HomeMy WebLinkAbout2120 & 2120 3%4 S Bristol St #WCC01 - Plan
YES NO
INSTRUCTIONS:
ORAN GE COUNTY FI RE AUTHORI TY
Plan Submittal Criteria
COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects
and RESIDENTIAL TRACT developments
· Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place.
· Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section.
· If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA.
· In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations.
· Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding
requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602.
Address Suite City
Project Scope/Business Description
1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways,
curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within
300 feet of an active or proposed oil well? Fire Master Plan (PR145)
2. Property is adjacent to a wildland area or non-irrigated native vegetation?
Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124)
3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from
an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170)
4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving
private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475)
5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000
sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable
to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless
classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration
or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses
where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories
with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285)
6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card,
button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan
depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520)
7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment;
industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible
liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium
ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations?
Special Equipment Plan (PR315, PR340-PR382)
8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft
maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if
H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240)
9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard
commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330)
10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a
commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335)
Initial each of the following two items indicating that you have read and understand the statement:
11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is
required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed
Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications.
12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located
in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327—
Initials the building department will determine specific requirements.
I certify under penalty of perjury under the laws of the State of California that the above is true:
Print Name Signature
Phone Number ( ) Date / /
Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA
review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the
applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the
appropriate plans and fees for OCFA review. 10-08-14 EE
COM
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Referral Form
Required for OCFA to review plans upon the request of the Building Department when
the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”.
City / County Official Requesting Review:
City / County Reference #: Date: __________________________________
City / County: _____________________________________ E-Mail: __________________________________
Contact Name: _____________________________________ Phone #: _________________________________
Title: _____________________________________
** 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:
No 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: _________________________________
OCFA Authorization
Updated: 06/02/2020 rs
CIT,YOF SANTA ANA
Planning and Building Agency
SITE PHOTO
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PROJECT INFORMATION
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SITE NAME:
EDINGER AND BRISTOL
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COUNTY:
ORANGE
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ADDRESS:
2120 1/2 SOUTH BRISTOL
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SANTA ANA, CA 92704
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JURISDICTION:
CITY OF SANTA ANA
CURRENT ZONING:
C2 — GENERAL COMMERCIAL
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SITE #:
SICA001875
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FA #:
10087160
PTN
3551A117849
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IWM #:
WSLOS0068563
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LATITUDE:
N 33' 43' 8.44" (33.719)
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LONGITUDE:
W 117 53' 12.8" (-117.8869167)
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GROUND ELEVATION:
48' AMSL
PARCEL ID:
408-471-17
TOWER OWNER:
CROWN CASTLE
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200 SPECTRUM CENTER DR, SUITE 1700
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& 1800
IRVINE, CA 92618
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CROWN CASTLE BU# 845391
PROPERTY OWNER: AU ZONE SANTA ANA LLC
24025 PARK SORRENTO, STE 300
CALABASAS, CA
m APPLICANT: AT&T
1452 EDINGER AVENUE, 3RD FLOOR
TURN, CA 92780
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PROJECT CONSULTANTS
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o SITE ACQUISITION:
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AMENTUM
AMENTUM
BC ARCHITECTS ENGINEERS, PLC
AMENTLIM
AT&T
MUHAMMAD UMAIR
MU31980ATT.COM
AMENTUM
REBECCA KAPONO
2600 MICHELSON DR #500
IRVINE, CA 92612
AMENTUM
MIKE PHILLIPS
2600 MICHELSON DR #500
IRVINE, CA 92612
AMENTUM
HAROLD NANK00
2600 MICHELSON DR #500
IRVINE, CA 92612
AT&T
PROJECT: SG NR 1SR
ANTENNA DOD ADD
SITE
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PTN
In
JURISDICTION.
SITE NAME:
SICA001 875
10087160
3551A117849
WSLOS0068563
CITY OF SANTA ANA
EDINGER AND BRISTOL
ADDRESS: 2120 1/2 SOUTH BRISTOL
SANTA ANA, CA 92704
VICINITY MAP
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LOCAL MAP
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NORTH NOT TO SCALE
DRIVING DIRECTIONS
DIRECTIONS FROM: 1452 EDINGER AVENUE 3RD FLOOR TUSTIN, CA 92780
..... ........ .......... .
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Goodwill of
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Thrift store
Know what's bylaw.
Call before you dig.
FOR MORE INFORMATION CONTACT THE STATE
CORPORATION COMMISSION DIVISION OF UTILITY AND
RAILROAD SAFETY
SOUTHERN CALIFORNIA UTILITY PROTECTION SERVICE, INC.
CALL BEFORE YOU DIG:
800-422-4133
11 .:T, 5691111 U►
T-1
TITLE SHEET
SP-1
NOTES & SPECIFICATIONS
A-0
SITE PLAN
A-1
COMPOUND PLAN
A-1.1
PROPOSED EQUIPMENT PLAN
A-1.2
GROUND EQUIPMENT DETAIL
A-2
EXISTING & PROPOSED SOUTH TOWER ELEVATION
A-2.1
EXISTING & PROPOSED WEST TOWER ELEVATION
A-3
EXISTING & PROPOSED ANTENNA PLAN
A-4
EXISTING & PROPOSED ANTENNA SCHEDULE
A-5
TOWER EQUIPMENT DETAILS
E-1
GROUNDING NOTES
P-1
PLUMBING DIAGRAM (ALPHA SECTOR)
P-1.1
PLUMBING DIAGRAM (BETA SECTOR)
P-1.2
PLUMBING DIAGRAM (GAMMA SECTOR)
THIS IS NOT AN ALL INCLUSIVE LIST. CONTRACTOR SHALL UTILIZE SPECIFIED EQUIPMENT PART OR ENGINEER APPROVED
EQUIVALENT. CONTRACTOR SHALL VERIFY ALL NEEDED EQUIPMENT TO PROVIDE A FUNCTIONAL SITE. THE PROJECT
GENERALLY CONSISTS OF THE FOLLOWING:
TOWER SOW:
1. REPLACE POS 2 MAST PIPES W/ 2-7/8" (1) PER SECTOR
2. INSTALL (3) AIR6419 B77G ANTENNAS STACKED ABOVE THE (E) AIR6449 B77D ON POS A2,B2,C2
GROUND SOW:
1. INSTALL (1) -48V RECTIFIER IN THE DC POWER PLANT
CODE COMPLIANCE
• CALIFORNIA BUILDING CODE 2022, CBC 2022 AMENDED
• CALIFORNIA ELECTRICAL CODE 2022, CEC 2022 AMENDED
• CALIFORNIA MECHANICAL CODE 2022, CMC 2022 AMENDED
REFERENCE MATERIALS
THESE DRAWINGS ARE BASED ON AT&T RFDS DATED 11 05 2024
• REVISED RFDS PENDING. CONTRACTOR TO USE LATEST VERSION WITH CD'S PER
SCOPE OF WORK.
SPECIAL NOTES
• ALL WORK SHALL BE INSTALLED IN CONFORMANCE WITH CURRENT AT&T CONSTRUCTION INSTALLATION GUIDE.
EXISTING CONDITIONS WILL BE CHANGED & VERIFIED IN FIELD. IF SIGNIFICANT DEVIATIONS OR DETERIORATION
ARE ENCOUNTERED AT THE TIME OF CONSTRUCTION, A REPAIR PERMIT WILL BE OBTAINED & CONTRACTOR
SHALL NOTIFY ENGINEER IMMEDIATELY.
• THESE DRAWINGS ARE FULL SIZE & SCALEABLE ON 11 "X17" SHEET SIZE.
• STATEMENT THAT COMPLIANCE WITH THE ENERGY CODE IS NOT REQUIRED. —SCOPE OF WORK DOES NOT
INVOLVE MODIFICATIONS TO EXTERIOR
ENVELOPE OF BUILDING, HVAC SYSTEMS OR ELECTRICAL LIGHTING.
DO NOT SCALE DRAWINGS
CONTRACTOR SHALL VERIFY ALL PLANS & EXISTING DIMENSIONS & CONDITIONS ON THE JOB SITE & SHALL
IMMEDIATELY NOTIFY THE ARCHITECT OR ENGINEER IN WRITING OF ANY DISCREPANCIES BEFORE PROCEEDING
WITH THE WORK OR BE RESPONSIBLE FOR SAME.
Approved
Re
AT&T
t ; 1452 EDINGER AVENUE, 3RD FLOOR
TUSTIN, CA 92780
amentum
2 ASH STREET, ST #3000
CONSHOHOCKEN, PA 19428
-13C
a r c h i t e c t s
e n g i n e e r s
5661 COLUMBIA PIKE, SUITE 200
FALLS CHURCH, VA 22041-2868
TEL (703) 671-6000
FAX: (703) 671-6300
REVISIONS
REV.
DATE
DESCRIPTION
INMALS
A
01-23-25
ISSUED FOR REVIEW
CG
B
04-22-25
ISSUED FOR REVIEW
SD
0
08-14-25
FINAL CD'S
SD
1
09-05-25
FINAL CD'S
SD
2
09-23-25
FINAL CD'S
SD
NOT FOR CONSTRUCTION UNLESS
LABELED AS FOR CONSTRUCTION
NSI0NgI
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* C 90957 ,k
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LICENSE NUMBER: C90957
EXPIRATION DATE: MARCH 31, 2026
SICA001875
10087160
2120 1/2 SOUTH BRISTOL
SANTA ANA, CA 92704
SHEET TITLE
TITLE SHEET
SHEET NUMBER
T-1
E
CITOF SANTA ANA
Planning and Building Agency
GENERAL CONSTRUCTION
1. FOR THE PURPOSE OF CONSTRUCTION DRAWINGS, THE FOLLOWING DEFINITIONS SHALL APPLY:
CONTRACTOR/CM - AMENTUM
SUB -CONTRACTOR - PER TRADE
OWNER - AT&T WIRELESS
2. ALL SITE WORK SHALL BE COMPLETED AS INDICATED ON THE DRAWINGS AND AT&T PROJECT SPECIFICATIONS.
3. GENERAL CONTRACTOR SHALL VISIT THE SITE AND SHALL FAMILIARIZE HIMSELF WITH ALL CONDITIONS
AFFECTING THE PROPOSED WORK AND SHALL MAKE PROVISIONS. GENERAL CONTRACTOR 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 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 LAWS, 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 CONTRACTOR
SHALL BE RESPONSIBLE FOR OBTAINING A CLARIFICATION FROM THE ENGINEER PRIOR TO PROCEEDING WITH
THE WORK. DETAILS ARE INTENDED TO SHOW 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 ENGINEER PRIOR TO PROCEEDING WITH WORK.
8. THE CONTRACTOR 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 CONTRACTOR
SHALL PROPOSE AN ALTERNATIVE INSTALLATION SPACE FOR APPROVAL BY THE 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 CONFIRM 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. CONTRACTOR 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. CONTRACTOR SHALL NOTIFY THE
GENERAL CONTRACTOR OF ANY EXISTING CONDITIONS THAT DEVIATE FROM THE DRAWINGS PRIOR TO
BEGINNING CONSTRUCTION.
15. CONTRACTOR SHALL PROVIDE WRITTEN NOTICE TO THE CONSTRUCTION MANAGER 48 HOURS PRIOR TO
COMMENCEMENT OF WORK.
16. THE CONTRACTOR SHALL PROTECT EXISTING IMPROVEMENTS, PAVEMENTS, CURBS, LANDSCAPING AND
STRUCTURES. ANY DAMAGED PART SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE TO THE SATISFACTION OF
THE OWNER.
17. THE CONTRACTOR SHALL CONTACT UTILITY LOCATING SERVICES PRIOR TO THE START OF CONSTRUCTION.
18. GENERAL CONTRACTOR SHALL COORDINATE AND MAINTAIN ACCESS FOR ALL TRADES AND CONTRACTORS 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 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 ENGINEER. EXTREME CAUTION SHOULD BE USED BY THE CONTRACTOR WHEN EXCAVATING
OR DRILLING PIERS AROUND OR NEAR UTILITIES. CONTRACTOR 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, AND 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
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. CONTRACTOR 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. CONTRACTOR SHALL SUBMIT A COMPLETE SET OF AS -BUILT REDLINES TO THE GENERAL CONTRACTOR UPON
COMPLETION OF PROJECT AND PRIOR TO FINAL PAYMENT.
31. CONTRACTOR SHALL LEAVE PREMISES IN A CLEAN CONDITION.
32. THE PROPOSED 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. CONTRACTORS SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS AND INSPECTIONS REQUIRED FOR
CONSTRUCTION. IF CONTRACTOR CANNOT OBTAIN A PERMIT, THEY MUST NOTIFY THE GENERAL CONTRACTOR
IMMEDIATELY.
37. CONTRACTOR 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 STROBE LIGHTS ARE PERMITTED. LIGHTING IF REQUIRED, WILL MEET FAA STANDARDS AND
REQUIREMENTS.
ANTENNA MOUNTING
40. DESIGN AND CONSTRUCTION OF ANTENNA SUPPORTS SHALL CONFORM TO CURRENT ANSI/TIA-222 OR
APPLICABLE LOCAL CODES.
41. ALL STEEL MATERIALS SHALL BE GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH ASTM A123 "ZINC
(HOT -DIP GALVANIZED) COATINGS ON IRON AND STEEL PRODUCTS", UNLESS NOTED OTHERWISE.
42. ALL BOLTS, ANCHORS AND MISCELLANEOUS HARDWARE SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM
A153 "ZINC -COATING (HOT -DIP) ON IRON AND STEEL HARDWARE", UNLESS NOTED OTHERWISE.
43. DAMAGED GALVANIZED SURFACES SHALL BE REPAIRED BY COLD GALVANIZING IN ACCORDANCE WITH ASTM
A780.
44. ALL ANTENNA MOUNTS SHALL BE INSTALLED WITH LOCK NUTS, DOUBLE NUTS AND SHALL BE TORQUED TO
MANUFACTURER'S RECOMMENDATIONS.
45. CONTRACTOR SHALL INSTALL ANTENNA PER MANUFACTURER'S RECOMMENDATION FOR INSTALLATION AND
GROUNDING.
46. ALL UNUSED PORTS ON ANY ANTENNAS SHALL BE TERMINATED WITH A 50-OHM LOAD TO ENSURE ANTENNAS
PERFORM AS DESIGNED.
47. PRIOR TO SETTING ANTENNA AZIMUTHS AND DOWNTILTS, ANTENNA CONTRACTOR SHALL CHECK THE ANTENNA
MOUNT FOR TIGHTNESS AND ENSURE THAT THEY ARE PLUMB. ANTENNA AZIMUTHS SHALL BE SET FROM TRUE
NORTH AND BE ORIENTED WITHIN +/- 5% AS DEFINED BY THE RFDS. ANTENNA DOWNTILTS SHALL BE WITHIN
+/- 0.5% AS DEFINED BY THE RFDS. REFER TO ND-00246.
48. JUMPERS FROM THE TMA'S MUST TERMINATE TO OPPOSITE POLARIZATION'S IN EACH SECTOR.
49. CONTRACTOR SHALL RECORD THE SERIAL 1, SECTOR, AND POSITION OF EACH ACTUATOR INSTALLED AT THE
ANTENNAS AND PROVIDE THE INFORMATION TO AT&T.
50. TMA'S SHALL BE MOUNTED ON PIPE DIRECTLY BEHIND ANTENNAS AS CLOSE TO ANTENNA AS FEASIBLE IN A
VERTICAL POSITION.
TORQUE REQUIREMENTS
51. ALL RF CONNECTIONS SHALL BE TIGHTENED BY A TORQUE WRENCH.
52. ALL RF CONNECTIONS, GROUNDING HARDWARE AND ANTENNA HARDWARE SHALL HAVE A TORQUE MARK
INSTALLED IN A CONTINUOUS STRAIGHT LINE FROM BOTH SIDES OF THE CONNECTION.
A. RF CONNECTION BOTH SIDES OF THE CONNECTOR.
B. GROUNDING AND ANTENNA HARDWARE ON THE NUT SIDE STARTING FROM THE THREADS TO THE
SOLID SURFACE. EXAMPLE OF SOLID SURFACE: GROUND BAR, ANTENNA BRACKET METAL.
FIBER & POWER CABLE MOUNTING
53. THE FIBER OPTIC TRUNK CABLES SHALL BE INSTALLED INTO CONDUITS, CHANNEL CABLE TRAYS, OR CABLE
TRAY. WHEN INSTALLING FIBER OPTIC TRUNK CABLES INTO A CABLE TRAY SYSTEM, THEY SHALL BE INSTALLED
INTO AN INTER DUCT AND A PARTITION BARRIER SHALL BE INSTALLED BETWEEN THE 600 VOLT CABLES AND M
THE INTER DUCT IN ORDER TO SEGREGATE CABLE TYPES. OPTIC FIBER TRUNK CABLES SHALL HAVE
APPROVED CABLE RESTRAINTS EVERY (60) SIXTY FEET AND SECURELY FASTENED TO THE CABLE TRAY p
SYSTEM. NFPA 70 (NEC) ARTICLE 770 RULES SHALL APPLY.
54. THE TYPE TC-ER CABLES SHALL BE INSTALLED INTO CONDUITS, CHANNEL CABLE TRAYS, OR CABLE TRAY
AND SHALL BE SECURED AT INTERVALS NOT EXCEEDING (6) SIX FEET. AN EXCEPTION; WHERE TYPE TC-ER
CABLES ARE NOT SUBJECT TO PHYSICAL DAMAGE, CABLES SHALL BE PERMITTED TO MAKE A TRANSITION
BETWEEN CONDUITS, CHANNEL CABLE TRAYS, OR CABLE TRAY WHICH ARE SERVING UTILIZATION EQUIPMENT
OR DEVICES, A DISTANCE (6) SIX FEET SHALL NOT BE EXCEEDED WITHOUT CONTINUOUS SUPPORTING. NFPA
70 (NEC) ARTICLES 336 AND 392 RULES SHALL APPLY.
55. WHEN INSTALLING OPTIC FIBER TRUNK CABLES OR TYPE TC-ER CABLES INTO CONDUITS, NFPA 70 (NEC)
ARTICLE 300 RULES SHALL APPLY.
56-61 RESERVED FOR ADDITIONAL NOTES.
COAXIAL CABLE NOTES
62. TYPES AND SIZES OF THE ANTENNA CABLE ARE BASED ON ESTIMATED LENGTHS. PRIOR TO ORDERING CABLE,
CONTRACTOR SHALL VERIFY ACTUAL LENGTH BASED ON CONSTRUCTION LAYOUT AND NOTIFY THE PROJECT
MANAGER IF ACTUAL LENGTHS EXCEED ESTIMATED LENGTHS.
63. CONTRACTOR SHALL VERIFY THE DOWN -TILT OF EACH ANTENNA WITH A DIGITAL LEVEL.
64. CONTRACTOR SHALL CONFIRM COAX COLOR CODING PRIOR TO CONSTRUCTION.
65. ALL JUMPERS TO THE ANTENNAS FROM THE MAIN TRANSMISSION LINE SHALL BE 1/2" DIA. LDF AND SHALL
NOT EXCEED 6'-0".
66. ALL COAXIAL CABLE SHALL BE SECURED TO THE DESIGNED SUPPORT STRUCTURE, IN AN APPROVED MANNER,
AT DISTANCES NOT TO EXCEED 4'-0" OC.
67. CONTRACTOR SHALL FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS REGARDING BOTH THE INSTALLATION
AND GROUNDING OF ALL COAXIAL CABLES, CONNECTORS, ANTENNAS, AND ALL OTHER EQUIPMENT.
68. CONTRACTOR SHALL GROUND ALL EQUIPMENT. INCLUDING ANTENNAS, RET MOTORS, TMA'S, COAX CABLES, AND
RET CONTROL CABLES AS A COMPLETE SYSTEM. GROUNDING SHALL BE EXECUTED BY QUALIFIED WIREMEN IN
COMPLIANCE WITH MANUFACTURER'S SPECIFICATION AND RECOMMENDATION.
69. CONTRACTOR SHALL PROVIDE STRAIN -RELIEF AND CABLE SUPPORTS FOR ALL CABLE ASSEMBLIES, COAX
CABLES, AND RET CONTROL CABLES. CABLE STRAIN -RELIEFS AND CABLE SUPPORTS SHALL BE APPROVED
FOR THE PURPOSE. INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS AND
RECOMMENDATIONS.
70. CONTRACTOR TO VERIFY THAT EXISTING COAX HANGERS ARE STACKABLE SNAP IN HANGERS, IF EXISTING
HANGERS ARE NOT STACKABLE SNAP IN HANGERS THE CONTRACTOR SHALL REPLACE EXISTING HANGERS WITH
NEW SNAP IN HANGERS IF APPLICABLE.
GENERAL CABLE AND EQUIPMENT NOTES
71. CONTRACTOR SHALL BE RESPONSIBLE TO VERIFY ANTENNA, TMAS, DIPLEXERS, AND COAX CONFIGURATION,
MAKE AND MODELS PRIOR TO INSTALLATION.
72. ALL CONNECTIONS FOR HANGERS, SUPPORTS, BRACING, ETC. SHALL BE INSTALLED PER TOWER
MANUFACTURER'S RECOMMENDATIONS.
73. CONTRACTOR SHALL REFERENCE THE TOWER STRUCTURAL ANALYSIS/DESIGN DRAWINGS FOR DIRECTIONS ON
CABLE DISTRIBUTION/ROUTING.
74. ALL OUTDOOR RF CONNECTORS/CONNECTIONS SHALL BE WEATHERPROOFED, EXCEPT THE RET CONNECTORS,
USING BUTYL TAPE AFTER INSTALLATION AND FINAL CONNECTIONS ARE MADE. BUM TAPE SHALL HAVE A
MINIMUM OF ONE-HALF TAPE WIDTH OVERLAP ON EACH TURN AND EACH LAYER SHALL BE WRAPPED THREE
TIMES. WEATHERPROOFING SHALL BE SMOOTH WITHOUT BUCKLING. BUM BLEEDING IS NOT ALLOWED.
75. IF REQUIRED TO PAINT ANTENNAS AND/OR COAX:
A. TEMPERATURE SHALL BE ABOVE 50' F.
B. PAINT COLOR MUST BE APPROVED BY BUILDING OWNER/LANDLORD.
C. FOR REGULATED TOWERS, FAA/FCC APPROVED PAINT IS REQUIRED.
D. DO NOT PAINT OVER COLOR CODING OR ON EQUIPMENT MODEL NUMBERS.
76. ALL CABLES SHALL BE GROUNDED WITH COAXIAL CABLE GROUND KITS. FOLLOW THE MANUFACTURER'S
RECOMMENDATIONS.
