY (-)
(ft-kips)
phi
Vn
(kips)
phi
Tn
(ft-kips)
phi
Mn
(ft-kips)
Rotation
Twist
(deg)
-14.09 -3.70 0.00 -317.38 366.470.00 907.79 0.00 0.000 0.726-183.24 272.52 632.75 516.26 0.000
-13.61 -3.64 0.00 -285.33 329.475.00 892.72 0.16 0.297 0.694-164.74 260.78 579.40 485.67 0.000
-13.15 -3.58 0.00 -253.80 293.0710.00 875.48 0.63 0.600 0.660-146.54 249.03 528.40 454.70 0.000
-12.70 -3.53 0.00 -222.76 257.2415.00 856.08 1.43 0.908 0.623-128.64 237.29 479.75 423.51 0.000
-12.27 -3.48 0.00 -192.20 221.9520.00 834.51 2.55 1.218 0.581-111.00 225.55 433.45 392.25 0.000
-11.87 -3.42 0.00 -162.10 187.2025.00 810.78 3.99 1.525 0.534-93.63 213.81 389.50 361.10 0.000
-11.70 -3.40 0.00 -150.27 173.5427.00 800.68 4.66 1.653 0.513-86.80 209.11 372.57 348.71 0.000
-11.30 -3.37 0.00 -132.61 153.1530.00 793.21 5.76 1.838 0.466-76.61 205.74 360.64 339.82 0.000
-10.92 -3.32 0.00 -103.41 119.4435.00 765.83 7.84 2.123 0.402-59.75 194.00 320.65 309.20 0.000
-10.56 -3.26 0.00 -74.70 86.2740.00 736.28 10.20 2.367 0.325-43.17 182.26 283.01 279.11 0.000
-10.22 -3.19 0.00 -46.50 53.7045.00 704.56 12.79 2.566 0.231-26.87 170.51 247.72 249.71 0.000
-8.95 -2.80 0.00 -38.21 44.1346.50 694.63 13.61 2.617 0.197-22.08 166.99 237.59 241.05 0.000
-8.74 -2.76 0.00 -21.23 24.5250.00 666.85 15.56 2.707 0.126-12.27 158.77 214.78 219.90 0.000
-4.19 -1.32 0.00 -11.45 13.2252.00 647.12 16.70 2.739 0.071-6.62 154.08 202.26 207.01 0.000
-3.59 -0.95 0.00 -5.74 6.6354.50 622.46 18.15 2.763 0.041-3.32 148.21 187.14 191.45 0.000
-3.56 -0.95 0.00 -4.92 5.6855.00 617.53 18.44 2.766 0.036-2.84 147.03 184.19 188.41 0.000
0.00 -0.86 0.00 0.00 0.0058.00 587.95 20.18 2.775 0.0000.00 139.99 166.96 170.68 0.000
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025Code:TIA-222-H
Exposure:B
Base Elev:0.000 (ft)
Wind Loading - Shaft
Page: 12IIStruct Class:Topography:1Gh:1.1
Crest Height:0.00
Site Class:D - Stiff Soil
Dead Load Factor
Wind Load Factor
1.00
1.00
18IterationsLoad Case:1.0D + 1.0W 60 mph Wind - Controlling Direction
Ice Thickness:0.00
Elev
(ft)Description Kzt Kz
qz
(psf)
qzGh
(psf)
C
(mph-ft)Cf
Ice
Thick
(in)
Tributary
(ft)
Aa
(sf)
CfAa
(sf)
Wind
Force X
(lb)
Dead
Load Ice
(lb)
Tot
Dead
Load
(lb)
1.00 0.70 5.474 6.02 121.380.00 0.000 0.00 0.000 0.00 0.0 0.0 0.00.950
1.00 0.70 5.474 6.02 116.185.00 0.000 5.00 11.841 11.25 67.7 0.0 280.00.950
1.00 0.70 5.474 6.02 110.9910.00 0.000 5.00 11.323 10.76 64.8 0.0 267.70.950
1.00 0.70 5.474 6.02 105.7915.00 0.000 5.00 10.805 10.26 61.8 0.0 255.40.950
1.00 0.70 5.474 6.02 100.6020.00 0.000 5.00 10.287 9.77 58.8 0.0 243.00.950
1.00 0.70 5.474 6.02 95.4125.00 0.000 5.00 9.770 9.28 55.9 0.0 230.70.950
Bot - Section 2 1.00 0.70 5.474 6.02 93.3327.00 0.000 2.00 3.763 3.57 21.5 0.0 88.80.950
Top - Section 1 1.00 0.70 5.479 6.03 90.2530.00 0.000 3.00 5.586 5.31 32.0 0.0 261.40.950
1.00 0.73 5.726 6.30 88.6135.00 0.000 5.00 8.896 8.45 53.2 0.0 209.90.950
1.00 0.76 5.948 6.54 84.9040.00 0.000 5.00 8.378 7.96 52.1 0.0 197.60.950
1.00 0.79 6.152 6.77 80.8345.00 0.000 5.00 7.860 7.47 50.5 0.0 185.20.950
Appurtenance(s)1.00 0.79 6.210 6.83 79.5546.50 0.000 1.50 2.257 2.14 14.6 0.0 53.20.950
1.00 0.81 6.340 6.97 76.4750.00 0.000 3.50 5.085 4.86 33.9 0.0 119.70.955
Appurtenance(s)1.00 0.82 6.411 7.05 74.6552.00 0.000 2.00 2.792 2.69 19.0 0.0 65.70.963
Appurtenance(s)1.00 0.83 6.498 7.15 72.3254.50 0.000 2.50 3.373 3.28 23.5 0.0 79.40.973
1.00 0.83 6.515 7.17 71.8555.00 0.000 0.50 0.659 0.64 4.6 0.0 15.50.976
Appurtenance(s)1.00 0.85 6.614 7.28 68.9758.00 0.000 3.00 3.846 3.80 27.7 0.0 90.40.989
58.00Totals:641.6 2,643.8
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025Code:TIA-222-H
Exposure:B
Base Elev:0.000 (ft)
Page: 13IIStruct Class:Topography:1Gh:1.1
Crest Height:0.00
Site Class:D - Stiff Soil
Discrete Appurtenance Forces
Dead Load Factor
Wind Load Factor
1.00
1.00
18IterationsLoad Case:1.0D + 1.0W 60 mph Wind - Controlling Direction
Elev
(ft)Description Qty
qz
(psf)
qzGh
(psf)
Orient
Factor
x Ka
Total
CaAa
(sf)
Horiz
Ecc
(ft)
Vert
Ecc
(ft)
Wind
FX
(lb)
Mom
Y
(lb-ft)
Mom
Z
(lb-ft)
Dead
Load
(lb)No.Ka
Alcatel Lucent
RRH-2x50-800
6 6.614 7.276 0.6058.00 8.68 0.000 0.000 -63.18 0.00 0.00414.60 1 0.90
Nokia TD LTE 2.5G
Massive MIMO-AAHC
3 6.614 7.276 0.6858.00 8.51 0.000 0.000 -61.88 0.00 0.00310.80 2 0.90
Commscope
TPA65R-KE6DA-K
3 6.614 7.276 0.6558.00 25.02 0.000 0.000 -182.04 0.00 0.00202.50 3 0.90
Low Profile Platform 1 6.614 7.276 1.0058.00 22.00 0.000 0.000 -160.07 0.00 0.001500.00 4 1.00
Alcatel Lucent 1900MHz
4x45 RRH
6 6.614 7.276 0.6058.00 9.80 0.000 0.000 -71.34 0.00 0.00360.00 5 0.90
Nokia Airscale 3 6.614 7.276 0.6058.00 6.66 0.000 0.000 -48.44 0.00 0.00152.10 6 0.90
Dish w/ ODU 4 6.498 7.148 1.0054.50 18.76 0.000 0.000 -134.09 0.00 0.00180.00 7 1.00
Standoff Mount 3 6.498 7.148 1.0054.50 12.93 0.000 0.000 -92.42 0.00 0.00261.00 8 1.00
DC9-48-60-24-8C-EV 1 6.411 7.052 0.5452.00 0.61 0.000 0.000 -4.31 0.00 0.0026.20 9 0.80
DC6-48-60-18-8F 1 6.411 7.052 0.5452.00 0.49 0.000 0.000 -3.48 0.00 0.0031.80100.80
8843 B25/B66A 3 6.411 7.052 0.5452.00 2.64 0.000 0.000 -18.60 0.00 0.00216.00110.80
RRUS 32 B30 3 6.411 7.052 0.5452.00 4.41 0.000 0.000 -31.07 0.00 0.00180.00120.80
RRUS 4478 B14 3 6.411 7.052 0.5452.00 2.65 0.000 0.000 -18.71 0.00 0.00178.20130.80
RRUS-4449 B5/B12 3 6.411 7.052 0.5452.00 3.17 0.000 0.000 -22.34 0.00 0.00213.00140.80
RRUS-E2 3 6.411 7.052 0.6052.00 5.67 0.000 0.000 -39.99 0.00 0.00178.20150.80
PRK-1245L 1 6.411 7.052 1.0052.00 9.50 0.000 0.000 -67.00 0.00 0.00464.91161.00
RMV12_4XX 1 6.411 7.052 1.0052.00 29.95 0.000 0.000 -211.22 0.00 0.001357.77171.00
JAHH-65B-R3B 3 6.411 7.052 0.6652.00 18.15 0.000 0.000 -127.98 0.00 0.00189.90180.80
800-10965K 3 6.411 7.052 0.5752.00 23.53 0.000 0.000 -165.96 0.00 0.00325.80190.80
TPA-65R-BU6DA-K 3 6.411 7.052 0.5852.00 22.24 0.000 0.000 -156.84 0.00 0.00202.50200.80
Ericsson AIR6472 B77G
B77M
3 6.467 7.114 0.6152.00 8.72 0.000 1.600 -62.02 0.00 -99.24231.48210.80
Shroud 1 6.210 6.831 1.0046.50 35.95 0.000 0.000 -245.56 0.00 0.001000.00221.00
-1,988.51Totals:8,176.76
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025Code:TIA-222-H
Exposure:B
Base Elev:0.000 (ft)
Total Applied Force Summary
Page: 14IIStruct Class:Topography:1Gh:1.1
Crest Height:0.00
Site Class:D - Stiff Soil
Dead Load Factor
Wind Load Factor
1.00
1.00
18IterationsLoad Case:1.0D + 1.0W 60 mph Wind - Controlling Direction
Elev
(ft)
Lateral
FX (-)
(lb)
Axial
FY (-)
(lb)
Torsion
MY
(lb-ft)
Moment
MZ
(lb-ft)Description
0.00 0.00 0.000.00 0.00
-67.74 -367.44 0.005.00 0.00
-64.77 -355.11 0.0010.00 0.00
-61.81 -342.78 0.0015.00 0.00
-58.85 -330.45 0.0020.00 0.00
-55.89 -318.12 0.0025.00 0.00
-21.53 -123.79 0.0027.00 0.00
-31.98 -313.86 0.0030.00 0.00
-53.22 -297.31 0.0035.00 0.00
-52.08 -284.98 0.0040.00 0.00
-50.53 -272.65 0.0045.00 0.00
-260.21 -1079.39 0.0046.50 0.00(1) attachments
-33.88 -180.93 0.0050.00 0.00