A. GROUNDING AT THE ANTENNA LEVEL.
B. GROUNDING AT MID LEVEL, TOWERS WHICH ARE OVER 200'-0", ADDITIONAL CABLE GROUNDING REQUIRED.
C. GROUNDING AT BASE OF TOWER PRIOR TO TURNING HORIZONTAL.
D. GROUNDING OUTSIDE THE EQUIPMENT SHELTER AT ENTRY PORT.
E. GROUNDING INSIDE THE EQUIPMENT SHELTER AT THE ENTRY PORT.
77. ALL PROPOSED GROUND BAR DOWNLEADS ARE TO BE TERMINATED TO THE EXISTING ADJACENT GROUND BAR
DOWNLEADS A MINIMUM DISTANCE OF 4'-0" BELOW GROUND BAR. TERMINATIONS MAY BE EXOTHERMIC OR
COMPRESSION.
Approved
AT&T
1452 EDINGER AVENUE, 3RD FLOOR
TUSTIN, CA 92780
4�� amentum
2 ASH STREET, ST #3000
CONSHOHOCKEN, PA 19428
s r c h 1 t e c t s
c n g i n e e r s
5661 COLUMBIA PIKE, SUITE 200
FALLS CHURCH, VA 22041-2868
TEL (703) 671-6000
FAX: (703) 671-6300
REVISIONS
REV.
DATE
DESCRIPTION
INMALS
A
01-23-25
ISSUED FOR REVIEW
CG
B
04-22-25
ISSUED FOR REVIEW
SD
0
08-14-25
FINAL CD'S
SD
1
09-05-25
FINAL CD'S
SD
2
09-23-25
FINAL CD'S
SD
NOT FOR CONSTRUCTION UNLESS
LABELED AS FOR CONSTRUCTION
SI C�ql
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LICENSE NUMBER: C90957
EXPIRATION DATE: MARCH 31, 2026
SICA001875
10087160
2120 1/2 SOUTH BRISTOL
SANTA ANA, CA 92704
SHEET TITLE
NOTES AND
SPECIFICATIONS
SHEET NUMBER
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CIT, OF SANTA ANA
Planning and Building Agency
Approved
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TUSTIN, CA 92780
amentum
2 ASH STREET, ST #3000
CONSHOHOCKEN, PA 19428
a r c h i t e c t s
e n g i n e e r s
5661 COLUMBIA PIKE, SURE 200
FALLS CHURCH, VA 22041-2868
TEL (703) 671-6000
FAX: (703) 671-6300
REVISIONS
REV.
DATE
DESCRIPTION
INMALS
A
01-23-25
ISSUED FOR REVIEW
CG
B
04-22-25
ISSUED FOR REVIEW
SD
0
08-14-25
FINAL CD'S
SD
1
09-05-25
FINAL CD'S
SD
2
09-23-25
FINAL CD'S
SD
NOT FOR CONSTRUCTION UNLESS
LABELED AS FOR CONSTRUCTION
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LICENSE NUMBER: C90957
EXPIRATION DATE: MARCH 31, 2026
SICA001875
10087160
2120 1/2 SOUTH BRISTOL
SANTA ANA, CA 92704
SHEET TITLE
SITE PLAN
SHEET NUMBER
TRUE NORTH A-0
SCALE:1 "=80' (11 x17)
SCALE:1 "=40' (2436)
CI -[:OF SANTA ANA
Planning and Building Agency
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SCALE:1 "=5' (11 x 17)
SCALE:1 "=2.5' (2436)
Approved
to
AT&T
1452 EDINGER AVENUE, 3RD FLOOR
TUSTIN, CA 92780
amentum
2 ASH STREET, ST #3000
CONSHOHOCKEN, PA 19428
BC
a r c h i t e c t s
e n g i n c e r s
5661 COLUMBIA PIKE, SUITE 200
FALLS CHURCH, VA 22041-2868
TEL (703) 671-6000
FAX: (703) 671-6300
REVISIONS
REV.
DATE
DESCRIPTION
INMALS
A
01-23-25
ISSUED FOR REVIEW
CG
B
04-22-25
ISSUED FOR REVIEW
SD
0
08-14-25
FINAL CD'S
SD
1
09-05-25
FINAL CD'S
SD
2
09-23-25
FINAL CD'S
SD
NOT FOR CONSTRUCTION UNLESS
LABELED AS FOR CONSTRUCTION
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LICENSE NUMBER: C90957
EXPIRATION DATE: MARCH 31, 2026
SICA001875
10087160
2120 1/2 SOUTH BRISTOL
SANTA ANA, CA 92704
SHEET TITLE
COMPOUND PLAN
SHEET NUMBER
A-1
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1. INSTALL (1) —48V RECTIFIER IN THE DC POWER PLANT
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6648 & (1) DAFT IN (E) AT&T 1 C48241500-48/24V DC CONVERTERS
FIF RACK & (12) (E) 12HTB21OF BATTERIES
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AT&T TELCO BOX
AT&T VENT
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Approved
AT&T
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n; 1452 EDINGER AVENUE, 3RD FLOOR
TUSTIN, CA 92780
amentum
2 ASH STREET, ST #3000
CONSHOHOCKEN, PA 19428
r c h i t e c t s
n g i n e e r s
5661 COLUMBIA PIKE, SUITE 200
FALLS CHURCH, VA 22041-2868
TEL (703) 671-6000
FAX: (703) 671-6300
REVISIONS
REV.
DATE
DESCRIPTION
INRIALS
A
01-23-25
ISSUED FOR REVIEW
CG
B
04-22-25
ISSUED FOR REVIEW
SD
0
08-14-25
FINAL CD'S
SD
1
09-05-25
FINAL CD'S
SD
2
09-23-25
FINAL CD'S
SD
NOT FOR CONSTRUCTION UNLESS
LABELED AS FOR CONSTRUCTION
SICA001875
10087160
2120 1/2 SOUTH BRISTOL
SANTA ANA, CA 92704
SHEET TITLE
PROPOSED
EQUIPMENT PLAN
SHEET NUMBER
A-1.1
E
CIT, OF SANTA ANA
Planning and Building Agency
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R48-2000E3 RECTIFIER DETAIL
1m4-210mliammilmul
DC OUTPUT VOLTAGE
DC OUTPUT POWER AND CURRENT
POWER DERATING BASED ON INPUT VOLTAGE
POWER DERATING BASED ON TEMPERATURE
AC INPUT VOLTAGE
PERMITTED VARIATION
HARMONIC CONTENT
OPERATING AMBIENT TEMPERATURE RANGE
TEMPERATURE COEFFICIENT
RELATIVE HUMIDITY
ALTITUDE
SURGE PROTECTION
HIGH VOLTAGE CATEGORY
SINGLE RECTIFIER AUDIBLE NOISE
POWER DISTRIBUTION SYSTEM
EMC
EMI LOAD RANGE
SAFETY
DIMENSIONS (H X W X D)
WEIGHT
—42 VDC TO —58 VDC
2000W (41.7A) ® 120/208/240 VAC INPUT AND —48VDC OUTPUT
176 VAC TO 300 VAC
+55 'C (+131 'F)
NOMINAL 120/208/240 VAC
85 TO 300 VAC
S 5% FROM 50% TO 100% OF RATED LOAD
+55 'C (+131 'F) TO +80 'C (+176 'F) WITH DERATING OUTPUT
—40 'C (-40 'F) TO +55 'C (+131 'F) WITH FULL POWER PERFORMANCE
0.02% PER DEGRESS CELSIUS
0 TO 95%
2000M / 6560 FT AT FULL POWER
COMPLIANCE WITH EN61000-4-5
II
AT +25 'C S 50 DB(A)
TN/Tr/IT
ETSI EN 386, FCC CFR 47 PART 15 CLASS B, TELCORDIA GR-1089—CORE
10 — 100%
IEC 60950, EN 60950, UL 60950
42.0 (HEIGHT) X 84.5 (WIDTH) X 252.5 (DEPTH) IN MM
1.7 (HEIGHT) X 3.3 (WIDTH) X 9.9 (DEPTH) IN INCHES
1.13 KG (2.49 LBS)
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Approved
AT&T
ter�lQ:..
1452 EDINGER AVENUE, 3RD FLOOR
TUSTIN, CA 92780
i� amentum
2 ASH STREET, ST #3000
CONSHOHOCKEN, PA 19428
BC
r c h i t e c t s
e n g i n e e r s
5661 COLUMBIA PIKE, SUITE 200
FALLS CHURCH, VA 22041-2868
TEL (703) 671-6000
FAX: (703) 671-6300
REVISIONS
REV.
DATE
DESCRIPTION
INMALS
A
01-23-25
ISSUED FOR REVIEW
CG
B
04-22-25
ISSUED FOR REVIEW
SD
0
08-14-25
FINAL CD'S
SD
1
09-05-25
FINAL CD'S
SD
2
09-23-25
FINAL CD'S
SD
NOT FOR CONSTRUCTION UNLESS
LABELED AS FOR CONSTRUCTION
� N SI�NgI
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LICENSE NUMBER: C90957
EXPIRATION DATE: MARCH 31, 2026
SICA001875
10087160
2120 1/2 SOUTH BRISTOL
SANTA ANA, CA 92704
SHEET TITLE
GROUND EQUIPMENT
DETAIL
SHEET NUMBER
A-1.2
1
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CITY OF SANTA ANA
Planning and Building Agency
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ANTENNA (TO BE RELOCATED)
RRU'S (TO BE REMAIN)
AT&T ALPHA SECTOR
ANTENNA'S ON (E) SECTOR FRAME
ANTENNAS (TYP.)
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(N) AT&T EQUIPMENT:
(1) ANTENNA
E) AT&T ALPHA SECTOR
ANTENNA'S ON (E) SECTOR FRAME
(E) & (N) AT&T
EQUIPMENT IN (E)
EQUIPMENT SHELTER
(E) CHAIN LINK
SECURITY FENCE
Approved
AT&T
M ter�lQ:..
D t ; 1452 EDINGER AVENUE, 3RD FLOOR
TUSTIN, CA 92780
amentum
2 ASH STREET, ST #3000
CONSHOHOCKEN, PA 19428
BC
r c h i t e c t s
n g i n e e r s
5661 COLUMBIA PIKE, SUITE 200
FALLS CHURCH, VA 22041-2868
TEL (703) 671-6000
FAX: (703) 671-6300
REVISIONS
REV.
DATE
DESCRIPTION
INRIALS
A
01-23-25
ISSUED FOR REVIEW
CG
B
04-22-25
ISSUED FOR REVIEW
SD
0
08-14-25
FINAL CD'S
SD
1
09-05-25
FINAL CD'S
SD
2
09-23-25
FINAL CD'S
SD
NOT FOR CONSTRUCTION UNLESS
LABELED AS FOR CONSTRUCTION
NSI0NgI
Q 'P, rn
* C 90957 ,k
s� 9 Z3. ZS �Q
9� C (3�
let,CIVI
pF CA
LICENSE NUMBER: C90957
EXPIRATION DATE: MARCH 31, 2026
SICA001875
10087160
2120 1/2 SOUTH BRISTOL
SANTA ANA, CA 92704
SHEET TITLE
EXISTING &
PROPOSED SOUTH
TOWER ELEVATION
SHEET NUMBER
A-2
SCALE:1 "=10' (11 x 17) 1 2
SCALE:1 "=5' (24x36)
E
CITY OF SANTA ANA
Planning and Building Agency
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SCALE IN FEET
0 5 10 20 30
EXISTING EAST ELEVATION
SCALE IN FEET
0 5 10 20 30
SCALE:1 "=10' (11 x 17)
SCALE:1"=5' (2436) 1 1 PROPOSED EAST ELEVATION
N) AT&T EQUIPMENT:
1) ANTENNA
Approved
AT&T
M ter�lQ:..
D t ; 1452 EDINGER AVENUE, 3RD FLOOR
TUSTIN, CA 92780
amentum
2 ASH STREET, ST #3000
CONSHOHOCKEN, PA 19428
BC
r c h i t e c t s
e n g i n e e r s
5661 COLUMBIA PIKE, SUITE 200
FALLS CHURCH, VA 22041-2868
TEL (703) 671-6000
FAX: (703) 671-6300
REVISIONS
REV.
DATE
DESCRIPTION
INMALS
A
01-23-25
ISSUED FOR REVIEW
CG
B
04-22-25
ISSUED FOR REVIEW
SD
0
08-14-25
FINAL CD'S
SD
1
09-05-25
FINAL CD'S
SD
2
09-23-25
FINAL CD'S
SD
NOT FOR CONSTRUCTION UNLESS
LABELED AS FOR CONSTRUCTION
- � IESN SI0NgI
Q v rn
J X
* C 90957 ,k
s� 9 Z3. ZS �Q
9� CIVIC (3�
FOF CA`�F
LICENSE NUMBER: C90957
EXPIRATION DATE: MARCH 31, 2026
SICA001875
10087160
2120 1/2 SOUTH BRISTOL
SANTA ANA, CA 92704
SHEET TITLE
EXISTING &
PROPOSED EAST
TOWER ELEVATION
SHEET NUMBER
A-2.1
SCALE: 1"=10' (11x17) 2
SCALE:1 "=5' (24x36) 11
E
CITOF SANTA ANA
Planning and Building Agency
NOTES:
1. GENERAL CONTRACTOR IS TO FIELD VERIFY ALL EXISTING ANTENNA RAD CENTERS, ANTENNA TIP HEIGHTS WITH A PRE -TAPE DROP, AND AZIMUTHS PRIOR
TO CONSTRUCTION. ALL CHANGES TO THE ANTENNA POSITIONS, AZIMUTHS, AND RAD CENTERS NEED TO BE DISCUSSED WITH RF AND AT&T FIELD
CONSTRUCTION MANAGER. ALL CHANGES SHALL BE NOTED ON CONSTRUCTION AS BUILTS.
2. TOWER AND TOWER FOUNDATION DESIGN HAS BEEN PREPARED AND PROVIDED BY OTHERS. REFER TO MANUFACTURER'S APPROVED TOWER DRAWINGS OR
CURRENT STRUCTURAL ANALYSIS. THE RF RAD CENTER OF THE PROPOSED ANTENNAS AND MOUNTING PLATFORM ARE BASED ON INFORMATION PROVIDED
THROUGH AT&T.
3. THIS DRAWING IS A GRAPHICAL REPRESENTATION OF THE TOWER, THE RF RAD CENTER OF THE PROPOSED ANTENNAS AND PROPOSED MOUNTING
PLATFORM/SECTOR FRAME BASED ON INFORMATION PROVIDED THROUGH AT&T, AND /OR ANALYZED BY OTHERS. BC ARCHITECTS ENGINEERS CERTIFIES
ONLY THAT INFORMATION PROVIDED TO BC ARCHITECTS ENGINEERS FOR THE PREPARATION OF THESE PLANS AND IS NOT CERTIFYING NOR WARRANTING
THE DESIGN NOR VERIFYING THE ANALYTICAL RESULTS OF THE STRUCTURAL ANALYSIS PERFORMED BY OTHERS
4. THE CONTRACTOR SHALL VERIFY THE LOCATION OF THE PROPOSED CABLES, CABLE LADDER, AND/OR OTHER CABLE SUPPORTING SYSTEM PER CURRENT
STRUCTURAL ANALYSIS.
5. ALL COAX CABLES SHALL BE STACKED IN ACCORDANCE WITH THE CURRENT STRUCTURAL ANALYSIS. THE CONTRACTOR OR SUBCONTRACTOR SHALL
FURNISH AND INSTALL CABLE LADDER RACK, CABLE TRAYS, ETC., AND/OR CONDUIT AS REQUIRED TO SUPPORT CABLES
0
m 6. THE CONTRACTOR SHALL VERIFY WITH CONSTRUCTION TURF VENDORS 48 HOURS PRIOR TO INSTALLATION OF ALL EQUIPMENT/RF CONFIGURATION AND
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ANY RELATED WORK RELATED TO THE COMPLETION OF THIS PROJECT.
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U
0
w
g
ROTATE (E) AT&T
GAMMA SECTOR MOUNT
TO MATCH AZIMUTHS —
RELOCATE (E) AT&T
= INTEGRATED ANTENNA (TYP. 1
3 I PER SECTOR, 3 TOTAL)
a
(E) AT&T PANEL
ANTENNA (TYP. 3 PER
~ SECTOR, 9 TOTAL)
w
0
w
o (E) AT&T RRUS 32 B30 (TYP.
1 PER SECTOR, 3 TOTAL)
U
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w
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SCALE IN FEET
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12" 0 2,-0 4,-0 6'-0"
0
z
EXISTING ANTENNA PLAN
#C
#B4
o
TOWER SCOPE OF WORK:
** RELOCATE POS2 MAST PIPE TO ACHIEVE 24" SEPARATIONS**
TOPSIDE:
1. REPLACE POS 2 MAST PIPES W/ 2-7/8" (1) PER SECTOR
2. INSTALL (3) AIR6419 B77G ANTENNAS STACKED ABOVE THE (E) AIR6449 B77D ON POS A2,82,C2
m
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SECTOR ALPHq #
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(E) AT&T 4478 B14
(TYP. 1 PER SECTOR, 3 TOTAL)
#A3
#B1
SECTOR ALPHq
AZ=100°
EMOVE (E) PIPE MAST
(TYP. 1 PER SECTOR, 3 TOTAL)
#B
#A2
SECTOR ALp �P
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- #B4
SECTOR ALPHA /
#A1 AZ=100° /t
TRUE NORTH
SCALE:1 4"=1' 11x17
SCALE:1/2"=1' (2436
SCALE IN FEET
12 0 2'-0" 4'-0" 6'-0"
PROPOSED ANTENNA PLAN
Q5
m
CA
v;
U
2',0„
#A3
i
N
i
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NOTE: GROUND ALL (N) EQUIPMENT
TO GROUND BARS WITH THE
APPROPRIATE GROUND WIRE SIZES
AND TYPES DETERMINED BY MFG &
AT&T SPECIFICATIONS
SECTOR ALPHq
AZ=100°
INSTALL (N) AT&T 2-7/8" OD X 10' PIPE
MAST USING XF-2525 CROSSOVER PLATE
(TYP. 1 PER SECTOR, 3 TOTAL)
447 SECTOR ALPHA
#A1 AZ=100°
INSTALL (N) AT&T AIR6419 B77G
INTEGRATED ANTENNA ABOVE (E)
RELOCATED AIR6449 B77D INTEGRATED
ANTENNA (TYP. 1 PER SECTOR, 3 TOTAL)
TRUE NORTH
SCALE: 1 /2"=1 ' ( (2436) 2
Approved
\�= °;, AT&T
.
te1gQ:..��
� .
m 1452 EDINGER AVENUE, 3RD FLOOR
TUSTIN, CA 92780
amentum
2 ASH STREET, ST #3000
CONSHOHOCKEN, PA 19428
r c h i t e c t s
n i n e e r s
5661 COLUMBIA PIKE, SUITE 200
FALLS CHURCH, VA 22041-2868
TEL (703) 671-6000
FAX: (703) 671-6300
REVISIONS
REV.
DATE
DESCRIPTION
INRIALS
A
01-23-25
ISSUED FOR REVIEW
CG
B
04-22-25
ISSUED FOR REVIEW
SD
0
08-14-25
FINAL CD'S
SD
1
09-05-25
FINAL CD'S
SD
2
09-23-25
FINAL CD'S
SD
NOT FOR CONSTRUCTION UNLESS
LABELED AS FOR CONSTRUCTION
SICA001875
10087160
2120 1/2 SOUTH BRISTOL
SANTA ANA, CA 92704
SHEET TITLE
EXISTING &
PROPOSED
ANTENNA PLAN
SHEET NUMBER
A-3
E
CITOF SANTA ANA
Planning and Building Agency
0
m
x
0
w
a
iJ
U
w
U
Uj
w
W
w
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0
U)
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THE DESIGN SHOWN IN THESE DRAWINGS IS BASED ON INFORMATION GATHERED FROM AT&T RFDS ID: RFDS-34561 DATED 11/05/2024
SECTOR 1
DC SURGE/DISTRIBUTION &
COAX/DC/FIBER
SECTOR
ANTENNA
ANTENNA
MAKE
MODEL
RAD. CTR
TOP OF
AZIMUTH
RRH
TECHNOLOGY
POSITION
FT. AGL.
ANTENNAS
LTE 700
LTE 850
#1
COMMSCOPE
NNH4-65C-R6-V3
57'-0"
61'-0"
100°
(1) (E) 4449 B5/B12
LTE 1900
(1) (E) 8843 B2/B66A
LTE AWS
CBAND
#2
ERICSSON
AIR6449 B77D
59'-0"
60'-2"
100'
INTEGRATED
ALPHA
LTE 700
#3
KATHREIN
80010966
57'-0"
61'-0"
100°
(1) (E) 4478 B14
(E) RRUS-32 B30
LTE WCS
#4
KATHREIN
80010866
57'-0"
61'-0"
100°
j(1)
(1) (E) RRUS-E2 B29
LTE 700
GROUND
SECTOR 2
SECTOR
ANTENNA
TECHNOLOGY
ANTENNA
MAKE
MODEL
RAD. CTR
FT. AGL.
TOP OF
AZIMUTH
RRH
POSITION
ANTENNAS
LTE 850
#1
COMMSCOPE
(1) (E) 4449 B5/B12
LTE 1900
NNH4-65C-R6-V3
57'-0"
61'-0"
220°
(1) (E) 8843 32/1366A
LTE AWS
(4) (E) DC6-48-60-18-8F
CBAND
#2
ERICSSON
AIR6449 B77D
59'-0"
60'-2"
220'
INTEGRATED
(7) (E) WR-VG86ST-BRD DC
BETA
TRUNKS
(3) (E) 0.39" PAIR FIBER TRUNKS
LTE 700
#3
KATHREIN
80010966
57'-0"
61'-0"
220`
(1) (E) 4478 B14
18) (E) LDF5-50A COAX CABLES
(1) (E) 123-171-XX COAX CABLES
LTE WCS
#4
KATHREIN
80010866
57'-0"
61'-0"
220°
(1) (E) RRUS-32 B30
(1) (E) 2" INNERDUCT CONDUIT
LTE 700
(1) (E) RRUS-E2 B29
GROUND
SECTOR 3
SECTOR
ANTENNA
ANTENNA
MAKE
MODEL
RAD. CTR
TOP OF
AZIMUTH
RRH
TECHNOLOGY
POSITION
FT. AGL.
ANTENNAS
LTE 700
LTE 850
#1
COMMSCOPE
NNH4-65C-R6-V3
57'_0"
61'-0"
340°
(1) (E) 4449 B5/B12
LTE 1900
(1) (E) 8843 32/1366A
LTE AWS
CBAND
#2
ERICSSON
AIR6449 B77D
59'-0"
60'-2"
340'
INTEGRATED
GAMMA
LTE 700
#3
KATHREIN
80010966
57'-0"
61'-0"
340°
(1) (E) 4478 B14
(E) RRUS-32 B30
LTE WCS
# 4
KATHREIN
80010866
57'-0"
61'-0"
340°
1(1)
(1) (E) RRUS-E2 B29
LTE 700
GROUND
M
U
SECTOR 1
DC SURGE/DISTRIBUTION &
COAX/DC/FIBER
SECTOR
ANTENNA
ANTENNA
MAKE
MODEL
RAD. CTR
TOP OF
AZIMUTH
RRH
TECHNOLOGY
POSITION
FT. AGL.
ANTENNAS
LTE 700
LTE 850
(1) (E) 4449 B5/B12
LTE 1900
#1
COMMSCOPE
NNH4-65C-R6-V3
57'-0"
61'-0"
100'
(1) (E) 8843 132/1366A
LTE AWS
513 DOD
AIR6419 B77G
59'-10"
INTEGRATED
5G CBAND
#2
ERICSSON
AIR6449 B77D
56'-6"
„
61 -0
10Or
INTEGRATED
ALPHA
LTE 700
#3
KATHREIN
80010966
57'-0"
61'-0"
100°
(1) (E) 4478 B14
(1) (E) RRUS-32 B30
LTE WCS
#4
KATHREIN
80010866
57'-0"
61'-0"
100'
(1) (E) RRUS-E2 B29
LTE 700
GROUND
SECTOR 2
SECTOR
ANTENNA
TECHNOLOGY
ANTENNA
MAKE
MODEL
RAD. CTR
TOP OF
AZIMUTH
RRH
POSITION
FT. AGL.
ANTENNAS
LTE 700
LTE 850
(1) (E) 4449 B5/B12
LTE 1900
#1
COMMSCOPE
NNH4-65C-R6-V3
57'_0"
61'-0"
220"
(1) (E) 8843 32/1366A
LTE AWS
(4) (E) DC6-48-60-18-8F
5G DOD
# 2
ERICSSON
AIR6419 B77G
AIR6449 B77D
59-10"
56'-6"
61 -0
220'
INTEGRATED
BETA
5G CBAND
INTEGRATED
(7) (E) WR-VG86ST-BRD DC
TRUNKS
LTE 700
#3
KATHREIN
80010966
57'-0"
61'-0"
220'
(1) (E) 4478 B14
(3) (E) 0.39" PAIR FIBER TRUNKS
18) (E) LDF5-50A COAX CABLES
(1) (E) 123-171-XX COAX CABLES
(1) (E) RRUS-32 B30
LTE WCS
#4
KATHREIN
80010866
57'-0"
61'-0"
220°
(1) (E) RRUS-E2 B29
(1) (E) 2" INNERDUCT CONDUIT
LTE 700
GROUND
SECTOR 3
SECTOR
ANTENNA
ANTENNA
MAKE
MODEL
RAD. CTR
TOP OF
AZIMUTH
RRH
TECHNOLOGY
POSITION
FT. AGL.
ANTENNAS
LTE 700
LTE 850
(1) (E) 4449 135/1312
LTE 1900
#1
COMMSCOPE
NNH4-65C-R6-V3
57'-O"
61'-0"
355'
(1) (E) 8843 B2/B66A
LTE AWS
513 DOD
#2
ERICSSON
596 =16 „
61'-0"
355'
INTEGRATED
5G CBAND
AIR6449 B77D
INTEGRATED
GAMMA
LTE 700
#3
KATHREIN
80010966
57'-0"
61'-0"
355'
(1) (E) 4478 B14
(1) (E) RRUS-32 B30
LTE WCS
#4
KATHREIN
80010866
57'-0"
61'-0"
355'
(1) (E) RRUS-E2 B29
LTE 700
(GROUND)
EXISTING ANTENNA SCHEDULE 1 1 (PROPOSED ANTENNA SCHEDULE
Approved
AT&T
ter,lQ:..
1452 EDINGER AVENUE, 3RD FLOOR
TUSTIN, CA 92780
amentum
2 ASH STREET, ST #3000
CONSHOHOCKEN, PA 19428
r c h i t e c t s
n g s n e e r s
5661 COLUMBIA PIKE, SUITE 200
FALLS CHURCH, VA 22041-2868
TEL (703) 671-6000
FAX: (703) 671-6300
REVISIONS
REV.
DATE
DESCRIPTION
INRIALS
A
01-23-25
ISSUED FOR REVIEW
CG
B
04-22-25
ISSUED FOR REVIEW
SD
0
08-14-25
FINAL CD'S
SD
1
09-05-25
FINAL CD'S
SD
2
09-23-25
FINAL CD'S
SD
NOT FOR CONSTRUCTION UNLESS
LABELED AS FOR CONSTRUCTION
SICA001875
10087160
2120 1/2 SOUTH BRISTOL
SANTA ANA, CA 92704
SHEET TITLE
EXISTING &
PROPOSED ANTENNA
SCHEDULE
SHEET NUMBER
A-4
2
E
CIT, OF SANTA ANA
Planning and Building Agency
0
W
H
m
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(N) AT&T XF
CROSSOVER
(N) AT&T All
INTEGRATED
(N) 2-7/8'
X 10' PIPE
POSITION 12
(ALL SECTORS)
ANTENNA MOUNTING DETAIL I N.T.S 1 1 1
N
y 7.9"
ERICSSON AIR 6419 B77G
DIMENSIONS, HxWxD: 28.3*06.1"x7.9"
POWER CONSUMPTION: 1200 WATTS 0 MAX LOAD
TOTAL WEIGHT: 66.1 LBS
PORTS: 20 0/25 GBPS eCPRI PORTS
NOTES:
1.0 GENERAL
1,1 ALL METRIC DIMENSIONS ARE IN BRACKETS
1,2 FOR PATENTS, SEE WWW.CS-PAT.COM
2.0 DESIGN NOTES
3.0 MANUFACTURING/SPECIAL REQUIRMENTS
4.0 TEST
5.0 PACKAGING
PRODUCT PLATE (CITY 1) U-BOLT #1 CITY U-BOLT #2 CITY
XP-2020
XPU01
GUB-4240
4
-
-
XP-2025
XPU01
GUB-4240
2
GUB-4352
2
XP-2030
XPU01
GUB-4240
2
GUB-4355
2
/fig XP-2035
XPU02
GUB52440
2
GUB-53560
2
XP-2040
XPU02
GUB52440
2
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2
XP-2525
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GUB-4352
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2
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2
XP-4040
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GUB-5456
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R6419 B77G ANTENNA DETAIL I N.T.S 121 XP-2525 CROSSOVER PLATE DETAIL
REVISIONS
REV,
ECN
DESCRIPTION
BY
DATE
A
8=WS681
INTIAL RELEASE
RDLS
07103/18
B
8D0 6044
1 ADDED XP-2035
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711812019
COMMSCOPE, INC. OF NORTH CAROLINA
70LERANCES SAP MATERIAL MASTER
1PLACE .Xf .25 3PLACE.XXXt 0.06 SEE TABLE
2 PLACE ,XX t 0.12 ANGLES t 2°
FINISH MATERIAL
GALV A123 A10111A1018 GR 36
DENSITY 0,28 Ibslin'
MASS 12,61 IbB
VOLUME 45.33 In'
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NAME
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SIZE
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REV18
01
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01
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SHEET
1 OF 1
N.T.S
M
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Approved
AT&T
ter�lQ:..
?; 1452 EDINGER AVENUE, 3RD FLOOR
TUSTIN, CA 92780
i� amentum
2 ASH STREET, ST #3000
CONSHOHOCKEN, PA 19428
BC
r c h i t e c t s
e n g i n e e r s
5661 COLUMBIA PIKE, SUITE 200
FALLS CHURCH, VA 22041-2868
TEL (703) 671-6000
FAX: (703) 671-6300
REVISIONS
REV.
DATE
DESCRIPTION
INMALS
A
01-23-25
ISSUED FOR REVIEW
CG
B
04-22-25
ISSUED FOR REVIEW
SD
0
08-14-25
FINAL CD'S
SD
1
09-05-25
FINAL CD'S
SD
2
09-23-25
FINAL CD'S
SD
NOT FOR CONSTRUCTION UNLESS
LABELED AS FOR CONSTRUCTION
� N SI C�ql
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LICENSE NUMBER: C90957
EXPIRATION DATE: MARCH 31, 2026
SICA001875
10087160
2120 1/2 SOUTH BRISTOL
SANTA ANA, CA 92704
SHEET TITLE
TOWER EQUIPMENT
DETAILS
SHEET NUMBER
A-5
E
w
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GROUNDING NOTES
GROUNDING NOTES
1.
GROUNDING SHALL COMPLY WITH NEC ART. 250. ADDITIONALLY, GROUNDING, BONDING AND LIGHTING PROTECTION SHALL BE
ADVERSE FINDINGS TO THE CONTRACTOR FOR RESOLUTION.
DONE IN ACCORDANCE WITH METRO MOD CELL SITE GROUNDING STANDARDS.
12.
ALL GROUND ELECTRODE SYSTEMS (INCLUDING TELECOMMUNICATION, RADIO, LIGHTNING PROTECTION, AND AC POWER GES'S)
2.
GROUND CABLE SHIELDS MINIMUM AT BOTH ENDS USING MANUFACTURERS CABLE GROUNDING KITS SUPPLIED BY PROJECT
SHALL BE BONDED TOGETHER, AT OR BELOW GRADE, BY TWO OR MORE COPPER BONDING CONDUCTORS IN ACCORDANCE
OWNER.
WITH THE NEC.
3.
USE #6 COPPER STRANDED WIRE WITH GREEN COLOR INSULATION FOR ABOVE GRADE GROUNDING (UNLESS OTHERWISE
13.
THE SUBCONTRACTOR SHALL PERFORM IEEE FALL —OF —POTENTIAL RESISTANCE TO EARTH TESTING (PER IEEE 1100 AND 81)
SPECIFIED) AND #2 SOLID TINNED BARE COPPER WIRE FOR BELOW GRADE GROUNDING AS INDICATED ON THE DRAWING.
FOR NEW GROUND ELECTRODE SYSTEMS. THE SUBCONTRACTOR SHALL FURNISH AND INSTALL SUPPLEMENTAL GROUND
ELECTRODES AS NEEDED TO ACHIEVE A TEST RESULT OF 5 OHMS OR LESS.
4.
ALL POWER AND GROUND CONNECTIONS TO BE CRIMP —STYLE, COMPRESSION WIRE LUGS AND WIRE NUTS BY HARGER (OR
APPROVED EQUAL) RATED FOR OPERATION AT NO LESS THAN 75-C OR CADWELD EXOTHERMIC WELD. DO NOT ALLOW BARE
14.
METAL RACEWAY SHALL NOT BE USED AS THE NEC REQUIRED EQUIPMENT GROUND CONDUCTOR. STRANDED COPPER
COPPER WIRE TO BE IN CONTACT WITH GALVANIZED STEEL..
CONDUCTORS WITH GREEN INSULATION, SIZED IN ACCORDANCE WITH THE NEC, SHALL BE FURNISHED AND INSTALLED WITH
THE POWER CIRCUITS TO BTS EQUIPMENT.
5.
ROUTE GROUNDING CONDUCTORS ALONG THE SHORTEST AND STRAIGHTEST PATH POSSIBLE, EXCEPT AS OTHERWISE INDICATED.
GROUNDING LEADS SHOULD NEVER BE BENT AT RIGHT ANGLE. ALWAYS MAKE AT LEAST 12' RADIUS BENDS. #6 WIRE CAN
15.
EACH BTS CABINET FRAME SHALL BE DIRECTLY CONNECTED TO THE MASTER GROUND BAR WITH GREEN INSULATED
BE BENT AT 6' RADIUS WHEN NECESSARY. BOND ANY METAL OBJECTS WITHIN 6 FEET OF PROJECT OWNER EQUIPMENT OR
SUPPLEMENTAL EQUIPMENT GROUND WIRES, 6 AWG STRANDED COPPER OR LARGER FOR INDOOR BTS; 2 AWG SOLID COPPER
CABINET TO MASTER GROUND BAR OR GROUNDING RING.
FOR OUTDOOR BTS.
6.
CONNECTIONS TO GROUND BARS SHALL BE MADE WITH TWO HOLE COMPRESSION TYPE COPPER LUGS. APPLY OXIDE
16.
EXOTHERMIC WELDS SHALL BE USED FOR ALL GROUNDING CONNECTIONS BELOW GRADE.
INHIBITING COMPOUND TO ALL LOCATIONS.
17.
APPROVED ANTIOXIDANT COATINGS (I.E., CONDUCTIVE GEL OR PASTE) SHALL BE USED ON ALL COMPRESSION AND BOLTED
7.
APPLY OXIDE INHIBITING COMPOUND TO ALL MECHANICAL GROUND CONNECTIONS.
GROUND CONNECTIONS.
18.
ICE BRIDGE BONDING CONDUCTORS SHALL BE EXOTHERMICALLY BONDED OR BOLTED WITH STAINLESS STEEL HARDWARE TO
8.
CONTRACTOR SHALL PROVIDE AND INSTALL OMNI DIRECTIONAL ELECTRONIC MARKER SYSTEM (EMS) BALLS OVER EACH
THE BRIDGE AND THE TOWER GROUND BAR.
GROUND ROD AND BONDING POINT BETWEEN EXISTING TOWER/ MONOPOLE GROUNDING RING AND EQUIPMENT GROUNDING
RING.
19.
ALUMINUM CONDUCTOR OR COPPER CLAD STEEL CONDUCTOR SHALL NOT BE USED FOR GROUNDING CONNECTIONS.
9.
CONTRACTOR SHALL TEST COMPLETED GROUND SYSTEM AND RECORD RESULTS FOR PROJECT CLOSE—OUT DOCUMENTATION. 5
20.
MISCELLANEOUS ELECTRICAL AND NON —ELECTRICAL METAL BOXES, FRAMES AND SUPPORTS SHALL BE BONDED TO THE
OHMNS MINIMUM RESISTANCE REQUIRED.
GROUND RING, IN ACCORDANCE WITH THE NEC.
10.
CONTRACTOR SHALL CONDUCT ANTENNA, CABLE, AND LNA RETURN —LOSS AND DISTANCE —TO —FAULT MEASUREMENTS (SWEEP
21.
METAL CONDUIT AND TRAY SHALL BE GROUNDED AND MADE ELECTRICALLY CONTINUOUS WITH LISTED BONDING FITTINGS OR
BY BONDING ACROSS THE DISCONTINUITY WITH 6 AWG COPPER WIRE UL APPROVED GROUNDING TYPE CONDUIT CLAMPS.
TESTS) AND RECORD RESULTS FOR PROJECT CLOSE OUT.
22.
GROUND CONDUCTORS USED IN THE FACILITY GROUND AND LIGHTNING PROTECTION SYSTEMS SHALL NOT BE ROUTED
11.
THE SUBCONTRACTOR SHALL REVIEW AND INSPECT THE EXISTING FACILITY GROUNDING SYSTEM AND LIGHTNING PROTECTION
THROUGH METALLIC OBJECTS THAT FORM A RING AROUND THE CONDUCTOR, SUCH AS METALLIC CONDUITS, METAL SUPPORT
SYSTEM (AS DESIGNED AND INSTALLED) FOR STRICT COMPLIANCE WITH THE NEC (AS ADOPTED BY THE AHJ), THE
CUPS OR SLEEVES THROUGH WALLS OR FLOORS. WHEN IT IS REQUIRED TO BE HOUSED IN CONDUIT TO MEET CODE
SITE —SPECIFIC (UL, LPI, OR NFPA) LIGHTING PROTECTION CODE, AND GENERAL COMPLIANCE WITH TELCORDIA AND TIA
REQUIREMENTS OR LOCAL CONDITIONS, NON—METALLIC MATERIAL SUCH AS PVC PLASTIC CONDUIT SHALL BE USED. WHERE
GROUNDING STANDARDS. THE
USE OF METAL CONDUIT IS UNAVOIDABLE (E.G., NON—METALLIC CONDUIT PROHIBITED BY LOCAL CODE) THE GROUND
SUBCONTRACTOR SHALL REPORT ANY VIOLATIONS OR
CONDUCTOR SHALL BE BONDED TO EACH END OF THE METAL CONDUIT.
CIT, OF SANTA ANA
Planning and Building Agency
Approved
ono PERMIT iccl in nlr-E
M
U
AT&T
1452 EDINGER AVENUE, 3RD FLOOR
TUSTIN, CA 92780
amentum
2 ASH STREET, ST #3000
CONSHOHOCKEN, PA 19428
Bc
r c h i t e c t s
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5661 COLUMBIA PIKE, SUITE 200
FALLS CHURCH, VA 22041-2868
TEL (703) 671-6000
FAX: (703) 671-6300
REVISIONS
REV.
DATE
DESCRIPTION
INMALS
A
01-23-25
ISSUED FOR REVIEW
CG
B
04-22-25
ISSUED FOR REVIEW
SD
0
08-14-25
FINAL CD'S
SD
1
09-05-25
FINAL CD'S
SD
2
09-23-25
FINAL CD'S
SD
NOT FOR CONSTRUCTION UNLESS
LABELED AS FOR CONSTRUCTION
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5661 COLUMBIA PIKE, SUITE 200
FALLS CHURCH, VA 22041-2868
TEL (703) 671-6000
FAX: (703) 671-6300
REVISIONS
REV.
DATE
DESCRIPTION
INMALS
A
01-23-25
ISSUED FOR REVIEW
CG
B
04-22-25
ISSUED FOR REVIEW
SD
0
08-14-25
FINAL CD'S
SD
1
09-05-25
FINAL CD'S
SD
2
09-23-25
FINAL CD'S
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10087160
2120 1 /2 SOUTH BRISTOL
SANTA ANA, CA 92704
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5661 COLUMBIA PIKE, SUITE 200
FALLS CHURCH, VA 22041-2868
TEL (703) 671-6000
FAX: (703) 671-6300
REVISIONS
REV.
DATE
DESCRIPTION
INRIALS
A
01-23-25
ISSUED FOR REVIEW
CG
B
04-22-25
ISSUED FOR REVIEW
SD
0
08-14-25
FINAL CD'S
SD
1
09-05-25
FINAL CD'S
SD
2
09-23-25
FINAL CD'S
SD
NOT FOR CONSTRUCTION UNLESS
LABELED AS FOR CONSTRUCTION
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* C 90957 ,k
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LICENSE NUMBER: C90957
EXPIRATION DATE: MARCH 31, 2026
SICA001875
10087160
2120 1/2 SOUTH BRISTOL
SANTA ANA, CA 92704
SHEET TITLE
PLUMBING DIAGRAM
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2 ASH STREET, ST #3000
CONSHOHOCKEN, PA 19428
BC
r c h i t e c t s
e n g i n e e r s
5661 COLUMBIA PIKE, SUITE 200
FALLS CHURCH, VA 22041-2868
TEL (703) 671-6000
FAX: (703) 671-6300
REVISIONS
REV.
DATE
DESCRIPTION
INMALS
A
01-23-25
ISSUED FOR REVIEW
CG
B
04-22-25
ISSUED FOR REVIEW
SD
0
08-14-25
FINAL CD'S
SD
1
09-05-25
FINAL CD'S
SD
2
09-23-25
FINAL CD'S
SD
NOT FOR CONSTRUCTION UNLESS
LABELED AS FOR CONSTRUCTION
o� N SI C�ql
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* C 90957 ,k
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LICENSE NUMBER: C90957
EXPIRATION DATE: MARCH 31, 2026
SICA001875
10087160
2120 1/2 SOUTH BRISTOL
SANTA ANA, CA 92704
SHEET TITLE
PLUMBING DIAGRAM
SHEET NUMBER
P-1.2
E
BC Architects Engineers, PLC; 5661 Columbia Pike, Suite 200, Falls Church, VA 22041-2868; Tel (703) 671-6000; Fax (703) 671-6300
ANTENNA MOUNT ANALYSIS
(Rev. 0 – PASSING)
FA Code – 10087160
PTN – 3551A1F849
Site ID – SICA001875
May 8, 2025
Prepared for:
Amentum
2 Ash Street, St # 3000
Conshohocken, PA 19428
BC Architects Engineers, PLC; 5661 Columbia Pike, Suite 200, Falls Church, VA 22041-2868; Tel (703) 671-6000; Fax (703) 671-6300
Certification Letter
BC Architects Engineers, PLC 5661 Columbia Pike, Suite 200, Falls Church, VA 22041-2868 Tel (703) 671-6000 Fax (703) 671-6300
May 8, 2025
Ms. Linda Renfroe
Amentum
2 Ash Street, St # 3000
Conshohocken, PA 19428
RE: FA Code – 10087160
PTN – 3551A1F849
Site ID – SICA001875
Site Address – 2120 ½ South Bristol, Santa Ana, CA 92704
Ms. Renfroe,
Pursuant to your request, we have completed the analysis of the existing antenna sector mounts and
all associated connections and incidental components for the installation of proposed equipment at
the above referenced site, as shown on project documents. AT&T’s proposed scope of work consists
of installing (3) panel antennas. The proposed installation will result in a total of (15) panel antennas,
(15) RRUs, and (4) DC6s.
This is to certify that to the best of my knowledge and professional opinion, the antenna support
system components have been analyzed in accordance with the applicable codes and standards, as
required by the IBC-2021, ASCE 7-16, and TIA-222-H. Based on the 3-D structural analysis software
and our calculations, the existing antenna sector mounts have adequate capacity to support the
proposed loads and PASS at 87.2%.
If I can be of further assistance, please feel free to contact me.
Sincerely,
Rama Pranav Kristam, P.E.