-948.47 -3896.43 0.0052.00 -99.24(31) attachments
-249.98 -532.88 0.0054.50 0.00(7) attachments
-4.61 -17.65 0.0055.00 0.00
-614.62 -3043.33 0.0058.00 0.00(22) attachments
-2,630.16Totals:-11,757.0
9 0.00 -99.24
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025Code:TIA-222-H
Exposure:B
Base Elev:0.000 (ft)
Calculated Forces
Page: 15IIStruct Class:Topography:1Gh:1.1
Crest Height:0.00
Site Class:D - Stiff Soil
Dead Load Factor
Wind Load Factor
1.00
1.00
18Load Case: 1.0D + 1.0W 60 mph Wind -Controlling Direction Iterations
Seg
Elev
(ft)
Pu
FY (-)
(kips)
Vu
FX (-)
(kips)
Mu
MZ
(ft-kips)
Mu
MX
(ft-kips)
Resultant
Moment
(ft-kips)
phi
Pn
(kips)
Total
Deflect
(in)
Rotation
Sway
(deg)
Stress
Ratio
Tu
MY (-)
(ft-kips)
phi
Vn
(kips)
phi
Tn
(ft-kips)
phi
Mn
(ft-kips)
Rotation
Twist
(deg)
-11.75 -2.64 0.00 0.00 129.900.00 907.79 0.00 0.000 0.265-129.90 272.52 632.75 516.26 0.000
-11.38 -2.59 0.00 0.00 116.705.00 892.72 0.06 0.105 0.253-116.70 260.78 579.40 485.67 0.000
-11.02 -2.55 0.00 0.00 103.7310.00 875.48 0.22 0.213 0.241-103.73 249.03 528.40 454.70 0.000
-10.68 -2.51 0.00 0.00 90.9815.00 856.08 0.51 0.321 0.227-90.98 237.29 479.75 423.51 0.000
-10.34 -2.46 0.00 0.00 78.4620.00 834.51 0.90 0.431 0.213-78.46 225.55 433.45 392.25 0.000
-10.02 -2.42 0.00 0.00 66.1325.00 810.78 1.41 0.540 0.196-66.13 213.81 389.50 361.10 0.000
-9.89 -2.41 0.00 0.00 61.3027.00 800.68 1.65 0.585 0.188-61.30 209.11 372.57 348.71 0.000
-9.58 -2.38 0.00 0.00 54.0830.00 793.21 2.04 0.650 0.171-54.08 205.74 360.64 339.82 0.000
-9.28 -2.34 0.00 0.00 42.1535.00 765.83 2.77 0.751 0.149-42.15 194.00 320.65 309.20 0.000
-8.99 -2.30 0.00 0.00 30.4440.00 736.28 3.61 0.837 0.121-30.44 182.26 283.01 279.11 0.000
-8.72 -2.25 0.00 0.00 18.9445.00 704.56 4.53 0.907 0.088-18.94 170.51 247.72 249.71 0.000
-7.64 -1.98 0.00 0.00 15.5746.50 694.63 4.81 0.925 0.076-15.57 166.99 237.59 241.05 0.000
-7.46 -1.94 0.00 0.00 8.6550.00 666.85 5.51 0.957 0.051-8.65 158.77 214.78 219.90 0.000
-3.58 -0.93 0.00 0.00 4.6652.00 647.12 5.91 0.968 0.028-4.66 154.08 202.26 207.01 0.000
-3.05 -0.67 0.00 0.00 2.3454.50 622.46 6.42 0.976 0.017-2.34 148.21 187.14 191.45 0.000
-3.03 -0.67 0.00 0.00 2.0055.00 617.53 6.52 0.978 0.016-2.00 147.03 184.19 188.41 0.000
0.00 -0.61 0.00 0.00 0.0058.00 587.95 7.14 0.981 0.0000.00 139.99 166.96 170.68 0.000
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025Code:TIA-222-H
Exposure:B
Base Elev:0.000 (ft)
Seismic Segment Forces (Factored)
Page: 16IIStruct Class:Topography:1Gh:1.1
Crest Height:0.00
Site Class:D - Stiff Soil
Dead Load Factor
Wind Load Factor
1.20
0.00
19Iterations
Gust Response Factor 1.10
Seismic Load Factor
Structure Frequency (f1)
1.00
0.52 Seismic Importance Factor
S1
SsSds
Sd1
SA
0.85
0.56
0.29
1.28
0.46
1.00
Load Case:1.2D + 1.0Ev + 1.0Eh
Top
Elev
(ft)Description
Wz
(lb)
Lateral
Fs
(lb)R:1.50
Vertical
Ev
(lb)
Hz
(lb)
0.000.00 0.000.000.00
384.925.00 0.1865.642.50
372.5910.00 1.1063.547.50
360.2615.00 2.5061.4412.50
347.9320.00 4.1859.3317.50
335.6025.00 6.0457.2322.50
Bot - Section 2 130.7927.00 1.5422.3026.00
Top - Section 1 324.3430.00 8.5455.3128.50
314.7935.00 10.1653.6832.50
302.4640.00 12.1151.5837.50
290.1345.00 13.9749.4842.50
Appurtenance(s)1084.6
3
46.50 151.08184.9745.75
193.1650.00 8.6632.9448.25
Appurtenance(s)3903.4
3
52.00 1624.83665.6651.00
Appurtenance(s)535.3854.50 58.5791.3053.25
18.0855.00 0.193.0854.75
Appurtenance(s)3045.9
1
58.00 1266.67519.4356.50