Principal Member of BC Architects Engineers, PLC
Appendix A
Summary
Site ID & FA Code: SICA001875 & 10087160 Page: 1
PTN: 3551A1F849 Date: May 8, 2025
Address: 2120 ½ South Bristol Designed By: V.K.
Santa Ana, CA 92704 Checked By: R.K
BC Architects Engineers, PLC 5661 Columbia Pike, Suite 200, Falls Church, VA 22041-2868 Tel (703) 671-6000 Fax (703) 671-6300
The purpose of this calculation package is to examine the adequacy of the existing antenna sector
mounts & attachments for support of new appurtenances.
The existing antenna sector mounts were analyzed using a 3D model in RISA 3D. It is assumed that
the mount connection elements are capable of resisting the loading associated with the full member
strength of the antenna mount’s structural members.
Proposed Final Appurtenances:
Note: This table includes tower-mounted equipment only.
Bold letters indicate proposed equipment.
Structural Documentation Provided:
Previous Mount Analysis POD Group, Inc., dated July 7, 2021
It is assumed that all information provided to BC for this analysis is accurate and, unless otherwise
noted, the structure has been maintained in accordance with code standards and is in good condition.
Se
c
t
o
r
ntennas
RRUs
Ra
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c
a
p
Po
s
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D
(
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t
h
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e
g
)
Al
p
h
a
1 CommScope NNH4-65C-R6-V3 57
100
4449 B5/B12
8843 B2/B66A
DC6
2 Ericsson AIR6419 B77G
AIR6449 B77D
59.83
56.5 -
3 Kathrein 80010966 57 4478 B14
4 Kathrein 80010866 57
RRUS-32 B30
RRUS-E2 B29
(Ground)
Be
t
a
5 CommScope NNH4-65C-R6-V3 57
220
4449 B5/B12
8843 B2/B66A
(2)DC6
6 Ericsson AIR6419 B77G
AIR6449 B77D
59.83
56.5 -
7 Kathrein 80010966 57 4478 B14
8 Kathrein 80010866 57
RRUS-32 B30
RRUS-E2 B29
(Ground)
Ga
m
m
a
9 CommScope NNH4-65C-R6-V3 57
340
4449 B5/B12
8843 B2/B66A
DC6
10 Ericsson AIR6419 B77G
AIR6449 B77D
59.83
56.5 -
11 Kathrein 80010966 57 4478 B14
12 Kathrein 80010866 57
RRUS-32 B30
RRUS-E2 B29
(Ground)
Site ID & FA Code: SICA001875 & 10087160 Page: 2
PTN: 3551A1F849 Date: May 8, 2025
Address: 2120 ½ South Bristol Designed By: V.K.
Santa Ana, CA 92704 Checked By: R.K
BC Architects Engineers, PLC 5661 Columbia Pike, Suite 200, Falls Church, VA 22041-2868 Tel (703) 671-6000 Fax (703) 671-6300
Member Capacity Summary:
Component Peak Usage Result
Standoff Diagonal 87.2% Pass
Mount Pipe 38.0% Pass
Back Plate 29.5% Pass
Standoff Plate 21.7% Pass
Face Horizontal 20.6% Pass
Kicker 20.2% Pass
Support Arm 20.0% Pass
Note: Capacities up to 105% are considered acceptable based on analysis methods used.
Assumptions & Considerations:
This analysis considers only the theoretical capacity of structural components, and it is not a condition
assessment of the mount or its attachments. The validity of the analysis is dependent on the accuracy
of structural information supplied by others. If any provided information is revised after completion
of this analysis, BC should be notified immediately to revise results.
1) Wind forces are considered from 360° in relation to the mounting system and applied at 30°
increments using load combination factors in accordance with TIA-222-H section 2.6.11.2.
2) Antenna azimuths are considered perpendicular to antenna mount face unless a variation exists
greater than 30°.
3) Appurtenance EPA’s are derived using TIA-222-H section 2.6.11.1.
4) Seismic forces are applied using load combination factors in accordance with TIA-222-H
section 2.7.
5) All appurtenance dimensions and weights are accurate as supplied, as stated in the calculations.
If no data is available, appurtenance physical characteristics are based off manufacturer
specifications.
6) Upon identical mounting systems, the most critical sector has been analyzed.
7) TIA-222-H is considered to take precedent over all listed state and local building codes, unless
otherwise stated.
Appendix B
Calculations
Wind Speed, Basic (mph) 95 Annex B
Wind Speed, with Ice (mph) 30 Annex B
Exposure C Sec. 2.6.5
Wind Direction Factor 0.95 Sec. 16.6 No Ice 24.89
Gust Effect Factor 1 Sec. 16.6
Risk Category 2 Table 2-1
Centerline AGL (From RFDS) 59.8 ft (The maximum recorded centerline AGL has been used for the purpose of wind/ice calculations)
Site Elevation 48.0 ft
Crest Height 0 ft
Topographic Category 1 Sec. 2.6.6.2.2
Ground Elevation Factor 1.00 Sec. 2.6.8
Shielding Factor 0.9 Sec. 16.6
Appurtenance Name Height (in) Width (in) Depth (in)Weight
(lbs.)Ca Front EPAn
(ft2)
Fa Front
(lbs.)Ca Side EPAt
(ft2)
Fa Side
(lbs.)
CommScope NNH4-65C-R6-V3 96 19.6 7.8 102 * 9.700 241.4 * 3.300 82.1
Ericsson AIR6419 B77G (STACKED) 28.0 15.7 6.7 66.1 * 3.230 80.4 * 1.100 27.4
Ericsson AIR6449 B77D (STACKED) 31.0 15.9 8.7 83.6 1.200 3.697 92.0 1.247 2.102 52.3
Kathrein 80010966 96.0 20.0 6.9 114.0 1.302 15.624 388.9 1.631 6.751 168.0
Kathrein 80010866 96.0 14.8 6.7 77.0 1.377 12.227 304.3 1.645 6.611 164.5
Ericsson RRUS 4449 B5/B12 17.9 13.2 9.4 71.0 1.200 1.772 44.1 1.200 1.262 31.4
Ericsson 8843 B2/B66A 15.0 13.2 11.1 75.0 1.200 1.480 36.8 1.200 1.245 31.0
Ericsson RRUS 4478 B14 16.5 13.4 7.7 59.9 1.200 1.658 41.3 1.200 0.953 23.7
Ericsso RRUS-32 B30 26.7 12.1 6.7 60.0 1.200 2.423 60.3 1.266 1.415 35.2
Raycap DC6-48-60-18-8F 31.3 11.0 11.0 32.8 0.700 1.506 37.5 0.700 1.506 37.5
Member Width (in) Shape Ca (max)Fa (lbs./ft)
Pipe 2.88"x0.276" 2.88 Round 1.20 6.5
PIPE_2.0 2.38 Round 1.20 5.3
PIPE_3.0 3.50 Round 1.20 7.8
SR 3/4 0.75 Round 1.20 1.7
PL 3X5/8 0.63 Flat 2.00 2.3
PL 4X1/2 0.50 Flat 2.00 1.9
*Antenna Wind EPA based on Wind Tunnel Test.
Wind Load Calculation Per TIA-222-H
qz(psf)
Appurtenance Wind
Member Wind
Date: 05-08-2025
Designed By: V.K.
Site ID SICA001875
FA Code 10087160 Checked By: R.K.
1
1.032
2
1
0.462
0.516
0.045408
0.045408
0.516
0.516
0.206
Design Spectral Response Parameter, SDS Section 2.7.5
Seismic Load Parameter Calculation
Reference Code: TIA-222-H
Amplification Factor, AS Section 16.7
Response Modification Factor, R Section 16.7
Seismic Importance Factor, I Table 2-3
MCER Ground Motion, S1 Section 2.7.4
Vertical Seismic Load Effect Factor = AS0.2(SDS)Section 2.7.6
Seismic Response Coefficient, CS = SDS I/R
Section 2.7.7.1CS min = 0.044SDSI ≥ 0.03
CS min = 0.8S1/(R/I), if S1 ≥0.6
Cs,used
Lateral Seismic Load Effect Factor= ASCs,used Section 2.7.6
Appendix C
Software Output
BC Architects Engineers, PLC
Vamshi Krishna
SICA001875
Antenna Mount Analysis
Render
May 8, 2025 at 4:16 PM
SICA001875 - 10087160.r3d
Y
XZ
Envelope Only Solution
BC Architects Engineers, PLC
Vamshi Krishna
SICA001875
Antenna Mount Analysis
Shapes
May 8, 2025 at 4:17 PM
SICA001875 - 10087160.r3d
Pipe 2.88"x0.276"
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Pipe 2.88"x0.120"
Y
XZ
Envelope Only Solution
BC Architects Engineers, PLC
Vamshi Krishna
SICA001875
Antenna Mount Analysis
Labels
May 8, 2025 at 4:17 PM
SICA001875 - 10087160.r3d
M1
M6
M1
1
M1
2
M1
3
M1
4
M19 M20M21
M22M23M24M25
M26
M27
M28
M29
M30
M31
M3
2
M3
3
M34M35
M36 M37
M4
0
M43
M46
M47
Y
XZ
Envelope Only Solution
BC Architects Engineers, PLC
Vamshi Krishna
SICA001875
Antenna Mount Analysis
Equipment
May 8, 2025 at 4:20 PM
SICA001875 - 10087160.r3d
Y
XZ
Envelope Only Solution
Per Sector:
(1) CommScope NNH-65C-R6-V3 (3 total)
Per Sector:
(1) Ericsson 8843 B2/B66A (3 total)
Per Sector:
(1) Ericsson AIR6419 B77G (3 total)
(1) Ericsson AIR6449 B77D (3 total)
Per Sector:
(1) Ericsson 4449 B5/B12 (3 total)
Per Sector:
(1) Kathrein 80010966 (3 total)
Per Sector:
(1) Ericsson 4478 B14 (3 total)
Per Sector:
(1) Kathrein 80010866 (3 total)
Per Sector:
(1) Ericsson RRUS-32 B30 (3 total)
(2) Raycap DC6s
BC Architects Engineers, PLC
Vamshi Krishna
SICA001875
Antenna Mount Analysis
Dead Loads
May 8, 2025 at 4:18 PM
SICA001875 - 10087160.r3d
-33.1lb
-57lb
-38.5lb
-51lb
-51lb
-33.1lb
-41.8lb
-41.8lb
-57lb
-38.5lb
-32.8lb
-32.8lb
-75lb
-71lb
-59.9lb
-60lb
Y
XZ
Loads: BLC 1, DL
Envelope Only Solution
BC Architects Engineers, PLC
Vamshi Krishna
SICA001875
Antenna Mount Analysis
WLX
May 8, 2025 at 4:18 PM
SICA001875 - 10087160.r3d
6.5lb/ft
6.5lb/ft
6.5lb/ft
6.5lb/ft
1.42lb/ft 1.42lb/ft3.961lb/ft
1.42lb/ft 1.42lb/ft3.961lb/ft
1.42lb/ft
1.42lb/ft
1.42lb/ft
1.42lb/ft
3.961lb/ft
3.961lb/ft
1.7lb/ft
1.7lb/ft1.488lb/ft
1.488lb/ft
1.488lb/ft
1.488lb/ft
7.8lb/ft6.401lb/ft
6.108lb/ft
13.7lb
84lb
82.3lb
41.1lb
41.1lb
13.7lb
26.2lb
26.2lb
84lb
82.3lb
37.5lb
37.5lb
31lb
31.4lb
23.7lb
35.2lb
Y
XZ
Loads: BLC 2, WLX
Envelope Only Solution
BC Architects Engineers, PLC
Vamshi Krishna
SICA001875
Antenna Mount Analysis
WLZ
May 8, 2025 at 4:18 PM
SICA001875 - 10087160.r3d
6.5lb/ft
6.5lb/ft
6.5lb/ft
6.5lb/ft
6.5lb/ft
6.5lb/ft
1.263lb/ft 1.263lb/ft3.522lb/ft
2.3lb/ft1.263lb/ft 1.263lb/ft3.522lb/ft
1.263lb/ft
1.263lb/ft
1.263lb/ft
1.263lb/ft
3.522lb/ft
3.522lb/ft
1.7lb/ft
1.7lb/ft1.427lb/ft
1.427lb/ft
1.427lb/ft
1.427lb/ft
7.8lb/ft
2.3lb/ft
1.129lb/ft
2.223lb/ft
40.2lb
194.4lb
152.2lb
120.7lb
120.7lb
40.2lb
46lb
46lb
194.4lb
152.2lb
37.5lb
37.5lb
36.8lb
44.1lb
41.3lb
60.3lb
Y
XZ
Loads: BLC 3, WLZ
Envelope Only Solution
BC Architects Engineers, PLC
Vamshi Krishna
SICA001875
Antenna Mount Analysis
LLm(1)
May 8, 2025 at 4:19 PM
SICA001875 - 10087160.r3d
-500lb
Y
XZ
Loads: BLC 4, Lm(1)
Envelope Only Solution
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SICA001875
Antenna Mount Analysis
LLv(1)
May 8, 2025 at 4:19 PM
SICA001875 - 10087160.r3d
-250lb
Y
XZ
Loads: BLC 10, Lv(3)
Envelope Only Solution
Company : BC Architects Engineers, PLC May 8, 2025
4:29 PMDesigner : Vamshi Krishna
Job Number : SICA001875 Checked By: Rama Kristam
Model Name : Antenna Mount Analysis
(Global) Model Settings
Display Sections for Member Calcs
Max Internal Sections for Member Calcs
Include Shear Deformation?
Increase Nailing Capacity for Wind?
Include Warping?
Trans Load Btwn Intersecting Wood Wall?
Area Load Mesh (in^2)
Merge Tolerance (in)
P-Delta Analysis Tolerance
Include P-Delta for Walls?
Automatically Iterate Stiffness for Walls?
Max Iterations for Wall Stiffness
Gravity Acceleration (in/sec^2)
Wall Mesh Size (in)
Eigensolution Convergence Tol. (1.E-)
Vertical Axis
Global Member Orientation Plane
Static Solver
Dynamic Solver
5
97
Yes
Yes
Yes
Yes
144
.12
0.50%
Yes
Yes
3
386.4
24
4
Y
XZ
Sparse Accelerated
Accelerated Solver
Hot Rolled Steel Code
Adjust Stiffness?
RISAConnection Code
Cold Formed Steel Code
Wood Code
Wood Temperature
Concrete Code
Masonry Code
Aluminum Code
Stainless Steel Code
Adjust Stiffness?
AISC 15th(360-16): LRFD
Yes(Iterative)
AISC 15th(360-16): LRFD
AISI S100-10: LRFD
< 100F
TMS 402-16: ASD
- Building
AISC 14th(360-10): ASD
Yes(Iterative)
RISA-3D Version 17.0.4 Page 1 [C:\...\...\...\...\...\...\Jacobs\Southern California\10087160 - WSLOS0068563\MA Rev 0\SICA001875 - 10087160.r3d]
Company : BC Architects Engineers, PLC May 8, 2025
4:29 PMDesigner : Vamshi Krishna
Job Number : SICA001875 Checked By: Rama Kristam
Model Name : Antenna Mount Analysis
(Global) Model Settings, Continued
Number of Shear Regions
Region Spacing Increment (in)
Biaxial Column Method
Parme Beta Factor (PCA)
Concrete Stress Block
Use Cracked Sections?
Use Cracked Sections Slab?
Bad Framing Warnings?
Unused Force Warnings?
Min 1 Bar Diam. Spacing?
Concrete Rebar Set
Min % Steel for Column
Max % Steel for Column
4
4
Exact Integration
.65
Rectangular
Yes
Yes
No
Yes
Yes
REBAR_SET_ASTMA615
1
8
Seismic Code
Seismic Base Elevation (in)
Add Base Weight?
Ct X
Ct Z
T X (sec)
T Z (sec)
R X
R Z
Ct Exp. X
Ct Exp. Z
SD1
SDS
S1
TL (sec)
Risk Cat
Drift Cat
ASCE 7-16
Not Entered
Yes
.02
.02
Not Entered
Not Entered
3
3
.75
.75
1
1
1
5
I or II
Other
Om Z
Om X
Cd Z
Cd X
Rho Z
Rho X
1
1
4
4
1
1
RISA-3D Version 17.0.4 Page 2 [C:\...\...\...\...\...\...\Jacobs\Southern California\10087160 - WSLOS0068563\MA Rev 0\SICA001875 - 10087160.r3d]
Company : BC Architects Engineers, PLC May 8, 2025
4:29 PMDesigner : Vamshi Krishna
Job Number : SICA001875 Checked By: Rama Kristam
Model Name : Antenna Mount Analysis
Hot Rolled Steel Properties
Label E [ksi] G [ksi] Nu Therm (/1E5 F) Density[k/ft^3] Yield[ksi] Ry Fu[ksi] Rt
1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1
2 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2
3 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1
4 A500 Gr.B RND 29000 11154 .3 .65 .527 42 1.4 58 1.3
5 A500 Gr.B RECT 29000 11154 .3 .65 .527 46 1.4 58 1.3
6 A500 Gr.C RND 29000 11154 .3 .65 .527 46 1.4 62 1.3
7 A500 Gr.C RECT 29000 11154 .3 .65 .527 50 1.4 62 1.3
8 A53 Gr.B 29000 11154 .3 .65 .49 35 1.6 60 1.2
9 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3
10 A913 Gr.65 29000 11154 .3 .65 .49 65 1.1 80 1.1
11 A500 GR. C 29000 11154 .3 .65 .49 36 1.5 58 1.2
12 A529 Gr. 50 29000 11154 .3 .65 .49 36 1.5 58 1.2
Hot Rolled Steel Section Sets
Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4]
1 Face Horizontal Pipe 2.88"x0.276"Beam Pipe A500 GR. C Typical 2.258 1.935 1.935 3.871
2 Mount Pipe Pipe 2.88"x0.120"Column Pipe A500 GR. C Typical 1.04 .993 .993 1.985
3 Back Plate PL 3X5/8 Beam RECT A572 Gr.50 Typical 2.5 .081 3.333 .293
4 Standoff Diagonal SR 3/4 Beam BAR A529 Gr. 50 Typical .442 .016 .016 .031
5 Kicker PIPE_2.0 Beam Pipe A500 GR. C Typical 1.02 .627 .627 1.25
6 Standoff Plate PL 4X1/2 Beam RECT A572 Gr.50 Typical 2 .042 2.667 .154
7 Support Arm PIPE_3.0 Column Pipe A500 GR. C Typical 2.07 2.85 2.85 5.69
8 Tie Back Pipe 2.88"x0.120"Beam Pipe A500 GR. C Typical 1.04 .993 .993 1.985
9 Standoff Vertical SR 3/4 Column BAR A529 Gr. 50 Typical .442 .016 .016 .031
Hot Rolled Steel Design Parameters
Label Shape Length[in] Lbyy[in] Lbzz[in] Lcomp top[in] Lcomp bot[in] L-torque[... Kyy Kzz Cb Function
1 M1 Face Horizontal 150 63 63 Lbyy Lateral
2 M6 Face Horizontal 150 63 63 Lbyy Lateral
3 M11 Mount Pipe 120 Lbyy Lateral
4 M12 Mount Pipe 120 Lbyy Lateral
5 M13 Mount Pipe 120 Lbyy Lateral
6 M14 Mount Pipe 120 Lbyy Lateral
7 M19 Standoff Plate 2.004 Lbyy Lateral
8 M20 Standoff Plate 2.013 Lbyy Lateral
9 M21 Kicker 37.368 Lbyy 2.1 2.1 Lateral
RISA-3D Version 17.0.4 Page 3 [C:\...\...\...\...\...\...\Jacobs\Southern California\10087160 - WSLOS0068563\MA Rev 0\SICA001875 - 10087160.r3d]
Company : BC Architects Engineers, PLC May 8, 2025
4:29 PMDesigner : Vamshi Krishna
Job Number : SICA001875 Checked By: Rama Kristam
Model Name : Antenna Mount Analysis
Hot Rolled Steel Design Parameters (Continued)
Label Shape Length[in] Lbyy[in] Lbzz[in] Lcomp top[in] Lcomp bot[in] L-torque[... Kyy Kzz Cb Function
10 M22 Back Plate 8 Lbyy Lateral
11 M23 Standoff Plate 2.004 Lbyy Lateral
12 M24 Standoff Plate 2.013 Lbyy Lateral
13 M25 Kicker 37.368 Lbyy 2.1 2.1 Lateral
14 M26 Standoff Plate 2.004 Lbyy Lateral
15 M27 Standoff Plate 2.004 Lbyy Lateral
16 M28 Standoff Plate 2.013 Lbyy Lateral
17 M29 Standoff Plate 2.013 Lbyy Lateral
18 M30 Kicker 37.368 Lbyy 2.1 2.1 Lateral
19 M31 Kicker 37.368 Lbyy 2.1 2.1 Lateral
20 M32 Standoff Vertical 33 Lbyy Lateral
21 M33 Standoff Vertical 33 Lbyy Lateral
22 M34 Standoff Diagonal 48.081 Lbyy Lateral
23 M35 Standoff Diagonal 48.081 Lbyy Lateral
24 M36 Standoff Diagonal 48.081 Lbyy Lateral
25 M37 Standoff Diagonal 48.081 Lbyy Lateral
26 M40 Support Arm 48 Lbyy Lateral
27 M43 Back Plate 8 Lbyy Lateral
28 M46 Tie Back 60 Lbyy Lateral
29 M47 Tie Back 60 Lbyy Lateral
Joint Loads and Enforced Displacements (BLC 1 : DL)
Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]
1 N74 L Y -51
2 N75 L Y -51
3 N84 L Y -71
4 N83 L Y -75
5 N71 L Y -33.1
6 N76 L Y -33.1
7 N77 L Y -41.8
8 N78 L Y -41.8
9 N72 L Y -57
10 N79 L Y -57
11 N85 L Y -59.9
12 N73 L Y -38.5
13 N80 L Y -38.5
14 N86 L Y -60
15 N81 L Y -32.8
RISA-3D Version 17.0.4 Page 4 [C:\...\...\...\...\...\...\Jacobs\Southern California\10087160 - WSLOS0068563\MA Rev 0\SICA001875 - 10087160.r3d]
Company : BC Architects Engineers, PLC May 8, 2025
4:29 PMDesigner : Vamshi Krishna
Job Number : SICA001875 Checked By: Rama Kristam
Model Name : Antenna Mount Analysis
Joint Loads and Enforced Displacements (BLC 1 : DL) (Continued)
Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]
16 N82 L Y -32.8
Joint Loads and Enforced Displacements (BLC 2 : WLX)
Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]
1 N74 L X 41.1
2 N75 L X 41.1
3 N84 L X 31.4
4 N83 L X 31
5 N71 L X 13.7
6 N76 L X 13.7
7 N77 L X 26.2
8 N78 L X 26.2
9 N72 L X 84
10 N79 L X 84
11 N85 L X 23.7
12 N73 L X 82.3
13 N80 L X 82.3
14 N86 L X 35.2
15 N81 L X 37.5
16 N82 L X 37.5
Joint Loads and Enforced Displacements (BLC 3 : WLZ)
Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]
1 N74 L Z 120.7
2 N75 L Z 120.7
3 N84 L Z 44.1
4 N83 L Z 36.8
5 N71 L Z 40.2
6 N76 L Z 40.2
7 N77 L Z 46
8 N78 L Z 46
9 N72 L Z 194.4
10 N79 L Z 194.4
11 N85 L Z 41.3
12 N73 L Z 152.2
13 N80 L Z 152.2
14 N86 L Z 60.3
15 N81 L Z 37.5
16 N82 L Z 37.5
RISA-3D Version 17.0.4 Page 5 [C:\...\...\...\...\...\...\Jacobs\Southern California\10087160 - WSLOS0068563\MA Rev 0\SICA001875 - 10087160.r3d]
Company : BC Architects Engineers, PLC May 8, 2025
4:29 PMDesigner : Vamshi Krishna
Job Number : SICA001875 Checked By: Rama Kristam
Model Name : Antenna Mount Analysis
Joint Loads and Enforced Displacements (BLC 4 : Lm(1))
Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]
1 N11 L Y -500
Joint Loads and Enforced Displacements (BLC 5 : Lm(2))
Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]
1 N8 L Y -500
Joint Loads and Enforced Displacements (BLC 6 : Lm(3))
Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]
1 N9 L Y -500
Joint Loads and Enforced Displacements (BLC 7 : Lm(4))
Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]
1 N10 L Y -500
Joint Loads and Enforced Displacements (BLC 8 : Lv(1))
Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]
1 N2 L Y -250
Joint Loads and Enforced Displacements (BLC 9 : Lv(2))
Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]
1 N13 L Y -250
Joint Loads and Enforced Displacements (BLC 10 : Lv(3))
Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]
1 N1 L Y -250
Joint Loads and Enforced Displacements (BLC 11 : Lv(4))
Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]
1 N12 L Y -250
Joint Loads and Enforced Displacements (BLC 14 : Ev)
Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]
1 N74 L Y -51
2 N75 L Y -51
3 N84 L Y -71
4 N83 L Y -75
RISA-3D Version 17.0.4 Page 6 [C:\...\...\...\...\...\...\Jacobs\Southern California\10087160 - WSLOS0068563\MA Rev 0\SICA001875 - 10087160.r3d]
Company : BC Architects Engineers, PLC May 8, 2025
4:29 PMDesigner : Vamshi Krishna
Job Number : SICA001875 Checked By: Rama Kristam
Model Name : Antenna Mount Analysis
Joint Loads and Enforced Displacements (BLC 14 : Ev) (Continued)
Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]
5 N71 L Y -33.1
6 N76 L Y -33.1
7 N77 L Y -41.8
8 N78 L Y -41.8
9 N72 L Y -57
10 N79 L Y -57
11 N85 L Y -59.9
12 N73 L Y -38.5
13 N80 L Y -38.5
14 N86 L Y -60
15 N81 L Y -32.8
16 N82 L Y -32.8
Joint Loads and Enforced Displacements (BLC 15 : Ehx)
Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]
1 N74 L X -51
2 N75 L X -51
3 N84 L X -71
4 N83 L X -75
5 N71 L X -33.1
6 N76 L X -33.1
7 N77 L X -41.8
8 N78 L X -41.8
9 N72 L X -57
10 N79 L X -57
11 N85 L X -59.9
12 N73 L X -38.5
13 N80 L X -38.5
14 N86 L X -60
15 N81 L X -32.8
16 N82 L X -32.8
Joint Loads and Enforced Displacements (BLC 16 : Ehz)
Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]
1 N74 L Z -51
2 N75 L Z -51
3 N84 L Z -71
4 N83 L Z -75
5 N71 L Z -33.1
RISA-3D Version 17.0.4 Page 7 [C:\...\...\...\...\...\...\Jacobs\Southern California\10087160 - WSLOS0068563\MA Rev 0\SICA001875 - 10087160.r3d]
Company : BC Architects Engineers, PLC May 8, 2025
4:29 PMDesigner : Vamshi Krishna
Job Number : SICA001875 Checked By: Rama Kristam
Model Name : Antenna Mount Analysis
Joint Loads and Enforced Displacements (BLC 16 : Ehz) (Continued)
Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]
6 N76 L Z -33.1
7 N77 L Z -41.8
8 N78 L Z -41.8
9 N72 L Z -57
10 N79 L Z -57
11 N85 L Z -59.9
12 N73 L Z -38.5
13 N80 L Z -38.5
14 N86 L Z -60
15 N81 L Z -32.8
16 N82 L Z -32.8
Member Distributed Loads (BLC 2 : WLX)
Member Label Direction Start Magnitude[lb/ft,F,psf] End Magnitude[lb/ft,F,psf] Start Location[in,%] End Location[in,%]
1 M1 PX 6.5 6.5 0 0
2 M6 PX 6.5 6.5 0 0
3 M11 PX 6.5 6.5 0 0
4 M12 PX 6.5 6.5 0 0
5 M13 PX 6.5 6.5 0 0
6 M14 PX 6.5 6.5 0 0
7 M46 PX 6.5 6.5 0 0
8 M47 PX 6.5 6.5 0 0
9 M21 PX 5.3 5.3 0 0
10 M25 PX 5.3 5.3 0 0
11 M30 PX 5.3 5.3 0 0
12 M31 PX 5.3 5.3 0 0
13 M40 PX 7.8 7.8 0 0
14 M32 PX 1.7 1.7 0 0
15 M33 PX 1.7 1.7 0 0
16 M34 PX 1.7 1.7 0 0
17 M35 PX 1.7 1.7 0 0
18 M36 PX 1.7 1.7 0 0
19 M37 PX 1.7 1.7 0 0
20 M22 PX 2.3 2.3 0 0
21 M43 PX 2.3 2.3 0 0
22 M19 PX 1.9 1.9 0 0
23 M20 PX 1.9 1.9 0 0
24 M23 PX 1.9 1.9 0 0
RISA-3D Version 17.0.4 Page 8 [C:\...\...\...\...\...\...\Jacobs\Southern California\10087160 - WSLOS0068563\MA Rev 0\SICA001875 - 10087160.r3d]
Company : BC Architects Engineers, PLC May 8, 2025
4:29 PMDesigner : Vamshi Krishna
Job Number : SICA001875 Checked By: Rama Kristam
Model Name : Antenna Mount Analysis
Member Distributed Loads (BLC 2 : WLX) (Continued)
Member Label Direction Start Magnitude[lb/ft,F,psf] End Magnitude[lb/ft,F,psf] Start Location[in,%] End Location[in,%]
25 M24 PX 1.9 1.9 0 0
26 M26 PX 1.9 1.9 0 0
27 M27 PX 1.9 1.9 0 0
28 M28 PX 1.9 1.9 0 0
29 M29 PX 1.9 1.9 0 0
Member Distributed Loads (BLC 3 : WLZ)
Member Label Direction Start Magnitude[lb/ft,F,psf] End Magnitude[lb/ft,F,psf] Start Location[in,%] End Location[in,%]
1 M1 PZ 6.5 6.5 0 0
2 M6 PZ 6.5 6.5 0 0
3 M11 PZ 6.5 6.5 0 0
4 M12 PZ 6.5 6.5 0 0
5 M13 PZ 6.5 6.5 0 0
6 M14 PZ 6.5 6.5 0 0
7 M46 PZ 6.5 6.5 0 0
8 M47 PZ 6.5 6.5 0 0
9 M21 PZ 5.3 5.3 0 0
10 M25 PZ 5.3 5.3 0 0
11 M30 PZ 5.3 5.3 0 0
12 M31 PZ 5.3 5.3 0 0
13 M40 PZ 7.8 7.8 0 0
14 M32 PZ 1.7 1.7 0 0
15 M33 PZ 1.7 1.7 0 0
16 M34 PZ 1.7 1.7 0 0
17 M35 PZ 1.7 1.7 0 0
18 M36 PZ 1.7 1.7 0 0
19 M37 PZ 1.7 1.7 0 0
20 M22 PZ 2.3 2.3 0 0
21 M43 PZ 2.3 2.3 0 0
22 M19 PZ 1.9 1.9 0 0
23 M20 PZ 1.9 1.9 0 0
24 M23 PZ 1.9 1.9 0 0
25 M24 PZ 1.9 1.9 0 0
26 M26 PZ 1.9 1.9 0 0
27 M27 PZ 1.9 1.9 0 0
28 M28 PZ 1.9 1.9 0 0
29 M29 PZ 1.9 1.9 0 0
RISA-3D Version 17.0.4 Page 9 [C:\...\...\...\...\...\...\Jacobs\Southern California\10087160 - WSLOS0068563\MA Rev 0\SICA001875 - 10087160.r3d]
Company : BC Architects Engineers, PLC May 8, 2025
4:29 PMDesigner : Vamshi Krishna
Job Number : SICA001875 Checked By: Rama Kristam
Model Name : Antenna Mount Analysis
Member Point Loads (BLC 12 : Lv(5))
Member Label Direction Magnitude[lb,k-ft] Location[in,%]
1 M1 Y -250 %50
Member Point Loads (BLC 13 : Lv(6))
Member Label Direction Magnitude[lb,k-ft] Location[in,%]
1 M6 Y -250 %50
Basic Load Cases
BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Member) Surface(Plate/...
1 DL DL -1 16
2 WLX WLX 16 29
3 WLZ WLZ 16 29
4 Lm(1)None 1
5 Lm(2)None 1
6 Lm(3)None 1
7 Lm(4)None 1
8 Lv(1)None 1
9 Lv(2)None 1
10 Lv(3)None 1
11 Lv(4)None 1
12 Lv(5)None 1
13 Lv(6)None 1
14 Ev ELY -1 16
15 Ehx ELX -1 16
16 Ehz ELZ -1 16
Load Combinations
Description SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
1 1.4D Yes Y DL 1.4
2 1.2D + 1.0W AZI 000 Yes Y DL 1.2 WLZ 1 WLX
3 1.2D + 1.0W AZI 030 Yes Y DL 1.2 WLZ .866 WLX .5
4 1.2D + 1.0W AZI 060 Yes Y DL 1.2 WLZ .5 WLX .866
5 1.2D + 1.0W AZI 090 Yes Y DL 1.2 WLZ WLX 1
6 1.2D + 1.0W AZI 120 Yes Y DL 1.2 WLZ -.5 WLX .866
7 1.2D + 1.0W AZI 150 Yes Y DL 1.2 WLZ -.866 WLX .5
8 1.2D + 1.0W AZI 180 Yes Y DL 1.2 WLZ -1 WLX
9 1.2D + 1.0W AZI 210 Yes Y DL 1.2 WLZ -.866 WLX -.5
RISA-3D Version 17.0.4 Page 10 [C:\...\...\...\...\...\...\Jacobs\Southern California\10087160 - WSLOS0068563\MA Rev 0\SICA001875 - 10087160.r3d]
Company : BC Architects Engineers, PLC May 8, 2025
4:29 PMDesigner : Vamshi Krishna
Job Number : SICA001875 Checked By: Rama Kristam
Model Name : Antenna Mount Analysis
Load Combinations (Continued)
Description SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
10 1.2D + 1.0W AZI 240 Yes Y DL 1.2 WLZ -.5 WLX -.866
11 1.2D + 1.0W AZI 270 Yes Y DL 1.2 WLZ WLX -1
12 1.2D + 1.0W AZI 300 Yes Y DL 1.2 WLZ .5 WLX -.866
13 1.2D + 1.0W AZI 330 Yes Y DL 1.2 WLZ .866 WLX -.5
14 1.2D + 1.5Lm(1) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .1 WLX 4 1.5
15 1.2D + 1.5Lm(1) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .086 WLX .05 4 1.5
16 1.2D + 1.5Lm(1) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .05 WLX .086 4 1.5
17 1.2D + 1.5Lm(1) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ WLX .1 4 1.5
18 1.2D + 1.5Lm(1) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.05 WLX .086 4 1.5
19 1.2D + 1.5Lm(1) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.086 WLX .05 4 1.5
20 1.2D + 1.5Lm(1) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.1 WLX 4 1.5
21 1.2D + 1.5Lm(1) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.086 WLX -.05 4 1.5
22 1.2D + 1.5Lm(1) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.05 WLX -.086 4 1.5
23 1.2D + 1.5Lm(1) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ WLX -.1 4 1.5
24 1.2D + 1.5Lm(1) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .05 WLX -.086 4 1.5
25 1.2D + 1.5Lm(1) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .086 WLX -.05 4 1.5
26 1.2D + 1.5Lm(2) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .1 WLX 5 1.5
27 1.2D + 1.5Lm(2) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .086 WLX .05 5 1.5
28 1.2D + 1.5Lm(2) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .05 WLX .086 5 1.5
29 1.2D + 1.5Lm(2) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ WLX .1 5 1.5
30 1.2D + 1.5Lm(2) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.05 WLX .086 5 1.5
31 1.2D + 1.5Lm(2) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.086 WLX .05 5 1.5
32 1.2D + 1.5Lm(2) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.1 WLX 5 1.5
33 1.2D + 1.5Lm(2) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.086 WLX -.05 5 1.5
34 1.2D + 1.5Lm(2) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.05 WLX -.086 5 1.5
35 1.2D + 1.5Lm(2) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ WLX -.1 5 1.5
36 1.2D + 1.5Lm(2) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .05 WLX -.086 5 1.5
37 1.2D + 1.5Lm(2) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .086 WLX -.05 5 1.5
38 1.2D + 1.5Lm(3) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .1 WLX 6 1.5
39 1.2D + 1.5Lm(3) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .086 WLX .05 6 1.5
40 1.2D + 1.5Lm(3) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .05 WLX .086 6 1.5
41 1.2D + 1.5Lm(3) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ WLX .1 6 1.5
42 1.2D + 1.5Lm(3) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.05 WLX .086 6 1.5
43 1.2D + 1.5Lm(3) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.086 WLX .05 6 1.5
44 1.2D + 1.5Lm(3) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.1 WLX 6 1.5
45 1.2D + 1.5Lm(3) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.086 WLX -.05 6 1.5
46 1.2D + 1.5Lm(3) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.05 WLX -.086 6 1.5
47 1.2D + 1.5Lm(3) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ WLX -.1 6 1.5
48 1.2D + 1.5Lm(3) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .05 WLX -.086 6 1.5
49 1.2D + 1.5Lm(3) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .086 WLX -.05 6 1.5
RISA-3D Version 17.0.4 Page 11 [C:\...\...\...\...\...\...\Jacobs\Southern California\10087160 - WSLOS0068563\MA Rev 0\SICA001875 - 10087160.r3d]
Company : BC Architects Engineers, PLC May 8, 2025
4:29 PMDesigner : Vamshi Krishna
Job Number : SICA001875 Checked By: Rama Kristam
Model Name : Antenna Mount Analysis
Load Combinations (Continued)
Description SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
50 1.2D + 1.5Lm(4) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .1 WLX 7 1.5
51 1.2D + 1.5Lm(4) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .086 WLX .05 7 1.5
52 1.2D + 1.5Lm(4) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .05 WLX .086 7 1.5
53 1.2D + 1.5Lm(4) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ WLX .1 7 1.5
54 1.2D + 1.5Lm(4) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.05 WLX .086 7 1.5
55 1.2D + 1.5Lm(4) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.086 WLX .05 7 1.5
56 1.2D + 1.5Lm(4) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.1 WLX 7 1.5
57 1.2D + 1.5Lm(4) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.086 WLX -.05 7 1.5
58 1.2D + 1.5Lm(4) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ -.05 WLX -.086 7 1.5
59 1.2D + 1.5Lm(4) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ WLX -.1 7 1.5
60 1.2D + 1.5Lm(4) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .05 WLX -.086 7 1.5
61 1.2D + 1.5Lm(4) + 1.0Wm (30 mph) AZ...Yes Y DL 1.2 WLZ .086 WLX -.05 7 1.5
62 1.0D + 1.0Ws (60 mph) AZI 000 Yes Y DL 1 WLZ .399 WLX
63 1.0D + 1.0Ws (60 mph) AZI 030 Yes Y DL 1 WLZ .345 WLX .199
64 1.0D + 1.0Ws (60 mph) AZI 060 Yes Y DL 1 WLZ .199 WLX .345
65 1.0D + 1.0Ws (60 mph) AZI 090 Yes Y DL 1 WLZ WLX .399
66 1.0D + 1.0Ws (60 mph) AZI 120 Yes Y DL 1 WLZ -.199 WLX .345
67 1.0D + 1.0Ws (60 mph) AZI 150 Yes Y DL 1 WLZ -.345 WLX .199
68 1.0D + 1.0Ws (60 mph) AZI 180 Yes Y DL 1 WLZ -.399 WLX
69 1.0D + 1.0Ws (60 mph) AZI 210 Yes Y DL 1 WLZ -.345 WLX -.199
70 1.0D + 1.0Ws (60 mph) AZI 240 Yes Y DL 1 WLZ -.199 WLX -.345
71 1.0D + 1.0Ws (60 mph) AZI 270 Yes Y DL 1 WLZ WLX -.399
72 1.0D + 1.0Ws (60 mph) AZI 300 Yes Y DL 1 WLZ .199 WLX -.345
73 1.0D + 1.0Ws (60 mph) AZI 330 Yes Y DL 1 WLZ .345 WLX -.199
74 1.2D + 1.5Lv(1)Yes Y DL 1.2 8 1.5
75 1.2D + 1.5Lv(2)Yes Y DL 1.2 9 1.5
76 1.2D + 1.5Lv(3)Yes Y DL 1.2 10 1.5
77 1.2D + 1.5Lv(4)Yes Y DL 1.2 11 1.5
78 1.2D + 1.5Lv(5)Yes Y DL 1.2 12 1.5
79 1.2D + 1.5Lv(6)Yes Y DL 1.2 13 1.5
80 1.2D + 1.0Ev + 1.0Eh AZI 000 Yes Y DL 1.2 ELZ -.516 ELX ELY -.206
81 1.2D + 1.0Ev + 1.0Eh AZI 030 Yes Y DL 1.2 ELZ -.447 ELX -.258 ELY -.206
82 1.2D + 1.0Ev + 1.0Eh AZI 060 Yes Y DL 1.2 ELZ -.258 ELX -.447 ELY -.206
83 1.2D + 1.0Ev + 1.0Eh AZI 090 Yes Y DL 1.2 ELZ ELX -.516 ELY -.206
84 1.2D + 1.0Ev + 1.0Eh AZI 120 Yes Y DL 1.2 ELZ .258 ELX -.447 ELY -.206
85 1.2D + 1.0Ev + 1.0Eh AZI 150 Yes Y DL 1.2 ELZ .447 ELX -.258 ELY -.206
86 1.2D + 1.0Ev + 1.0Eh AZI 180 Yes Y DL 1.2 ELZ .516 ELX ELY -.206
87 1.2D + 1.0Ev + 1.0Eh AZI 210 Yes Y DL 1.2 ELZ .447 ELX .258 ELY -.206
88 1.2D + 1.0Ev + 1.0Eh AZI 240 Yes Y DL 1.2 ELZ .258 ELX .447 ELY -.206
89 1.2D + 1.0Ev + 1.0Eh AZI 270 Yes Y DL 1.2 ELZ ELX .516 ELY -.206
RISA-3D Version 17.0.4 Page 12 [C:\...\...\...\...\...\...\Jacobs\Southern California\10087160 - WSLOS0068563\MA Rev 0\SICA001875 - 10087160.r3d]
Company : BC Architects Engineers, PLC May 8, 2025
4:29 PMDesigner : Vamshi Krishna
Job Number : SICA001875 Checked By: Rama Kristam
Model Name : Antenna Mount Analysis
Load Combinations (Continued)
Description SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
90 1.2D + 1.0Ev + 1.0Eh AZI 300 Yes Y DL 1.2 ELZ -.258 ELX .447 ELY -.206
91 1.2D + 1.0Ev + 1.0Eh AZI 330 Yes Y DL 1.2 ELZ -.447 ELX .258 ELY -.206
Envelope Joint Reactions
Joint X [lb] LC Y [lb] LC Z [lb] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC
1 N68 max 1347.476 60 1066.905 56 2305.406 60 -.003 13 .46 59 .17 19
2 min -1790.576 18 559.206 62 941.457 83 -.221 7 -.593 17 -.146 61
3 N67 max 1748.541 23 1210.291 14 -545.243 7 -.539 7 .517 24 .494 54
4 min -1251.978 53 635.796 68 -2322.957 25 -1.298 25 -.312 54 -.703 24
5 N89 max 142.011 10 12.398 1 728.639 10 0 91 0 91 0 91
6 min -145.217 4 8.628 88 -747.108 4 0 1 0 1 0 1
7 N90 max 354.253 7 12.397 1 998.446 7 0 91 0 91 0 91
8 min -360.268 13 8.672 85 -1015.915 13 0 1 0 1 0 1
9 Totals:max 1126.106 11 2267.595 56 1912.943 8
10 min -1126.106 5 1256.539 80 -1912.944 2
Envelope AISC 15th(360-16): LRFD Steel Code Checks
Member Shape Code Check Loc[in] LC Shear Check Loc[in] Dir LC phi*Pnc [...phi*Pnt [lb]phi*Mn y...phi*Mn z...Cb Eqn
1 M35 SR 3/4 .872 0 15 .008 0 13 1981.469 14313.882 .179 .179 2....H1-1a
2 M37 SR 3/4 .763 0 56 .003 42.081 3 1981.469 14313.882 .179 .179 2....H1-1a
3 M11 Pipe 2.88"x0.120".380 76.25 19 .075 76.25 20 15229.319 33712.054 2.47 2.47 4....H1-1b
4 M14 Pipe 2.88"x0.120".339 76.25 61 .067 43.75 54 15229.319 33712.054 2.47 2.47 4....H1-1b
5 M22 PL 3X5/8 .295 4 15 .086 4 y 32 97370.574 112500 1.466 9.375 1....H1-1b
6 M43 PL 3X5/8 .292 4 25 .080 4 y 36 97370.574 112500 1.466 9.375 1....H1-1b
7 M33 SR 3/4 .260 0 8 .014 33 15 3222.01 14313.882 .179 .179 1....H1-1a
8 M13 Pipe 2.88"x0.120".233 43.75 2 .064 43.75 2 15229.319 33712.054 2.47 2.47 3....H1-1b
9 M27 PL 4X1/2 .217 0 8 .051 2.004 y 2 88750.3 90000 .938 7.5 1....H1-1b
10 M6 Pipe 2.88"x0.276".206 106.25 25 .069 43.75 8 57329.034 73155.157 5.072 5.072 2....H1-1b
11 M25 PIPE_2.0 .202 36.2 16 .106 1.168 14 19503.255 33048 1.925 1.925 2....H1-1b
12 M40 PIPE_3.0 .200 10.5 24 .157 10.5 23 61412.302 67068 5.913 5.913 4....H1-1b
13 M1 Pipe 2.88"x0.276".199 106.25 25 .054 28.125 2 57329.034 73155.157 5.072 5.072 2....H1-1b
14 M30 PIPE_2.0 .182 36.2 59 .100 1.168 2 19503.255 33048 1.925 1.925 2....H1-1b
15 M24 PL 4X1/2 .176 2.013 15 .046 2.013 y 32 88738.962 90000 .938 7.5 1....H1-1b
16 M26 PL 4X1/2 .172 0 2 .038 0 y 44 88750.3 90000 .938 7.5 1....H1-1b
17 M20 PL 4X1/2 .166 2.013 25 .042 0 y 36 88738.962 90000 .938 7.5 1....H1-1b
18 M21 PIPE_2.0 .162 36.2 25 .100 37.368 25 19503.255 33048 1.925 1.925 1....H1-1b
19 M28 PL 4X1/2 .154 2.013 57 .047 2.013 y 44 88738.962 90000 .938 7.5 1....H1-1b
RISA-3D Version 17.0.4 Page 13 [C:\...\...\...\...\...\...\Jacobs\Southern California\10087160 - WSLOS0068563\MA Rev 0\SICA001875 - 10087160.r3d]
Company : BC Architects Engineers, PLC May 8, 2025
4:29 PMDesigner : Vamshi Krishna
Job Number : SICA001875 Checked By: Rama Kristam
Model Name : Antenna Mount Analysis
Envelope AISC 15th(360-16): LRFD Steel Code Checks (Continued)
Member Shape Code Check Loc[in] LC Shear Check Loc[in] Dir LC phi*Pnc [...phi*Pnt [lb]phi*Mn y...phi*Mn z...Cb Eqn
20 M19 PL 4X1/2 .152 2.004 25 .032 2.004 z 37 88750.3 90000 .938 7.5 1....H1-1b
21 M12 Pipe 2.88"x0.120".152 43.75 13 .044 43.75 15 15229.319 33712.054 2.47 2.47 1....H1-1b
22 M29 PL 4X1/2 .134 2.013 55 .050 0 y 2 88738.962 90000 .938 7.5 1....H1-1b
23 M31 PIPE_2.0 .131 36.2 55 .132 1.168 8 19503.255 33048 1.925 1.925 1....H1-1b
24 M23 PL 4X1/2 .125 2.004 22 .035 2.004 z 35 88750.3 90000 .938 7.5 1....H1-1b
25 M34 SR 3/4 .120 0 15 .006 0 17 1981.469 14313.882 .179 .179 2....H1-1b
26 M36 SR 3/4 .101 0 59 .007 0 9 1981.469 14313.882 .179 .179 2....H1-1b
27 M32 SR 3/4 .093 33 8 .014 33 15 3222.01 14313.882 .179 .179 2....H1-1b*
28 M47 Pipe 2.88"x0.120".038 60 7 .002 0 11 27638.154 33712.054 2.47 2.47 1....H1-1b*
29 M46 Pipe 2.88"x0.120".027 60 10 .002 0 11 27638.154 33712.054 2.47 2.47 1....H1-1b*
RISA-3D Version 17.0.4 Page 14 [C:\...\...\...\...\...\...\Jacobs\Southern California\10087160 - WSLOS0068563\MA Rev 0\SICA001875 - 10087160.r3d]
SEISMIC DESIGN DATA - RISK CATEGORY:
- SEISMIC IMPORTANCE FACTOR, Ie:
- MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS:
- SITE CLASS:
- DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS:
- SEISMIC DESIGN CATEGORY:
- DESIGN BASE SHEAR:
- FUNDAMENTAL STRUCTURE FREQUENCY, f1:
- RESPONSE MODIFICATION COEFFICIENT, R:
- ANALYSIS METHOD:
WIND DESIGN DATA - RISK CATEGORY:
- EXPOSURE CATEGORY:
- TOPOGRAPHIC CATEGORY:
- TOPOGRAPHIC FACTOR, Kzt:
- ULTIMATE WIND SPEED (3-SECOND GUST):
II
1.0
Ss = 1.290
S1 = 0.462
D
Sds = 1.032
Sd1 = 0.566
D
11.056 kips
1.3947 Hz
1.5
EQUIVALENT
LATERAL FORCE
PROCEDURE
(METHOD I)
PLANS PREPARED FOR:
PROJECT INFORMATION:
SHEET TITLE:
SHEET NUMBER:
TEP #:
REVISION:
SEAL:
PLANS PREPARED BY:
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
DRAWN BY:
CHECKED BY:
2120 3/4 SOUTH BRISTOL
SANTA ANA, CA 92704
(ORANGE)
,
RKE
SMS
229344.113007
0DS-1
DRAWING
SUMMARY
THIS PAGE INTENTIONALLY LEFT BLANK
0 7-20-2025 STRUCTURAL ANALYSIS
DATE ISSUED FOR:REV
July 20, 2025
II
C
1
1.000
95 MPH
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.