Totals:11,944.4 3,170.3 -7,363.1Total Wind:2,036.9
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025Code:TIA-222-H
Exposure:B
Base Elev:0.000 (ft)
Calculated Forces
Page: 17IIStruct Class:Topography:1Gh:1.1
Crest Height:0.00
Site Class:D - Stiff Soil
Dead Load Factor
Wind Load Factor
1.20
0.00
19Iterations
Gust Response Factor 1.10
Seismic Load Factor
Structure Frequency (f1)
1.00
0.52 Seismic Importance Factor
S1
SsSds
Sd1
SA
0.85
0.56
0.29
1.28
0.46
1.00
Load Case:1.2D + 1.0Ev + 1.0Eh
Seg
Elev
(ft)
Pu
FY (-)
(kips)
Vu
FX (-)
(kips)
Mu
MZ
(ft-kips)
Mu
MX
(ft-kips)
Resultant
Moment
(ft-kips)
phi
Pn
(kips)
Total
Deflect
(in)
Rotation
Sway
(deg)
Stress
Ratio
Tu
MY (-)
(ft-kips)
phi
Vn
(kips)
phi
Tn
(ft-kips)
phi
Mn
(ft-kips)
Rotation
Twist
(deg)
-16.14 3.19 0.00 0.00 180.550.00 907.79 0.00 0.00 0.368180.55 272.52 632.75 516.26
-15.63 3.23 0.00 0.00 164.605.00 892.72 0.08 0.15 0.357164.60 260.78 579.40 485.67
-15.13 3.27 0.00 0.00 148.4410.00 875.48 0.32 0.30 0.344148.44 249.03 528.40 454.70
-14.65 3.30 0.00 0.00 132.0915.00 856.08 0.71 0.46 0.329132.09 237.29 479.75 423.51
-14.18 3.34 0.00 0.00 115.5720.00 834.51 1.28 0.62 0.312115.57 225.55 433.45 392.25
-13.74 3.35 0.00 0.00 98.9025.00 810.78 2.01 0.78 0.29198.90 213.81 389.50 361.10
-13.56 3.37 0.00 0.00 92.1927.00 800.68 2.35 0.85 0.28292.19 209.11 372.57 348.71
-13.12 3.38 0.00 0.00 82.0930.00 793.21 2.92 0.94 0.25882.09 205.74 360.64 339.82
-12.70 3.40 0.00 0.00 65.1935.00 765.83 3.99 1.10 0.22865.19 194.00 320.65 309.20
-12.30 3.40 0.00 0.00 48.2140.00 736.28 5.21 1.23 0.19048.21 182.26 283.01 279.11
-11.92 3.39 0.00 0.00 31.1945.00 704.56 6.57 1.35 0.14231.19 170.51 247.72 249.71
-10.44 3.22 0.00 0.00 26.1046.50 694.63 7.00 1.38 0.12426.10 166.99 237.59 241.05
-10.19 3.21 0.00 0.00 14.8550.00 666.85 8.03 1.43 0.08314.85 158.77 214.78 219.90
-4.89 1.45 0.00 0.00 8.4352.00 647.12 8.63 1.45 0.0488.43 154.08 202.26 207.01
-4.16 1.37 0.00 0.00 4.8154.50 622.46 9.40 1.46 0.0324.81 148.21 187.14 191.45
-4.14 1.37 0.00 0.00 4.1255.00 617.53 9.55 1.47 0.0294.12 147.03 184.19 188.41
0.00 1.27 0.00 0.00 0.0058.00 587.95 10.47 1.47 0.0000.00 139.99 166.96 170.68
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025Code:TIA-222-H
Exposure:B
Base Elev:0.000 (ft)
Seismic Segment Forces (Factored)
Page: 18IIStruct Class:Topography:1Gh:1.1
Crest Height:0.00
Site Class:D - Stiff Soil
Dead Load Factor
Wind Load Factor
0.90
0.00
19Iterations
Gust Response Factor 1.10
Seismic Load Factor
Structure Frequency (f1)
1.00
0.52 Seismic Importance Factor
S1
SsSds
Sd1
SA
0.85
0.56
0.29
1.28
0.46
1.00
Load Case:0.9D + 1.0Ev + 1.0Eh
Top
Elev
(ft)Description
Wz
(lb)
Lateral
Fs
(lb)R:1.50
Vertical
Ev
(lb)
Hz
(lb)
0.000.00 0.000.000.00
358.705.00 0.1661.172.50
346.3710.00 0.9859.077.50
334.0415.00 2.2156.9612.50
321.7120.00 3.6854.8617.50
309.3825.00 5.2952.7622.50
Bot - Section 2 120.3027.00 1.3520.5126.00
Top - Section 1 308.6130.00 7.9052.6328.50
288.5735.00 8.8149.2132.50
276.2440.00 10.4547.1137.50
263.9145.00 11.9745.0042.50
Appurtenance(s)1076.7
7
46.50 150.26183.6245.75
174.8150.00 7.3529.8148.25
Appurtenance(s)3892.9
4
52.00 1628.70663.8851.00
Appurtenance(s)531.6354.50 58.2890.6653.25
17.4455.00 0.182.9754.75
Appurtenance(s)3042.0
4
58.00 1272.77518.7756.50
Totals:11,663.4 3,170.3 -7,363.1Total Wind:1,989.0
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025Code:TIA-222-H
Exposure:B
Base Elev:0.000 (ft)
Calculated Forces