Date: July 20, 2025
326 Tryon Road
Raleigh, NC 27603
(919) 661-6351
Subject: Structural Analysis Report
Carrier Designation: AT&T Mobility Co-Locate
Site Number: SICA001875
Site Name: EDINGER AND BRISTOL
FA Number: 10087160
Crown Castle Designation: BU Number: 845391
Site Name: EDINGER AND BRISTOL
JDE Job Number: 2152189
Work Order Number: 2408155
Order Number: 709035 Rev. 0
Engineering Firm Designation: TEP Project Number: 229344.1130072
Site Data: 2120 3/4 South Bristol, Santa Ana, Orange County, CA 92704
Latitude 33° 43' 8.44'', Longitude -117° 53' 12.85''
60 Foot - Monopole Tower
TEP is pleased to submit this “Structural Analysis Report” to determine the structural integrity of the above-
mentioned tower.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have
determined the tower stress level for the structure and foundation, under the following load case, to be:
LC5: Proposed Equipment Configuration Sufficient Capacity
This analysis has been performed in accordance with the 2022 California Building Code based upon an ultimate
3-second gust wind speed of 95 mph. Applicable Standard references and design criteria are listed in Section 2 -
Analysis Criteria.
Structural analysis prepared by: TG / SMS
Respectfully submitted by:
Adam M. Amortnont, P.E., S.E.
July 20, 2025
60-ft Monopole Tower Structural Analysis Report CCI BU No 845391
TEP Project Number 229344.1130072, Order 709035, Revision 0 Page 2
tnxTower Report - version 8.3.1.2
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Equipment Configuration
Table 2 - Other Considered Equipment
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
Table 5 - Tower Component Stresses vs. Capacity
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
July 20, 2025
60-ft Monopole Tower Structural Analysis Report CCI BU No 845391
TEP Project Number 229344.1130072, Order 709035, Revision 0 Page 3
tnxTower Report - version 8.3.1.2
1) INTRODUCTION
This is a 60-ft monopole tower designed by Valmont.
2) ANALYSIS CRITERIA
TIA-222 Revision: TIA-222-H
Risk Category: II
Wind Speed: 95 mph
Exposure Category: C
Topographic Factor: 1.0
Seismic Ss: 1.290
Seismic S1: 0.462
Service Wind Speed: 60 mph
Table 1 - Proposed Equipment Configuration
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer Antenna Model
Number
of Feed
Lines
Feed Line
Size (in)
59.0
59.0
3 Ericsson AIR 6419 B77G_2024
w/ Mount Pipe
1
3
7
18
1
5/16
3/8
3/4
7/8
2” Conduit
1 Tower Mounts Pipe Mount [PM 601-3]
1 Tower Mounts Sector Mount [SM 502-3]
57.0
3 Commscope NNH4-65C-R6-V3
w/ Mount Pipe
3 Kathrein 800 10866K w/ Mount Pipe
3 Kathrein 80010966 w/ Mount Pipe
3 Ericsson RRUS 4449 B5/B12
3 Ericsson RRUS 8843 B2/B66A_CCIV2
3 Raycap DC6-48-60-18-8F_070710
3 Ericsson RRUS 4478 B14_CCIV2
3 Ericsson RRUS 32 B30
55.0 3 Ericsson AIR 6449 B77D_CCIV3
w/ Mount Pipe
Table 2 - Other Considered Equipment
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer Antenna Model
Number
of Feed
Lines
Feed
Line
Size (in)
48.0
48.0 2 Tower Mounts T-Arm Mount [TA 702-3]
3 1-5/8
46.0 3 Ericsson AIR6449 B41_T-MOBILE
w/ Mount Pipe
45.0
3 RFS Celwave APXVAALL24_43-U-
NA20_TMO w/ Mount Pipe
3 Ericsson RADIO 4480 B71_TMO
3 Ericsson RADIO 4460 B2/B25 B66_TMO
July 20, 2025
60-ft Monopole Tower Structural Analysis Report CCI BU No 845391
TEP Project Number 229344.1130072, Order 709035, Revision 0 Page 4
tnxTower Report - version 8.3.1.2
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer Antenna Model
Number
of Feed
Lines
Feed
Line
Size (in)
36.0 36.0
3 JMA Wireless MX08FRO665-21 w/ Mount Pipe
1 1-3/8
3 Samsung Telecom. RF4451d-70A
3 Samsung Telecom. RF4450t-71A
1 Raycap RDIDC-9181-PF-48
1 Tower Mounts Commscope MC-K6MHDX-9-96
(3)
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document Reference Source
Geotechnical Report 4718580 CCISites
Tower Foundation Drawings 5199492 CCISites
Tower Manufacturer Drawings 4718581 CCISites
3.1) Analysis Method
tnxTower (version 8.3.1.2), a commercially available analysis software package, was used to create a
three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has
calculated and provided the effective area for panel antennas using approved methods following the
intent of the TIA-222 Standard.
3.2) Assumptions
1) The tower and structures were maintained in accordance with the TIA-222 Standard.
2) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2, and the referenced drawings.
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 tower.
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
Section
No. Elevation (ft) Component Type Size Critical
Element P (k) ΦΦΦΦPallow (k) %
Capacity Pass / Fail
L1 60 - 45 Pole TP33.2x33.2x0.25 1 -11.69 902.37 13.1 Pass
L2 45 - 30 Pole TP33.2x33.2x0.25 2 -17.06 902.37 32.8 Pass
L3 30 - 0 Pole TP37.7x33.2x0.2813 3 -22.61 1152.85 54.8 Pass
Summary
Pole (L3) 54.8 Pass
RATING = 54.8 Pass
July 20, 2025
60-ft Monopole Tower Structural Analysis Report CCI BU No 845391
TEP Project Number 229344.1130072, Order 709035, Revision 0 Page 5
tnxTower Report - version 8.3.1.2
Table 5 - Tower Component Stresses vs. Capacity - LC5
Notes Component Elevation (ft) % Capacity Pass / Fail
1,2 Flange Connection 45.0 11.9 Pass
1,2 Flange Connection 30.0 29.9 Pass
1,2 Anchor Rods - 82.4 Pass
1,2 Base Plate - 40.0 Pass
1,2 Base Foundation Structural - 24.9 Pass
1,2 Base Foundation Soil Interaction - 23.9 Pass
Structure Rating (max from all components) = 82.4%
Notes:
1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity listed.
2) Rating per TIA-222-H Section 15.5
4.1) Recommendations
1) The tower and its foundation have sufficient capacity to carry the proposed load configuration. No
modifications are required at this time.
July 20, 2025
60-ft Monopole Tower Structural Analysis Report CCI BU No 845391
TEP Project Number 229344.1130072, Order 709035, Revision 0 Page 6
tnxTower Report - version 8.3.1.2
APPENDIX A
TNXTOWER OUTPUT
TEP
326 Tryon Road
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Job: EDINGER AND BRISTOL (BU 845391)
Project: TEP No. 229344.1130072
Client: Crown Castle Drawn by: TG App'd:
Code: TIA-222-H Date: 07/20/25 Scale: NTS
Path:
C:\Users\tsgore\OneDrive - Tower Engineering Professionals, Inc\Desktop\SA\2025-07-20 - Bonus\229344\P-485684_L-1130072_845391_EDINGER AND BRISTOL_Structural Analysis\tnxTower\Wind And Seismic\845391_2408155_LC5.eri
Dwg No. E-1
60.0 ft
45.0 ft
30.0 ft
0.0 ft
REACTIONS - 95 mph WIND
TORQUE 0 kip-ft
9 K
SHEAR
421 kip-ft
MOMENT
19 K
AXIAL
SEISMIC
11 K
SHEAR
547 kip-ft
MOMENT
23 K
AXIAL
ARE FACTORED
ALL REACTIONS
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3.
3
6.
0
MATERIAL STRENGTH
GRADE GRADEFy FyFu Fu
A36 36 ksi 58 ksi
TOWER DESIGN NOTES
1. Tower designed for Exposure C to the TIA-222-H Standard.
2. Tower designed for a 95 mph basic wind in accordance with the TIA-222-H Standard.
3. Deflections are based upon a 60 mph wind.
4. Tower Risk Category II.
5. Topographic Category 1 with Crest Height of 0.00 ft
6. CCISeismic Note: Seismic loads generated by CCISeismic 5.0.2
7. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1
8. TOWER RATING: 54.8%
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
1 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Tower Input Data
The tower is a monopole.
This tower is designed using the TIA-222-H standard.
The following design criteria apply:
Tower base elevation above sea level: 49.00 ft.
Basic wind speed of 95 mph.
Risk Category II.
Exposure Category C.
Simplified Topographic Factor Procedure for wind speed-up calculations is used.
Topographic Category: 1.
Crest Height: 0.00 ft.
Deflections calculated using a wind speed of 60 mph.
CCISeismic Note: Seismic loads generated by CCISeismic 5.0.2.
CCISeismic Note: Seismic calculations are in accordance with TIA -222-H-1.
Non-linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.
Tower analysis based on target reliabilities in accordance with Annex S.
Load Modification Factors used: Kes(Fw) = 0.95, Kes(Ev and Eh) = 1.0.
Maximum demand-capacity ratio is: 1.05.
Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered.
Options
Consider Moments - Legs Assume Legs Pinned Calculate Redundant Bracing Forces
Consider Moments - Horizontals √ Assume Rigid Index Plate Ignore Redundant Members in FEA
Consider Moments - Diagonals √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression
Use Moment Magnification Use Clear Spans For KL/r All Leg Panels Have Same Allowable
√ Use Code Stress Ratios Retension Guys To Initial Tension Offset Girt At Foundation
√ Use Code Safety Factors - Guys √ Bypass Mast Stability Checks √ Consider Feed Line Torque
Escalate Ice √ Use Azimuth Dish Coefficients Include Angle Block Shear Check
Always Use Max Kz √ Project Wind Area of Appurtenances Use TIA-222-H Bracing Resist. Exemption
Kz In Exposure D Hurricane Region √ Alternative Appurt. EPA Calculation Use TIA-222-H Tension Splice Exemption
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles
Leg Bolts Are At Top Of Section Add IBC .6D+W Combination √ Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Always Use Sub-Critical Flow
Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets
SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder √ Pole Without Linear Attachments
SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole With Shroud Or No Appurtenances
Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Outside and Inside Corner Radii Are Known
Use Special Wind Profile
Tapered Pole Section Geometry
Section Elevation
ft
Section
Length
ft
Splice
Length
ft
Number
of
Sides
Top
Diameter
in
Bottom
Diameter
in
Wall
Thickness
in
Bend
Radius
in
Pole Grade
L1 60.00-45.00 15.00 0.00 12 33.2000 33.2000 0.2500 1.0000 A36
(36 ksi)
L2 45.00-30.00 15.00 0.00 12 33.2000 33.2000 0.2500 1.0000 A36
(36 ksi)
L3 30.00-0.00 30.00 12 33.2000 37.7000 0.2812 1.1250 A36
(36 ksi)
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EDINGER AND BRISTOL (BU 845391)
Page
2 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Tapered Pole Properties
Section Tip Dia.
in
Area
in2
I
in4
r
in
C
in
I/C
in3
J
in4
It/Q
in2
w
in
w/t
L1 34.2830 26.5248 3675.7680 11.7961 17.1976 213.7373 7448.1024 13.0547 8.2276 32.91
34.2830 26.5248 3675.7680 11.7961 17.1976 213.7373 7448.1024 13.0547 8.2276 32.91
L2 34.2830 26.5248 3675.7680 11.7961 17.1976 213.7373 7448.1024 13.0547 8.2276 32.91
34.2830 26.5248 3675.7680 11.7961 17.1976 213.7373 7448.1024 13.0547 8.2276 32.91
L3 34.2720 29.8120 4123.4844 11.7849 17.1976 239.7709 8355.2974 14.6726 8.1439 28.956
38.9307 33.8874 6056.2275 13.3959 19.5286 310.1209 12271.5588 16.6783 9.3498 33.244
Tower
Elevation
ft
Gusset
Area
(per face)
ft2
Gusset
Thickness
in
Gusset Grade Adjust. Factor
Af
Adjust.
Factor
Ar
Weight Mult.
Double Angle
Stitch Bolt
Spacing
Diagonals
in
Double Angle
Stitch Bolt
Spacing
Horizontals
in
Double Angle
Stitch Bolt
Spacing
Redundants
in
L1 60.00-45.00 1 1 1
L2 45.00-30.00 1 1 1
L3 30.00-0.00 1 1 1
Feed Line/Linear Appurtenances - Entered As Area
Description Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Component
Type
Placement
ft
Total
Number
CAAA
ft2/ft
Weight
plf
***misc***
Safety Line 3/8 B No No CaAa (Out
Of Face)
60.00 - 0.00 1 No Ice 0.04 0.22
Step Pegs (5/8'' SR)
7-in. w/30'' step
B No No CaAa (Out
Of Face)
60.00 - 0.00 1 No Ice 0.03 0.49
***59***
123-171-XX(5/16) C No No Inside Pole 59.00 - 0.00 1 No Ice 0.00 0.07
FB-L98B-034-XXX
XXX(3/8)
C No No Inside Pole 59.00 - 0.00 3 No Ice 0.00 0.05
WR-VG86ST-BRD(
3/4)
C No No Inside Pole 59.00 - 0.00 6 No Ice 0.00 0.58
WR-VG86ST-BRD(
3/4)
C No No Inside Pole 59.00 - 0.00 1 No Ice 0.00 0.58
LDF5-50A(7/8) C No No Inside Pole 59.00 - 0.00 1 No Ice 0.00 0.33
LDF5-50A(7/8) C No No Inside Pole 59.00 - 0.00 17 No Ice 0.00 0.33
2'' Flexible Conduit C No No Inside Pole 59.00 - 0.00 1 No Ice 0.00 0.34
***48***
HB158-21U6S24-xx
M_TMO(1-5/8)
B No No Inside Pole 48.00 - 0.00 3 No Ice 0.00 2.50
***36***
CU12PSM9P8XXX(
1-3/8)
B No No Inside Pole 36.00 - 0.00 1 No Ice 0.00 1.66
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
3 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Feed Line/Linear Appurtenances Section Areas
Tower
Section
Tower
Elevation
ft
Face AR
ft2
AF
ft2
CAAA
In Face
ft2
CAAA
Out Face
ft2
Weight
K
L1 60.00-45.00 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
1.087
0.000
0.00
0.03
0.15
L2 45.00-30.00 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
1.087
0.000
0.00
0.13
0.16
L3 30.00-0.00 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
2.175
0.000
0.00
0.30
0.32
Feed Line Center of Pressure
Section Elevation
ft
CPX
in
CPZ
in
CPX
Ice
in
CPZ
Ice
in
L1 60.00-45.00 0.4168 0.2406 0.2977 0.1719
L2 45.00-30.00 0.4168 0.2406 0.2977 0.1719
L3 30.00-0.00 0.4176 0.2411 0.2982 0.1721
Note: For pole sections, center of pressure calculations do not consider feed line shielding.