Page: 19IIStruct Class:Topography:1Gh:1.1
Crest Height:0.00
Site Class:D - Stiff Soil
Dead Load Factor
Wind Load Factor
0.90
0.00
19Iterations
Gust Response Factor 1.10
Seismic Load Factor
Structure Frequency (f1)
1.00
0.52 Seismic Importance Factor
S1
SsSds
Sd1
SA
0.85
0.56
0.29
1.28
0.46
1.00
Load Case:0.9D + 1.0Ev + 1.0Eh
Seg
Elev
(ft)
Pu
FY (-)
(kips)
Vu
FX (-)
(kips)
Mu
MZ
(ft-kips)
Mu
MX
(ft-kips)
Resultant
Moment
(ft-kips)
phi
Pn
(kips)
Total
Deflect
(in)
Rotation
Sway
(deg)
Stress
Ratio
Tu
MY (-)
(ft-kips)
phi
Vn
(kips)
phi
Tn
(ft-kips)
phi
Mn
(ft-kips)
Rotation
Twist
(deg)
-12.57 3.19 0.00 0.00 178.430.00 907.79 0.00 0.00 0.360178.43 272.52 632.75 516.26
-12.17 3.22 0.00 0.00 162.505.00 892.72 0.08 0.15 0.348162.50 260.78 579.40 485.67
-11.78 3.25 0.00 0.00 146.4210.00 875.48 0.31 0.30 0.336146.42 249.03 528.40 454.70
-11.40 3.27 0.00 0.00 130.1915.00 856.08 0.70 0.45 0.321130.19 237.29 479.75 423.51
-11.04 3.30 0.00 0.00 113.8220.00 834.51 1.26 0.61 0.304113.82 225.55 433.45 392.25
-10.70 3.31 0.00 0.00 97.3425.00 810.78 1.99 0.77 0.28397.34 213.81 389.50 361.10
-10.56 3.32 0.00 0.00 90.7227.00 800.68 2.32 0.83 0.27490.72 209.11 372.57 348.71
-10.22 3.33 0.00 0.00 80.7630.00 793.21 2.88 0.93 0.25180.76 205.74 360.64 339.82
-9.89 3.34 0.00 0.00 64.1235.00 765.83 3.93 1.08 0.22164.12 194.00 320.65 309.20
-9.58 3.34 0.00 0.00 47.4240.00 736.28 5.14 1.21 0.18347.42 182.26 283.01 279.11
-9.29 3.34 0.00 0.00 30.7045.00 704.56 6.48 1.33 0.13730.70 170.51 247.72 249.71
-8.14 3.16 0.00 0.00 25.7046.50 694.63 6.90 1.36 0.11925.70 166.99 237.59 241.05
-7.94 3.16 0.00 0.00 14.6250.00 666.85 7.91 1.41 0.07914.62 158.77 214.78 219.90
-3.81 1.43 0.00 0.00 8.3152.00 647.12 8.51 1.43 0.0468.31 154.08 202.26 207.01
-3.24 1.36 0.00 0.00 4.7454.50 622.46 9.26 1.44 0.0304.74 148.21 187.14 191.45
-3.22 1.35 0.00 0.00 4.0655.00 617.53 9.41 1.45 0.0274.06 147.03 184.19 188.41
0.00 1.27 0.00 0.00 0.0058.00 587.95 10.32 1.45 0.0000.00 139.99 166.96 170.68
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025Code:TIA-222-H
Exposure:B
Base Elev:0.000 (ft)
Final Analysis Summary
Page: 20IIStruct Class:Topography:1Gh:1.1
Crest Height:0.00
Site Class:D - Stiff Soil
Reactions
Load Case
Shear
FX
(kips)
Shear
FZ
(kips)
Axial
FY
(kips)
Moment
MX
(ft-kips)
Moment
MY
(ft-kips)
Moment
MZ
(ft-kips)
7.4 0.00 14.09 0.00 0.001.2D + 1.0W 95 mph Wind 366.45
6.4 3.70 14.09 183.24 0.001.2D + 1.0W 95 mph Wind at 30°317.38
3.7 6.41 14.09 317.38 0.001.2D + 1.0W 95 mph Wind at 60°183.24
0.0 7.40 14.09 366.45 0.001.2D + 1.0W 95 mph Wind at 90°0.00
3.7 6.41 14.09 317.38 0.001.2D + 1.0W 95 mph Wind at 120°183.24
6.4 3.70 14.09 183.24 0.001.2D + 1.0W 95 mph Wind at 150°317.38
7.4 0.00 14.09 0.00 0.001.2D + 1.0W 95 mph Wind at 180°366.45
6.4 3.70 14.09 183.24 0.001.2D + 1.0W 95 mph Wind at 210°317.38
3.7 6.41 14.09 317.38 0.001.2D + 1.0W 95 mph Wind at 240°183.24
0.0 7.40 14.09 366.45 0.001.2D + 1.0W 95 mph Wind at 270°0.00
3.7 6.41 14.09 317.38 0.001.2D + 1.0W 95 mph Wind at 300°183.24
6.4 3.70 14.09 183.24 0.001.2D + 1.0W 95 mph Wind at 330°317.38
7.4 0.00 10.56 0.00 0.000.9D + 1.0W 95 mph Wind 362.07
6.4 3.70 10.56 181.04 0.000.9D + 1.0W 95 mph Wind at 30°313.58
3.7 6.40 10.56 313.58 0.000.9D + 1.0W 95 mph Wind at 60°181.04
0.0 7.39 10.56 362.07 0.000.9D + 1.0W 95 mph Wind at 90°0.00
3.7 6.40 10.56 313.58 0.000.9D + 1.0W 95 mph Wind at 120°181.04
6.4 3.70 10.56 181.04 0.000.9D + 1.0W 95 mph Wind at 150°313.58
7.4 0.00 10.56 0.00 0.000.9D + 1.0W 95 mph Wind at 180°362.07
6.4 3.70 10.56 181.04 0.000.9D + 1.0W 95 mph Wind at 210°313.58
3.7 6.40 10.56 313.58 0.000.9D + 1.0W 95 mph Wind at 240°181.04
0.0 7.39 10.56 362.07 0.000.9D + 1.0W 95 mph Wind at 270°0.00
3.7 6.40 10.56 313.58 0.000.9D + 1.0W 95 mph Wind at 300°181.04
6.4 3.70 10.56 181.04 0.000.9D + 1.0W 95 mph Wind at 330°313.58
2.6 0.00 11.75 0.00 0.001.0D + 1.0W 60 mph Wind 129.90
2.3 1.32 11.75 64.95 0.001.0D + 1.0W 60 mph Wind at 30°112.49
1.3 2.29 11.75 112.49 0.001.0D + 1.0W 60 mph Wind at 60°64.95
0.0 2.64 11.75 129.90 0.001.0D + 1.0W 60 mph Wind at 90°0.00
1.3 2.29 11.75 112.49 0.001.0D + 1.0W 60 mph Wind at 120°64.95
2.3 1.32 11.75 64.95 0.001.0D + 1.0W 60 mph Wind at 150°112.49
2.6 0.00 11.75 0.00 0.001.0D + 1.0W 60 mph Wind at 180°129.90
2.3 1.32 11.75 64.95 0.001.0D + 1.0W 60 mph Wind at 210°112.49
1.3 2.29 11.75 112.49 0.001.0D + 1.0W 60 mph Wind at 240°64.95
0.0 2.64 11.75 129.90 0.001.0D + 1.0W 60 mph Wind at 270°0.00
1.3 2.29 11.75 112.49 0.001.0D + 1.0W 60 mph Wind at 300°64.95
2.3 1.32 11.75 64.95 0.001.0D + 1.0W 60 mph Wind at 330°112.49
3.2 0.00 16.14 0.00 0.001.2D + 1.0Ev + 1.0Eh 180.55
3.2 0.00 12.57 0.00 0.000.9D + 1.0Ev + 1.0Eh 178.43
Elev
(ft)
Stress
Ratio
Max Stresses
Load Case
Pu
FY (-)
(kips)
Vu
FX (-)
(kips)
Tu
MY (-)
(ft-kips)
Mu
MZ
(ft-kips)
Mu
MX
(ft-kips)
Resultant
Moment
(ft-kips)
phi
Pn
(kips)
phi
Vn
(kips)
phi
Tn
(ft-kips)
phi
Mn
(ft-kips)
0.00 0.7261.2D + 1.0W 95 mph Wind -14.09 -7.40 0.00 366.450.00-366.45 907.79 272.52 632.75 516.26
0.00 0.7261.2D + 1.0W 95 mph Wind at 30°-14.09 -6.41 0.00 366.47-183.24-317.38 907.79 272.52 632.75 516.26
0.00 0.7261.2D + 1.0W 95 mph Wind at 60°-14.09 -3.70 0.00 366.47-317.38-183.24 907.79 272.52 632.75 516.26
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Structure:CA45376-A-SBA
Site Name:Mcarthur
Height:58.00 (ft)
9/12/2025Code:TIA-222-H
Exposure:B
Base Elev:0.000 (ft)
Final Analysis Summary
Page: 21IIStruct Class:Topography:1Gh:1.1
Crest Height:0.00
Site Class:D - Stiff Soil
Reactions
Load Case
Shear
FX
(kips)
Shear
FZ
(kips)
Axial
FY
(kips)
Moment
MX
(ft-kips)
Moment
MY
(ft-kips)
Moment
MZ
(ft-kips)
0.00 0.7261.2D + 1.0W 95 mph Wind at 90°-14.09 0.00 0.00 366.45-366.450.00 907.79 272.52 632.75 516.26
0.00 0.7261.2D + 1.0W 95 mph Wind at 120°-14.09 3.70 0.00 366.47-317.38183.24 907.79 272.52 632.75 516.26
0.00 0.7261.2D + 1.0W 95 mph Wind at 150°-14.09 6.41 0.00 366.47-183.24317.38 907.79 272.52 632.75 516.26
0.00 0.7261.2D + 1.0W 95 mph Wind at 180°-14.09 7.40 0.00 366.450.00366.45 907.79 272.52 632.75 516.26
0.00 0.7261.2D + 1.0W 95 mph Wind at 210°-14.09 6.41 0.00 366.47183.24317.38 907.79 272.52 632.75 516.26
0.00 0.7261.2D + 1.0W 95 mph Wind at 240°-14.09 3.70 0.00 366.47317.38183.24 907.79 272.52 632.75 516.26
0.00 0.7261.2D + 1.0W 95 mph Wind at 270°-14.09 0.00 0.00 366.45366.450.00 907.79 272.52 632.75 516.26
0.00 0.7261.2D + 1.0W 95 mph Wind at 300°-14.09 -3.70 0.00 366.47317.38-183.24 907.79 272.52 632.75 516.26
0.00 0.7261.2D + 1.0W 95 mph Wind at 330°-14.09 -6.41 0.00 366.47183.24-317.38 907.79 272.52 632.75 516.26
0.00 0.7140.9D + 1.0W 95 mph Wind -10.56 -7.39 0.00 362.070.00-362.07 907.79 272.52 632.75 516.26
0.00 0.7140.9D + 1.0W 95 mph Wind at 30°-10.56 -6.40 0.00 362.09-181.04-313.58 907.79 272.52 632.75 516.26
0.00 0.7140.9D + 1.0W 95 mph Wind at 60°-10.56 -3.70 0.00 362.09-313.58-181.04 907.79 272.52 632.75 516.26