User Defined Loads - Seismic
Description Elevation
ft
Offset
From
Centroid
ft
Azimuth
Angle
°
Ev
K
Ehx
K
Ehz
K
Eh
K
CCISeismic Tower Section 1 - 1 57.50 0.00 0.0000 0.09 0.00 0.00 0.45
CCISeismic Tower Section 1 - 2 50.00 0.00 0.0000 0.19 0.00 0.00 0.76
CCISeismic Tower Section 2 - 1 42.50 0.00 0.0000 0.09 0.00 0.00 0.32
CCISeismic Tower Section 2 - 2 35.00 0.00 0.0000 0.19 0.00 0.00 0.51
CCISeismic Tower Section 3 - 1 25.00 0.00 0.0000 0.21 0.00 0.00 0.41
CCISeismic Tower Section 3 - 2 15.00 0.00 0.0000 0.22 0.00 0.00 0.24
CCISeismic Tower Section 3 - 3 5.00 0.00 0.0000 0.23 0.00 0.00 0.07
CCISeismic commscope_cfd
NNH4-65C-R6-V3 w/ Mount
Pipe
59.00 0.00 0.0000 0.03 0.00 0.00 0.16
CCISeismic commscope_cfd
NNH4-65C-R6-V3 w/ Mount
Pipe
59.00 0.00 0.0000 0.03 0.00 0.00 0.16
CCISeismic commscope_cfd
NNH4-65C-R6-V3 w/ Mount
Pipe
59.00 0.00 0.0000 0.03 0.00 0.00 0.16
CCISeismic ericsson_cfd AIR
6419 B77G_2024 w/ Mount Pipe
59.00 0.00 0.0000 0.02 0.00 0.00 0.08
CCISeismic ericsson_cfd AIR
6419 B77G_2024 w/ Mount Pipe
59.00 0.00 0.0000 0.02 0.00 0.00 0.08
CCISeismic ericsson_cfd AIR
6419 B77G_2024 w/ Mount Pipe
59.00 0.00 0.0000 0.02 0.00 0.00 0.08
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
4 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Description Elevation
ft
Offset
From
Centroid
ft
Azimuth
Angle
°
Ev
K
Ehx
K
Ehz
K
Eh
K
CCISeismic ericsson_cfd AIR
6449 B77D_CCIV3 w/ Mount
Pipe
59.00 0.00 0.0000 0.02 0.00 0.00 0.11
CCISeismic ericsson_cfd AIR
6449 B77D_CCIV3 w/ Mount
Pipe
59.00 0.00 0.0000 0.02 0.00 0.00 0.11
CCISeismic ericsson_cfd AIR
6449 B77D_CCIV3 w/ Mount
Pipe
59.00 0.00 0.0000 0.02 0.00 0.00 0.11
CCISeismic kathrein_cfd 800
10866K w/ Mount Pipe
59.00 0.00 0.0000 0.02 0.00 0.00 0.12
CCISeismic kathrein_cfd 800
10866K w/ Mount Pipe
59.00 0.00 0.0000 0.02 0.00 0.00 0.12
CCISeismic kathrein_cfd 800
10866K w/ Mount Pipe
59.00 0.00 0.0000 0.02 0.00 0.00 0.12
CCISeismic kathrein_cfd
80010966 w/ Mount Pipe
59.00 0.00 0.0000 0.03 0.00 0.00 0.16
CCISeismic kathrein_cfd
80010966 w/ Mount Pipe
59.00 0.00 0.0000 0.03 0.00 0.00 0.16
CCISeismic kathrein_cfd
80010966 w/ Mount Pipe
59.00 0.00 0.0000 0.03 0.00 0.00 0.16
CCISeismic ericsson RRUS
4449 B5/B12
59.00 0.00 0.0000 0.01 0.00 0.00 0.07
CCISeismic ericsson RRUS
4449 B5/B12
59.00 0.00 0.0000 0.01 0.00 0.00 0.07
CCISeismic ericsson RRUS
4449 B5/B12
59.00 0.00 0.0000 0.01 0.00 0.00 0.07
CCISeismic ericsson RRUS
8843 B2/B66A_CCIV2
59.00 0.00 0.0000 0.02 0.00 0.00 0.08
CCISeismic ericsson RRUS
8843 B2/B66A_CCIV2
59.00 0.00 0.0000 0.02 0.00 0.00 0.08
CCISeismic ericsson RRUS
8843 B2/B66A_CCIV2
59.00 0.00 0.0000 0.02 0.00 0.00 0.08
CCISeismic raycap
DC6-48-60-18-8F_070710
59.00 0.00 0.0000 0.00 0.00 0.00 0.02
CCISeismic raycap
DC6-48-60-18-8F_070710
59.00 0.00 0.0000 0.00 0.00 0.00 0.02
CCISeismic raycap
DC6-48-60-18-8F_070710
59.00 0.00 0.0000 0.00 0.00 0.00 0.02
CCISeismic ericsson RRUS
4478 B14_CCIV2
59.00 0.00 0.0000 0.01 0.00 0.00 0.06
CCISeismic ericsson RRUS
4478 B14_CCIV2
59.00 0.00 0.0000 0.01 0.00 0.00 0.06
CCISeismic ericsson RRUS
4478 B14_CCIV2
59.00 0.00 0.0000 0.01 0.00 0.00 0.06
CCISeismic ericsson RRUS 32
B30
59.00 0.00 0.0000 0.01 0.00 0.00 0.05
CCISeismic ericsson RRUS 32
B30
59.00 0.00 0.0000 0.01 0.00 0.00 0.05
CCISeismic ericsson RRUS 32
B30
59.00 0.00 0.0000 0.01 0.00 0.00 0.05
CCISeismic 2.9'' Dia. x 6-ft
Mount Pipe
59.00 0.00 0.0000 0.01 0.00 0.00 0.03
CCISeismic 2.9'' Dia. x 6-ft
Mount Pipe
59.00 0.00 0.0000 0.01 0.00 0.00 0.03
CCISeismic 2.9'' Dia. x 6-ft
Mount Pipe
59.00 0.00 0.0000 0.01 0.00 0.00 0.03
CCISeismic tower mounts (cci)
Pipe Mount [PM 601-3]
59.00 0.00 0.0000 0.04 0.00 0.00 0.20
CCISeismic tower mounts (cci) 59.00 0.00 0.0000 0.35 0.00 0.00 1.70
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
5 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Description Elevation
ft
Offset
From
Centroid
ft
Azimuth
Angle
°
Ev
K
Ehx
K
Ehz
K
Eh
K
Sector Mount [SM 502-3]
CCISeismic rfs celwave_cfd
APXVAALL24_43-U-NA20_T
MO w/ Mount Pipe
48.00 0.00 0.0000 0.04 0.00 0.00 0.15
CCISeismic rfs celwave_cfd
APXVAALL24_43-U-NA20_T
MO w/ Mount Pipe
48.00 0.00 0.0000 0.04 0.00 0.00 0.15
CCISeismic rfs celwave_cfd
APXVAALL24_43-U-NA20_T
MO w/ Mount Pipe
48.00 0.00 0.0000 0.04 0.00 0.00 0.15
CCISeismic ericsson_cfd
AIR6449 B41_T-MOBILE w/
Mount Pipe
48.00 0.00 0.0000 0.03 0.00 0.00 0.10
CCISeismic ericsson_cfd
AIR6449 B41_T-MOBILE w/
Mount Pipe
48.00 0.00 0.0000 0.03 0.00 0.00 0.10
CCISeismic ericsson_cfd
AIR6449 B41_T-MOBILE w/
Mount Pipe
48.00 0.00 0.0000 0.03 0.00 0.00 0.10
CCISeismic ericsson RADIO
4480 B71_TMO
48.00 0.00 0.0000 0.02 0.00 0.00 0.07
CCISeismic ericsson RADIO
4480 B71_TMO
48.00 0.00 0.0000 0.02 0.00 0.00 0.07
CCISeismic ericsson RADIO
4480 B71_TMO
48.00 0.00 0.0000 0.02 0.00 0.00 0.07
CCISeismic ericsson RADIO
4460 B2/B25 B66_TMO
48.00 0.00 0.0000 0.02 0.00 0.00 0.09
CCISeismic ericsson RADIO
4460 B2/B25 B66_TMO
48.00 0.00 0.0000 0.02 0.00 0.00 0.09
CCISeismic ericsson RADIO
4460 B2/B25 B66_TMO
48.00 0.00 0.0000 0.02 0.00 0.00 0.09
CCISeismic (2) tower mounts
(cci) T-Arm Mount [TA 702-3]
48.00 0.00 0.0000 0.14 0.00 0.00 0.55
CCISeismic jma wireless_cfd
MX08FRO665-21 w/ Mount
Pipe
36.00 0.00 0.0000 0.02 0.00 0.00 0.06
CCISeismic jma wireless_cfd
MX08FRO665-21 w/ Mount
Pipe
36.00 0.00 0.0000 0.02 0.00 0.00 0.06
CCISeismic jma wireless_cfd
MX08FRO665-21 w/ Mount
Pipe
36.00 0.00 0.0000 0.02 0.00 0.00 0.06
CCISeismic samsung
telecommunications
RF4451d-70A
36.00 0.00 0.0000 0.01 0.00 0.00 0.04
CCISeismic samsung
telecommunications
RF4451d-70A
36.00 0.00 0.0000 0.01 0.00 0.00 0.04
CCISeismic samsung
telecommunications
RF4451d-70A
36.00 0.00 0.0000 0.01 0.00 0.00 0.04
CCISeismic samsung
telecommunications
RF4450t-71A
36.00 0.00 0.0000 0.02 0.00 0.00 0.05
CCISeismic samsung
telecommunications
RF4450t-71A
36.00 0.00 0.0000 0.02 0.00 0.00 0.05
CCISeismic samsung
telecommunications
RF4450t-71A
36.00 0.00 0.0000 0.02 0.00 0.00 0.05
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
6 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Description Elevation
ft
Offset
From
Centroid
ft
Azimuth
Angle
°
Ev
K
Ehx
K
Ehz
K
Eh
K
CCISeismic raycap
RDIDC-9181-PF-48
36.00 0.00 0.0000 0.00 0.00 0.00 0.01
CCISeismic (2) mounts 2.4'' Dia
x 8-ft Mount Pipe
36.00 0.00 0.0000 0.01 0.00 0.00 0.04
CCISeismic (2) mounts 2.4'' Dia
x 8-ft Mount Pipe
36.00 0.00 0.0000 0.01 0.00 0.00 0.04
CCISeismic (2) mounts 2.4'' Dia
x 8-ft Mount Pipe
36.00 0.00 0.0000 0.01 0.00 0.00 0.04
CCISeismic tower mounts
Commscope
MC-K6MHDX-9-96 (3)
36.00 0.00 0.0000 0.25 0.00 0.00 0.70
CCISeismic miscl Safety Line
3/8 From 0 to 60 (50ft to60ft)
55.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic miscl Safety Line
3/8 From 0 to 60 (40ft to50ft)
45.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic miscl Safety Line
3/8 From 0 to 60 (30ft to40ft)
35.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic miscl Safety Line
3/8 From 0 to 60 (20ft to30ft)
25.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic miscl Safety Line
3/8 From 0 to 60 (10ft to20ft)
15.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic miscl Safety Line
3/8 From 0 to 60 (0ft to10ft)
5.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic miscl Step Pegs
(5/8'' SR) 7-in. w/30'' step From
0 to 60 (50ft to60ft)
55.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic miscl Step Pegs
(5/8'' SR) 7-in. w/30'' step From
0 to 60 (40ft to50ft)
45.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic miscl Step Pegs
(5/8'' SR) 7-in. w/30'' step From
0 to 60 (30ft to40ft)
35.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic miscl Step Pegs
(5/8'' SR) 7-in. w/30'' step From
0 to 60 (20ft to30ft)
25.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic miscl Step Pegs
(5/8'' SR) 7-in. w/30'' step From
0 to 60 (10ft to20ft)
15.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic miscl Step Pegs
(5/8'' SR) 7-in. w/30'' step From
0 to 60 (0ft to10ft)
5.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic 123ewireless
123-171-XX(5/16) From 0 to 59
(50ft to59ft)
54.50 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic 123ewireless
123-171-XX(5/16) From 0 to 59
(40ft to50ft)
45.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic 123ewireless
123-171-XX(5/16) From 0 to 59
(30ft to40ft)
35.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic 123ewireless
123-171-XX(5/16) From 0 to 59
(20ft to30ft)
25.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic 123ewireless
123-171-XX(5/16) From 0 to 59
(10ft to20ft)
15.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic 123ewireless
123-171-XX(5/16) From 0 to 59
(0ft to10ft)
5.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic (3) rosenberger 54.50 0.00 0.0000 0.00 0.00 0.00 0.00
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
7 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Description Elevation
ft
Offset
From
Centroid
ft
Azimuth
Angle
°
Ev
K
Ehx
K
Ehz
K
Eh
K
leoni
FB-L98B-034-XXXXXX(3/8)
From 0 to 59 (50ft to59ft)
CCISeismic (3) rosenberger
leoni
FB-L98B-034-XXXXXX(3/8)
From 0 to 59 (40ft to50ft)
45.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic (3) rosenberger
leoni
FB-L98B-034-XXXXXX(3/8)
From 0 to 59 (30ft to40ft)
35.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic (3) rosenberger
leoni
FB-L98B-034-XXXXXX(3/8)
From 0 to 59 (20ft to30ft)
25.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic (3) rosenberger
leoni
FB-L98B-034-XXXXXX(3/8)
From 0 to 59 (10ft to20ft)
15.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic (3) rosenberger
leoni
FB-L98B-034-XXXXXX(3/8)
From 0 to 59 (0ft to10ft)
5.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic (6) rosenberger
leoni WR-VG86ST-BRD(3/4)
From 0 to 59 (50ft to59ft)
54.50 0.00 0.0000 0.01 0.00 0.00 0.03
CCISeismic (6) rosenberger
leoni WR-VG86ST-BRD(3/4)
From 0 to 59 (40ft to50ft)
45.00 0.00 0.0000 0.01 0.00 0.00 0.03
CCISeismic (6) rosenberger
leoni WR-VG86ST-BRD(3/4)
From 0 to 59 (30ft to40ft)
35.00 0.00 0.0000 0.01 0.00 0.00 0.02
CCISeismic (6) rosenberger
leoni WR-VG86ST-BRD(3/4)
From 0 to 59 (20ft to30ft)
25.00 0.00 0.0000 0.01 0.00 0.00 0.01
CCISeismic (6) rosenberger
leoni WR-VG86ST-BRD(3/4)
From 0 to 59 (10ft to20ft)
15.00 0.00 0.0000 0.01 0.00 0.00 0.01
CCISeismic (6) rosenberger
leoni WR-VG86ST-BRD(3/4)
From 0 to 59 (0ft to10ft)
5.00 0.00 0.0000 0.01 0.00 0.00 0.00
CCISeismic rosenberger leoni
WR-VG86ST-BRD(3/4) From 0
to 59 (50ft to59ft)
54.50 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic rosenberger leoni
WR-VG86ST-BRD(3/4) From 0
to 59 (40ft to50ft)
45.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic rosenberger leoni
WR-VG86ST-BRD(3/4) From 0
to 59 (30ft to40ft)
35.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic rosenberger leoni
WR-VG86ST-BRD(3/4) From 0
to 59 (20ft to30ft)
25.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic rosenberger leoni
WR-VG86ST-BRD(3/4) From 0
to 59 (10ft to20ft)
15.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic rosenberger leoni
WR-VG86ST-BRD(3/4) From 0
to 59 (0ft to10ft)
5.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic andrew 54.50 0.00 0.0000 0.00 0.00 0.00 0.00
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
8 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Description Elevation
ft
Offset
From
Centroid
ft
Azimuth
Angle
°
Ev
K
Ehx
K
Ehz
K
Eh
K
LDF5-50A(7/8) From 0 to 59
(50ft to59ft)
CCISeismic andrew
LDF5-50A(7/8) From 0 to 59
(40ft to50ft)
45.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic andrew
LDF5-50A(7/8) From 0 to 59
(30ft to40ft)
35.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic andrew
LDF5-50A(7/8) From 0 to 59
(20ft to30ft)
25.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic andrew
LDF5-50A(7/8) From 0 to 59
(10ft to20ft)
15.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic andrew
LDF5-50A(7/8) From 0 to 59
(0ft to10ft)
5.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic (17) andrew
LDF5-50A(7/8) From 0 to 59
(50ft to59ft)
54.50 0.00 0.0000 0.01 0.00 0.00 0.05
CCISeismic (17) andrew
LDF5-50A(7/8) From 0 to 59
(40ft to50ft)
45.00 0.00 0.0000 0.01 0.00 0.00 0.04
CCISeismic (17) andrew
LDF5-50A(7/8) From 0 to 59
(30ft to40ft)
35.00 0.00 0.0000 0.01 0.00 0.00 0.03
CCISeismic (17) andrew
LDF5-50A(7/8) From 0 to 59
(20ft to30ft)
25.00 0.00 0.0000 0.01 0.00 0.00 0.02
CCISeismic (17) andrew
LDF5-50A(7/8) From 0 to 59
(10ft to20ft)
15.00 0.00 0.0000 0.01 0.00 0.00 0.01
CCISeismic (17) andrew
LDF5-50A(7/8) From 0 to 59
(0ft to10ft)
5.00 0.00 0.0000 0.01 0.00 0.00 0.00
CCISeismic miscl 2'' Flexible
Conduit From 0 to 59 (50ft
to59ft)
54.50 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic miscl 2'' Flexible
Conduit From 0 to 59 (40ft
to50ft)
45.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic miscl 2'' Flexible
Conduit From 0 to 59 (30ft
to40ft)
35.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic miscl 2'' Flexible
Conduit From 0 to 59 (20ft
to30ft)
25.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic miscl 2'' Flexible
Conduit From 0 to 59 (10ft
to20ft)
15.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic miscl 2'' Flexible
Conduit From 0 to 59 (0ft to10ft)
5.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic (3) rfs celwave
HB158-21U6S24-xxM_TMO(1-
5/8) From 0 to 48 (40ft to48ft)
44.00 0.00 0.0000 0.01 0.00 0.00 0.04
CCISeismic (3) rfs celwave
HB158-21U6S24-xxM_TMO(1-
5/8) From 0 to 48 (30ft to40ft)
35.00 0.00 0.0000 0.02 0.00 0.00 0.04
CCISeismic (3) rfs celwave
HB158-21U6S24-xxM_TMO(1-
25.00 0.00 0.0000 0.02 0.00 0.00 0.03
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
9 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Description Elevation
ft
Offset
From
Centroid
ft
Azimuth
Angle
°
Ev
K
Ehx
K
Ehz
K
Eh
K
5/8) From 0 to 48 (20ft to30ft)
CCISeismic (3) rfs celwave
HB158-21U6S24-xxM_TMO(1-
5/8) From 0 to 48 (10ft to20ft)
15.00 0.00 0.0000 0.02 0.00 0.00 0.02
CCISeismic (3) rfs celwave
HB158-21U6S24-xxM_TMO(1-
5/8) From 0 to 48 (0ft to10ft)
5.00 0.00 0.0000 0.02 0.00 0.00 0.01
CCISeismic cui
CU12PSM9P8XXX(1-3/8) From
0 to 36 (30ft to36ft)
33.00 0.00 0.0000 0.00 0.00 0.00 0.01
CCISeismic cui
CU12PSM9P8XXX(1-3/8) From
0 to 36 (20ft to30ft)
25.00 0.00 0.0000 0.00 0.00 0.00 0.01
CCISeismic cui
CU12PSM9P8XXX(1-3/8) From
0 to 36 (10ft to20ft)
15.00 0.00 0.0000 0.00 0.00 0.00 0.00
CCISeismic cui
CU12PSM9P8XXX(1-3/8) From
0 to 36 (0ft to10ft)
5.00 0.00 0.0000 0.00 0.00 0.00 0.00
Discrete Tower Loads
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
***59***
NNH4-65C-R6-V3 w/ Mount
Pipe
A From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 9.68 5.17 0.16
NNH4-65C-R6-V3 w/ Mount
Pipe
B From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 9.68 5.17 0.16
NNH4-65C-R6-V3 w/ Mount
Pipe
C From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 9.68 5.17 0.16
AIR 6419 B77G_2024 w/
Mount Pipe
A From Leg 4.00
0.00
0.00
0.0000 59.00 No Ice 3.43 1.95 0.08
AIR 6419 B77G_2024 w/
Mount Pipe
B From Leg 4.00
0.00
0.00
0.0000 59.00 No Ice 3.43 1.95 0.08
AIR 6419 B77G_2024 w/
Mount Pipe
C From Leg 4.00
0.00
0.00
0.0000 59.00 No Ice 3.43 1.95 0.08
AIR 6449 B77D_CCIV3 w/
Mount Pipe
A From Leg 4.00
0.00
-4.00
0.0000 59.00 No Ice 3.65 2.72 0.11
AIR 6449 B77D_CCIV3 w/
Mount Pipe
B From Leg 4.00
0.00
-4.00
0.0000 59.00 No Ice 3.65 2.72 0.11
AIR 6449 B77D_CCIV3 w/ C From Leg 4.00 0.0000 59.00 No Ice 3.65 2.72 0.11
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
10 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
Mount Pipe 0.00
-4.00
800 10866K w/ Mount Pipe A From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 8.78 5.45 0.11
800 10866K w/ Mount Pipe B From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 8.78 5.45 0.11
800 10866K w/ Mount Pipe C From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 8.78 5.45 0.11
80010966 w/ Mount Pipe A From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 14.61 6.84 0.16
80010966 w/ Mount Pipe B From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 14.61 6.84 0.16
80010966 w/ Mount Pipe C From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 14.61 6.84 0.16
RRUS 4449 B5/B12 A From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 1.97 1.41 0.07
RRUS 4449 B5/B12 B From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 1.97 1.41 0.07
RRUS 4449 B5/B12 C From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 1.97 1.41 0.07
RRUS 8843
B2/B66A_CCIV2
A From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 1.98 1.70 0.08
RRUS 8843
B2/B66A_CCIV2
B From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 1.98 1.70 0.08
RRUS 8843
B2/B66A_CCIV2
C From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 1.98 1.70 0.08
DC6-48-60-18-8F_070710 A From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 2.20 1.81 0.02
DC6-48-60-18-8F_070710 B From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 2.20 1.81 0.02
DC6-48-60-18-8F_070710 C From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 2.20 1.81 0.02
RRUS 4478 B14_CCIV2 A From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 2.02 1.25 0.06
RRUS 4478 B14_CCIV2 B From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 2.02 1.25 0.06
RRUS 4478 B14_CCIV2 C From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 2.02 1.25 0.06
RRUS 32 B30 A From Leg 4.00 0.0000 59.00 No Ice 2.73 1.67 0.05
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
11 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
0.00
-2.00
RRUS 32 B30 B From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 2.73 1.67 0.05
RRUS 32 B30 C From Leg 4.00
0.00
-2.00
0.0000 59.00 No Ice 2.73 1.67 0.05
2.9'' Dia. x 6-ft Mount Pipe A From Leg 2.00
0.00
0.00
0.0000 59.00 No Ice 0.00 1.73 0.03
2.9'' Dia. x 6-ft Mount Pipe B From Leg 2.00
0.00
0.00
0.0000 59.00 No Ice 0.00 1.73 0.03
2.9'' Dia. x 6-ft Mount Pipe C From Leg 2.00
0.00
0.00
0.0000 59.00 No Ice 0.00 1.73 0.03
Pipe Mount [PM 601-3] C None 0.0000 59.00 No Ice 3.17 3.17 0.20
Sector Mount [SM 502-3] C None 0.0000 59.00 No Ice 29.82 29.82 1.67
***48***
APXVAALL24_43-U-NA20
_TMO w/ Mount Pipe
A From Leg 3.00
0.00
-3.00
0.0000 48.00 No Ice 14.69 6.87 0.18
APXVAALL24_43-U-NA20
_TMO w/ Mount Pipe
B From Leg 3.00
0.00
-3.00
0.0000 48.00 No Ice 14.69 6.87 0.18
APXVAALL24_43-U-NA20
_TMO w/ Mount Pipe
C From Leg 3.00
0.00
-3.00
0.0000 48.00 No Ice 14.69 6.87 0.18
AIR6449 B41_T-MOBILE
w/ Mount Pipe
A From Leg 3.00
0.00
-2.00
0.0000 48.00 No Ice 5.19 2.71 0.13
AIR6449 B41_T-MOBILE
w/ Mount Pipe
B From Leg 3.00
0.00
-2.00
0.0000 48.00 No Ice 5.19 2.71 0.13
AIR6449 B41_T-MOBILE
w/ Mount Pipe
C From Leg 3.00
0.00
-2.00
0.0000 48.00 No Ice 5.19 2.71 0.13
RADIO 4480 B71_TMO A From Leg 3.00
0.00
-3.00
0.0000 48.00 No Ice 2.85 1.38 0.09
RADIO 4480 B71_TMO B From Leg 3.00
0.00
-3.00
0.0000 48.00 No Ice 2.85 1.38 0.09
RADIO 4480 B71_TMO C From Leg 3.00
0.00
-3.00
0.0000 48.00 No Ice 2.85 1.38 0.09
RADIO 4460 B2/B25
B66_TMO
A From Leg 3.00
0.00
-3.00
0.0000 48.00 No Ice 2.14 1.69 0.11
RADIO 4460 B2/B25
B66_TMO
B From Leg 3.00
0.00
-3.00
0.0000 48.00 No Ice 2.14 1.69 0.11
RADIO 4460 B2/B25
B66_TMO
C From Leg 3.00
0.00
-3.00
0.0000 48.00 No Ice 2.14 1.69 0.11
(2) T-Arm Mount [TA 702-3] C None 0.0000 48.00 No Ice 4.75 4.75 0.34
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
12 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
***36***
MX08FRO665-21 w/ Mount
Pipe
A From Leg 4.00
0.00
0.00
0.0000 36.00 No Ice 8.01 4.23 0.11
MX08FRO665-21 w/ Mount
Pipe
B From Leg 4.00
0.00
0.00
0.0000 36.00 No Ice 8.01 4.23 0.11
MX08FRO665-21 w/ Mount
Pipe
C From Leg 4.00
0.00
0.00
0.0000 36.00 No Ice 8.01 4.23 0.11
RF4451d-70A A From Leg 4.00
0.00
0.00
0.0000 36.00 No Ice 1.88 1.11 0.06
RF4451d-70A B From Leg 4.00
0.00
0.00
0.0000 36.00 No Ice 1.88 1.11 0.06
RF4451d-70A C From Leg 4.00
0.00
0.00
0.0000 36.00 No Ice 1.88 1.11 0.06
RF4450t-71A A From Leg 4.00
0.00
0.00
0.0000 36.00 No Ice 2.06 1.38 0.09
RF4450t-71A B From Leg 4.00
0.00
0.00
0.0000 36.00 No Ice 2.06 1.38 0.09
RF4450t-71A C From Leg 4.00
0.00
0.00
0.0000 36.00 No Ice 2.06 1.38 0.09
RDIDC-9181-PF-48 A From Leg 4.00
0.00
0.00
0.0000 36.00 No Ice 2.01 1.17 0.02
(2) 2.4'' Dia x 8-ft Mount Pipe A From Leg 4.00
0.00
0.00
0.0000 36.00 No Ice 1.90 1.90 0.03
(2) 2.4'' Dia x 8-ft Mount Pipe B From Leg 4.00
0.00
0.00
0.0000 36.00 No Ice 1.90 1.90 0.03
(2) 2.4'' Dia x 8-ft Mount Pipe C From Leg 4.00
0.00
0.00
0.0000 36.00 No Ice 1.90 1.90 0.03
Commscope
MC-K6MHDX-9-96 (3)
C None 0.0000 36.00 No Ice 15.30 15.30 1.19
******
Load Combinations
Comb.