0.00 0.7140.9D + 1.0W 95 mph Wind at 90°-10.56 0.00 0.00 362.07-362.070.00 907.79 272.52 632.75 516.26
0.00 0.7140.9D + 1.0W 95 mph Wind at 120°-10.56 3.70 0.00 362.09-313.58181.04 907.79 272.52 632.75 516.26
0.00 0.7140.9D + 1.0W 95 mph Wind at 150°-10.56 6.40 0.00 362.09-181.04313.58 907.79 272.52 632.75 516.26
0.00 0.7140.9D + 1.0W 95 mph Wind at 180°-10.56 7.39 0.00 362.070.00362.07 907.79 272.52 632.75 516.26
0.00 0.7140.9D + 1.0W 95 mph Wind at 210°-10.56 6.40 0.00 362.09181.04313.58 907.79 272.52 632.75 516.26
0.00 0.7140.9D + 1.0W 95 mph Wind at 240°-10.56 3.70 0.00 362.09313.58181.04 907.79 272.52 632.75 516.26
0.00 0.7140.9D + 1.0W 95 mph Wind at 270°-10.56 0.00 0.00 362.07362.070.00 907.79 272.52 632.75 516.26
0.00 0.7140.9D + 1.0W 95 mph Wind at 300°-10.56 -3.70 0.00 362.09313.58-181.04 907.79 272.52 632.75 516.26
0.00 0.7140.9D + 1.0W 95 mph Wind at 330°-10.56 -6.40 0.00 362.09181.04-313.58 907.79 272.52 632.75 516.26
0.00 0.2651.0D + 1.0W 60 mph Wind -11.75 -2.64 0.00 129.900.00-129.90 907.79 272.52 632.75 516.26
0.00 0.2651.0D + 1.0W 60 mph Wind at 30°-11.75 -2.29 0.00 129.90-64.95-112.49 907.79 272.52 632.75 516.26
0.00 0.2651.0D + 1.0W 60 mph Wind at 60°-11.75 -1.32 0.00 129.90-112.49-64.95 907.79 272.52 632.75 516.26
0.00 0.2651.0D + 1.0W 60 mph Wind at 90°-11.75 0.00 0.00 129.90-129.900.00 907.79 272.52 632.75 516.26
0.00 0.2651.0D + 1.0W 60 mph Wind at 120°-11.75 1.32 0.00 129.90-112.4964.95 907.79 272.52 632.75 516.26
0.00 0.2651.0D + 1.0W 60 mph Wind at 150°-11.75 2.29 0.00 129.90-64.95112.49 907.79 272.52 632.75 516.26
0.00 0.2651.0D + 1.0W 60 mph Wind at 180°-11.75 2.64 0.00 129.900.00129.90 907.79 272.52 632.75 516.26
0.00 0.2651.0D + 1.0W 60 mph Wind at 210°-11.75 2.29 0.00 129.9064.95112.49 907.79 272.52 632.75 516.26
0.00 0.2651.0D + 1.0W 60 mph Wind at 240°-11.75 1.32 0.00 129.90112.4964.95 907.79 272.52 632.75 516.26
0.00 0.2651.0D + 1.0W 60 mph Wind at 270°-11.75 0.00 0.00 129.90129.900.00 907.79 272.52 632.75 516.26
0.00 0.2651.0D + 1.0W 60 mph Wind at 300°-11.75 -1.32 0.00 129.90112.49-64.95 907.79 272.52 632.75 516.26
0.00 0.2651.0D + 1.0W 60 mph Wind at 330°-11.75 -2.29 0.00 129.9064.95-112.49 907.79 272.52 632.75 516.26
0.00 0.3681.2D + 1.0Ev + 1.0Eh -16.14 3.19 0.00 180.550.00180.55 907.79 272.52 632.75 516.26
0.00 0.3600.9D + 1.0Ev + 1.0Eh -12.57 3.19 0.00 178.430.00178.43 907.79 272.52 632.75 516.26
Serviceability: 0.342
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Structure:CA45376-A-SB
ASite Name:Mcarthur
Height:58.00 (ft)
9/12/2025Code:TIA-222-H
Exposure:B
Base Elev:0.000 (ft)
Base Plate Summary
Page: 22IIStruct Class:Topography:1Gh:1.1
Crest Height:0.00
Site Class:D - Stiff Soil
Reactions
Moment (kip-ft):400.00
Original Design
Analysis (1.2D + 1.0W 60° Wind)
Moment (kip-ft):366.47
Axial (kip):
Shear (kip):
9.00
10.00
Axial (kip):14.09
Shear (kip):7.40
Base Plate
Yield (ksi):50.00
Width (in):31.00
Style:Square
Polygon Sides:0.00
Clip Length (in):0.00
Effective Len (in):24.01
Moment (kip-in):499.58
Allow Stress (ksi):67.50
Applied Stress (ksi):20.25
Stress Ratio:0.30
Anchor Bolts
Bolt Circle:36.00
Compression
Tension
Number Bolts:4.00
Bolt Type:2.25" 18J
Bolt Diameter (in):2.25
Yield (ksi):75.00
Ultimate (ksi):100.00
Arrangement:Clustered
Cluster Dist (in):6.00
Start Angle (deg):45.00
Force (kip):125.68
Allowable (kip):268.39
Ratio:0.47
Force (kip):118.64
Allowable (kip):243.75
Ratio:0.49
Copyright 2025 by Tower Engineering Solutions, LLC. All rights reserved.
Customer Name:
Site Name:
Site Number:
Engr. Number:
Foundation Info Obtained from:Acceptable overstress (5.0%
1.00 ft.
Axial Load (Kips):14.1 Shear Force (Kips):7.4
Uplift Force (Kips):0.0 Moment (Kips-ft):366.5 16.0 ft.( 31) #10 rebar
Foundation Geometries:( 27) #4 ties
5.5 Depth of Base B. G. S. :19.7 ft.19.7 ft.
Pier Height A. G. (ft.):1.00
5.5 ft.
Concrete Strength (psi):3000 Steel Elastic Modulus:29000 ksi
Vertical bar yield (ksi)60 Tie steel yield strength:60 ksi ( 31) #10 rebar 5.5 ft. ɸ Pier
Vertical Rebar Size #:10 Tie / Stirrup Size #:4 ( 27) #4 ties
Qty. of Vertical Rebars:31 Tie Spacing:12.0 in.
Concrete Cover (in.):3 Concrete unit weight:150.0 pcf
Soil Design Parameters:
Water Table B.G.S. (ft):16.0 Unit weight of water:62.4 psf
Ratio of Uplift/Axial Skin Friction:1.0 Pullout failure Angle:30 (°)
Skin Frictions are to be obtained from: Soil Report
γsoil φ Cohesion
Top Bottom (pcf)(°)(psf)
0.0 3.0 100 0 0 Clay
3.0 10.0 110 0 350 Clay
10.0 19.7 100 30 0 Sand
19.7 24.7 100
0.0
0.0
0.0
0.0
0.0
0.0
1.1
Foundation Analysis and Design:
Uplift Strength Reduction Factor:0.75 Soil Bearing Strength Reduction Factor:0.75
4495 Dry Soil Weight from Conical Failure:469 Kips
86 Buoyant Soil Weight from Conical Failure (K 5 Kips
Total Dry Concrete Volume (cu. Ft.):404 Total Dry Concrete Weight:60.6 Kips
87.9 Total Buoyant Concrete Weight:7.70 Kips
68.3 Total Effective Soil Weight:473.7 Kips
Total Effective Vertical Load on Base (Kips):38.1
EIA/TIA Standard:
Structure Height (Ft.):58
CA45376-A-SBA J. Tibbetts
Engineer Login ID:TES
9/11/2025Pier Foundation Design For Monopole Date
Engineer Name:
Structure Type:
Soil weight Increase Factor for bouyant soils (1.0 to 1.15):
Soil
Types
TIA-222-HAT&T
162721
Analysis or Design?
Material Properties and Reabr Info:
Drawings/Calculations
Total Buoyant Concrete Volume (cu. Ft.):
Total Effective Concrete Weight (Kips):
Analysis
Total Buoyant Soil Volume from Conical Failure (cu. Ft.):
Base Reactions (Factored):
Monopole
Diameter of Pier (ft.):
Depth of Layers (ft)
Total Dry Soil Volume from Conical Failure (cu. Ft.):
Ultimate
Bearing (psf)
1000
5.5 ft.
Monopole Pier Foundation
Ultimate Skin
Friction (psf)
TES Engr. Number:Page 2/2 Date:
Usage
Allowable Foundation Overturning Resistance (kips-ft.):2132.8 >Design Factored Moment (kips-ft): 473 0.22 OK!
Factor of Safety of Passive Soil Resistance against Moment:4.51 OK!
Check the capacities of Reinforceing Concrete:
Strength reduction factor (Flexure and axial tension):0.90 Strength reduction factor (Shear):0.75
Strength reduction factor (Axial compresion):0.65 Wind Load Factor on Concrete Design:1.00
Reinforcing Concrete Pier:Usage
Vertical Steel Rebar Area (sq. in./each): 1.27 Tie / Stirrup Area (sq. in./each):0.20
Calculated Moment Capacity (Mn,Kips-Ft):4706.8 >Design Factored Moment (Mu, K-Ft):396.5 0.08 OK!
Calculated Shear Capacity (Kips):591.9 >Design Factored Shear (Kips):52.6 0.09 OK!
Calculated Tension Capacity (Tn, Kips):2126.0 >Design Factored Tension (Tu Kips):0.0 0.00 OK!
Calculated Compression Capacity (Pn, Kips):4484 >Design Factored Axial Load (Pu Kips):14.1 0.00 OK!
Moment & Axial Strength Combination:0.08 OK!Max. Allowable Tie/Stirrup Spacing:12.00 in.
Pier Reinforcement Ratio:0.012
9/11/2025
Check Soil Capacities:
Reinforcement Ratio is satisfied per ACI
162721