No.
Description
1 Dead Only
2 1.2 Dead+1.0 Wind 0 deg - No Ice
3 0.9 Dead+1.0 Wind 0 deg - No Ice
4 1.2 Dead+1.0 Wind 30 deg - No Ice
5 0.9 Dead+1.0 Wind 30 deg - No Ice
6 1.2 Dead+1.0 Wind 60 deg - No Ice
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
13 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Comb.
No.
Description
7 0.9 Dead+1.0 Wind 60 deg - No Ice
8 1.2 Dead+1.0 Wind 90 deg - No Ice
9 0.9 Dead+1.0 Wind 90 deg - No Ice
10 1.2 Dead+1.0 Wind 120 deg - No Ice
11 0.9 Dead+1.0 Wind 120 deg - No Ice
12 1.2 Dead+1.0 Wind 150 deg - No Ice
13 0.9 Dead+1.0 Wind 150 deg - No Ice
14 1.2 Dead+1.0 Wind 180 deg - No Ice
15 0.9 Dead+1.0 Wind 180 deg - No Ice
16 1.2 Dead+1.0 Wind 210 deg - No Ice
17 0.9 Dead+1.0 Wind 210 deg - No Ice
18 1.2 Dead+1.0 Wind 240 deg - No Ice
19 0.9 Dead+1.0 Wind 240 deg - No Ice
20 1.2 Dead+1.0 Wind 270 deg - No Ice
21 0.9 Dead+1.0 Wind 270 deg - No Ice
22 1.2 Dead+1.0 Wind 300 deg - No Ice
23 0.9 Dead+1.0 Wind 300 deg - No Ice
24 1.2 Dead+1.0 Wind 330 deg - No Ice
25 0.9 Dead+1.0 Wind 330 deg - No Ice
26 Dead+Wind 0 deg - Service
27 Dead+Wind 30 deg - Service
28 Dead+Wind 60 deg - Service
29 Dead+Wind 90 deg - Service
30 Dead+Wind 120 deg - Service
31 Dead+Wind 150 deg - Service
32 Dead+Wind 180 deg - Service
33 Dead+Wind 210 deg - Service
34 Dead+Wind 240 deg - Service
35 Dead+Wind 270 deg - Service
36 Dead+Wind 300 deg - Service
37 Dead+Wind 330 deg - Service
38 1.2 Dead+1.0 Ev+1.0 Eh 0 deg
39 0.9 Dead-1.0 Ev+1.0 Eh 0 deg
40 1.2 Dead+1.0 Ev+1.0 Eh 30 deg
41 0.9 Dead-1.0 Ev+1.0 Eh 30 deg
42 1.2 Dead+1.0 Ev+1.0 Eh 60 deg
43 0.9 Dead-1.0 Ev+1.0 Eh 60 deg
44 1.2 Dead+1.0 Ev+1.0 Eh 90 deg
45 0.9 Dead-1.0 Ev+1.0 Eh 90 deg
46 1.2 Dead+1.0 Ev+1.0 Eh 120 deg
47 0.9 Dead-1.0 Ev+1.0 Eh 120 deg
48 1.2 Dead+1.0 Ev+1.0 Eh 150 deg
49 0.9 Dead-1.0 Ev+1.0 Eh 150 deg
50 1.2 Dead+1.0 Ev+1.0 Eh 180 deg
51 0.9 Dead-1.0 Ev+1.0 Eh 180 deg
52 1.2 Dead+1.0 Ev+1.0 Eh 210 deg
53 0.9 Dead-1.0 Ev+1.0 Eh 210 deg
54 1.2 Dead+1.0 Ev+1.0 Eh 240 deg
55 0.9 Dead-1.0 Ev+1.0 Eh 240 deg
56 1.2 Dead+1.0 Ev+1.0 Eh 270 deg
57 0.9 Dead-1.0 Ev+1.0 Eh 270 deg
58 1.2 Dead+1.0 Ev+1.0 Eh 300 deg
59 0.9 Dead-1.0 Ev+1.0 Eh 300 deg
60 1.2 Dead+1.0 Ev+1.0 Eh 330 deg
61 0.9 Dead-1.0 Ev+1.0 Eh 330 deg
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
14 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Maximum Member Forces
Section
No.
Elevation
ft
Component
Type
Condition Gov.
Load
Comb.
Axial
K
Major Axis
Moment
kip-ft
Minor Axis
Moment
kip-ft
L1 60 - 45 Pole Max Tension 56 0.00 -0.00 -0.00
Max. Compression 52 -11.69 41.87 -72.55
Max. Mx 44 -11.69 -83.79 -0.01
Max. My 50 -11.69 -0.02 -83.78
Max. Vy 44 8.01 -83.79 -0.01
Max. Vx 38 -8.01 -0.02 83.76
Max. Torque 17 0.04
L2 45 - 30 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 52 -17.06 110.34 -191.05
Max. Mx 44 -17.06 -220.77 0.11
Max. My 38 -17.06 -0.03 220.85
Max. Vy 44 10.39 -200.00 0.11
Max. Vx 38 -10.39 -0.03 200.08
Max. Torque 22 -0.10
L3 30 - 0 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 52 -22.61 273.38 -473.52
Max. Mx 44 -22.61 -546.95 0.09
Max. My 38 -22.61 -0.06 546.98
Max. Vy 44 11.11 -497.10 0.10
Max. Vx 38 -11.11 -0.06 497.13
Max. Torque 24 -0.13
Maximum Reactions
Location Condition Gov.
Load
Comb.
Vertical
K
Horizontal, X
K
Horizontal, Z
K
Pole Max. Vert 44 22.61 -11.06 0.00
Max. Hx 56 22.61 11.06 0.00
Max. Hz 38 22.61 0.00 11.06
Max. Mx 38 546.98 0.00 11.06
Max. Mz 44 546.95 -11.06 0.00
Max. Torsion 12 0.13 -4.73 -8.21
Min. Vert 53 11.15 5.53 -9.57
Min. Hx 44 22.61 -11.06 0.00
Min. Hz 50 22.61 0.00 -11.06
Min. Mx 50 -546.79 0.00 -11.06
Min. Mz 56 -546.82 11.06 0.00
Min. Torsion 24 -0.13 4.73 8.21
Tower Mast Reaction Summary
Load
Combination
Vertical
K
Shearx
K
Shearz
K
Overturning
Moment, Mx
kip-ft
Overturning
Moment, Mz
kip-ft
Torque
kip-ft
Dead Only 16.08 0.00 0.00 -0.08 -0.05 0.00
1.2 Dead+1.0 Wind 0 deg - No
Ice
19.29 0.00 -9.49 -421.25 -0.06 0.12
0.9 Dead+1.0 Wind 0 deg - No 14.47 0.00 -9.49 -419.96 -0.05 0.12
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
15 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Load
Combination
Vertical
K
Shearx
K
Shearz
K
Overturning
Moment, Mx
kip-ft
Overturning
Moment, Mz
kip-ft
Torque
kip-ft
Ice
1.2 Dead+1.0 Wind 30 deg - No
Ice
19.29 4.73 -8.21 -364.82 -210.35 0.08
0.9 Dead+1.0 Wind 30 deg - No
Ice
14.47 4.73 -8.21 -363.71 -209.71 0.08
1.2 Dead+1.0 Wind 60 deg - No
Ice
19.29 8.20 -4.74 -210.67 -364.30 0.01
0.9 Dead+1.0 Wind 60 deg - No
Ice
14.47 8.20 -4.74 -210.02 -363.19 0.02
1.2 Dead+1.0 Wind 90 deg - No
Ice
19.29 9.47 0.00 -0.09 -420.64 -0.05
0.9 Dead+1.0 Wind 90 deg - No
Ice
14.47 9.47 0.00 -0.07 -419.37 -0.05
1.2 Dead+1.0 Wind 120 deg -
No Ice
19.29 8.20 4.74 210.48 -364.30 -0.10
0.9 Dead+1.0 Wind 120 deg -
No Ice
14.47 8.20 4.74 209.88 -363.19 -0.10
1.2 Dead+1.0 Wind 150 deg -
No Ice
19.29 4.73 8.21 364.63 -210.35 -0.13
0.9 Dead+1.0 Wind 150 deg -
No Ice
14.47 4.73 8.21 363.57 -209.71 -0.13
1.2 Dead+1.0 Wind 180 deg -
No Ice
19.29 0.00 9.49 421.06 -0.06 -0.12
0.9 Dead+1.0 Wind 180 deg -
No Ice
14.47 0.00 9.49 419.82 -0.05 -0.12
1.2 Dead+1.0 Wind 210 deg -
No Ice
19.29 -4.73 8.21 364.63 210.23 -0.08
0.9 Dead+1.0 Wind 210 deg -
No Ice
14.47 -4.73 8.21 363.57 209.61 -0.08
1.2 Dead+1.0 Wind 240 deg -
No Ice
19.29 -8.20 4.74 210.48 364.17 -0.01
0.9 Dead+1.0 Wind 240 deg -
No Ice
14.47 -8.20 4.74 209.88 363.09 -0.02
1.2 Dead+1.0 Wind 270 deg -
No Ice
19.29 -9.47 0.00 -0.09 420.51 0.05
0.9 Dead+1.0 Wind 270 deg -
No Ice
14.47 -9.47 0.00 -0.07 419.27 0.05
1.2 Dead+1.0 Wind 300 deg -
No Ice
19.29 -8.20 -4.74 -210.67 364.17 0.10
0.9 Dead+1.0 Wind 300 deg -
No Ice
14.47 -8.20 -4.74 -210.02 363.09 0.10
1.2 Dead+1.0 Wind 330 deg -
No Ice
19.29 -4.73 -8.21 -364.82 210.23 0.13
0.9 Dead+1.0 Wind 330 deg -
No Ice
14.47 -4.73 -8.21 -363.71 209.61 0.13
Dead+Wind 0 deg - Service 16.08 0.00 -3.56 -157.99 -0.05 0.04
Dead+Wind 30 deg - Service 16.08 1.78 -3.09 -136.83 -78.90 0.03
Dead+Wind 60 deg - Service 16.08 3.08 -1.78 -79.03 -136.62 0.01
Dead+Wind 90 deg - Service 16.08 3.56 0.00 -0.08 -157.75 -0.02
Dead+Wind 120 deg - Service 16.08 3.08 1.78 78.87 -136.62 -0.04
Dead+Wind 150 deg - Service 16.08 1.78 3.09 136.67 -78.90 -0.05
Dead+Wind 180 deg - Service 16.08 0.00 3.56 157.83 -0.05 -0.04
Dead+Wind 210 deg - Service 16.08 -1.78 3.09 136.67 78.79 -0.03
Dead+Wind 240 deg - Service 16.08 -3.08 1.78 78.87 136.51 -0.01
Dead+Wind 270 deg - Service 16.08 -3.56 0.00 -0.08 157.64 0.02
Dead+Wind 300 deg - Service 16.08 -3.08 -1.78 -79.03 136.51 0.04
Dead+Wind 330 deg - Service 16.08 -1.78 -3.09 -136.83 78.79 0.05
1.2 Dead+1.0 Ev+1.0 Eh 0 deg 22.61 0.00 -11.06 -546.98 -0.06 -0.00
0.9 Dead-1.0 Ev+1.0 Eh 0 deg 11.15 0.00 -11.06 -542.96 -0.05 -0.00
1.2 Dead+1.0 Ev+1.0 Eh 30 deg 22.61 5.53 -9.57 -473.71 -273.51 -0.00
0.9 Dead-1.0 Ev+1.0 Eh 30 deg 11.15 5.53 -9.57 -470.23 -271.49 -0.00
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
16 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Load
Combination
Vertical
K
Shearx
K
Shearz
K
Overturning
Moment, Mx
kip-ft
Overturning
Moment, Mz
kip-ft
Torque
kip-ft
1.2 Dead+1.0 Ev+1.0 Eh 60 deg 22.61 9.57 -5.53 -273.54 -473.68 -0.00
0.9 Dead-1.0 Ev+1.0 Eh 60 deg 11.15 9.57 -5.53 -271.51 -470.20 -0.00
1.2 Dead+1.0 Ev+1.0 Eh 90 deg 22.61 11.06 0.00 -0.09 -546.95 -0.00
0.9 Dead-1.0 Ev+1.0 Eh 90 deg 11.15 11.06 0.00 -0.07 -542.94 -0.00
1.2 Dead+1.0 Ev+1.0 Eh 120
deg
22.61 9.57 5.53 273.35 -473.68 -0.00
0.9 Dead-1.0 Ev+1.0 Eh 120
deg
11.15 9.57 5.53 271.37 -470.20 -0.00
1.2 Dead+1.0 Ev+1.0 Eh 150
deg
22.61 5.53 9.57 473.52 -273.51 -0.00
0.9 Dead-1.0 Ev+1.0 Eh 150
deg
11.15 5.53 9.57 470.09 -271.49 -0.00
1.2 Dead+1.0 Ev+1.0 Eh 180
deg
22.61 0.00 11.06 546.79 -0.06 -0.00
0.9 Dead-1.0 Ev+1.0 Eh 180
deg
11.15 0.00 11.06 542.82 -0.05 -0.00
1.2 Dead+1.0 Ev+1.0 Eh 210
deg
22.61 -5.53 9.57 473.52 273.38 0.00
0.9 Dead-1.0 Ev+1.0 Eh 210
deg
11.15 -5.53 9.57 470.09 271.40 0.00
1.2 Dead+1.0 Ev+1.0 Eh 240
deg
22.61 -9.57 5.53 273.35 473.55 0.00
0.9 Dead-1.0 Ev+1.0 Eh 240
deg
11.15 -9.57 5.53 271.37 470.11 0.00
1.2 Dead+1.0 Ev+1.0 Eh 270
deg
22.61 -11.06 0.00 -0.09 546.82 0.00
0.9 Dead-1.0 Ev+1.0 Eh 270
deg
11.15 -11.06 0.00 -0.07 542.84 0.00
1.2 Dead+1.0 Ev+1.0 Eh 300
deg
22.61 -9.57 -5.53 -273.54 473.55 0.00
0.9 Dead-1.0 Ev+1.0 Eh 300
deg
11.15 -9.57 -5.53 -271.51 470.11 0.00
1.2 Dead+1.0 Ev+1.0 Eh 330
deg
22.61 -5.53 -9.57 -473.71 273.38 0.00
0.9 Dead-1.0 Ev+1.0 Eh 330
deg
11.15 -5.53 -9.57 -470.23 271.40 0.00
Solution Summary
Load
Comb.
Sum of Applied Forces Sum of Reactions
% Error PX
K
PY
K
PZ
K
PX
K
PY
K
PZ
K
1 0.00 -16.08 0.00 0.00 16.08 0.00 0.000%
2 0.00 -19.29 -9.49 0.00 19.29 9.49 0.000%
3 0.00 -14.47 -9.49 0.00 14.47 9.49 0.000%
4 4.73 -19.29 -8.21 -4.73 19.29 8.21 0.000%
5 4.73 -14.47 -8.21 -4.73 14.47 8.21 0.000%
6 8.20 -19.29 -4.74 -8.20 19.29 4.74 0.000%
7 8.20 -14.47 -4.74 -8.20 14.47 4.74 0.000%
8 9.47 -19.29 0.00 -9.47 19.29 0.00 0.000%
9 9.47 -14.47 0.00 -9.47 14.47 0.00 0.000%
10 8.20 -19.29 4.74 -8.20 19.29 -4.74 0.000%
11 8.20 -14.47 4.74 -8.20 14.47 -4.74 0.000%
12 4.73 -19.29 8.21 -4.73 19.29 -8.21 0.000%
13 4.73 -14.47 8.21 -4.73 14.47 -8.21 0.000%
14 0.00 -19.29 9.49 0.00 19.29 -9.49 0.000%
15 0.00 -14.47 9.49 0.00 14.47 -9.49 0.000%
16 -4.73 -19.29 8.21 4.73 19.29 -8.21 0.000%
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
17 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Load
Comb.
Sum of Applied Forces Sum of Reactions
% Error PX
K
PY
K
PZ
K
PX
K
PY
K
PZ
K
17 -4.73 -14.47 8.21 4.73 14.47 -8.21 0.000%
18 -8.20 -19.29 4.74 8.20 19.29 -4.74 0.000%
19 -8.20 -14.47 4.74 8.20 14.47 -4.74 0.000%
20 -9.47 -19.29 0.00 9.47 19.29 0.00 0.000%
21 -9.47 -14.47 0.00 9.47 14.47 0.00 0.000%
22 -8.20 -19.29 -4.74 8.20 19.29 4.74 0.000%
23 -8.20 -14.47 -4.74 8.20 14.47 4.74 0.000%
24 -4.73 -19.29 -8.21 4.73 19.29 8.21 0.000%
25 -4.73 -14.47 -8.21 4.73 14.47 8.21 0.000%
26 0.00 -16.08 -3.56 0.00 16.08 3.56 0.000%
27 1.78 -16.08 -3.09 -1.78 16.08 3.09 0.000%
28 3.08 -16.08 -1.78 -3.08 16.08 1.78 0.000%
29 3.56 -16.08 0.00 -3.56 16.08 0.00 0.000%
30 3.08 -16.08 1.78 -3.08 16.08 -1.78 0.000%
31 1.78 -16.08 3.09 -1.78 16.08 -3.09 0.000%
32 0.00 -16.08 3.56 0.00 16.08 -3.56 0.000%
33 -1.78 -16.08 3.09 1.78 16.08 -3.09 0.000%
34 -3.08 -16.08 1.78 3.08 16.08 -1.78 0.000%
35 -3.56 -16.08 0.00 3.56 16.08 0.00 0.000%
36 -3.08 -16.08 -1.78 3.08 16.08 1.78 0.000%
37 -1.78 -16.08 -3.09 1.78 16.08 3.09 0.000%
38 0.00 -22.61 -11.06 0.00 22.61 11.06 0.000%
39 0.00 -11.15 -11.06 0.00 11.15 11.06 0.000%
40 5.53 -22.61 -9.57 -5.53 22.61 9.57 0.000%
41 5.53 -11.15 -9.57 -5.53 11.15 9.57 0.000%
42 9.57 -22.61 -5.53 -9.57 22.61 5.53 0.000%
43 9.57 -11.15 -5.53 -9.57 11.15 5.53 0.000%
44 11.06 -22.61 0.00 -11.06 22.61 0.00 0.000%
45 11.06 -11.15 0.00 -11.06 11.15 0.00 0.000%
46 9.57 -22.61 5.53 -9.57 22.61 -5.53 0.000%
47 9.57 -11.15 5.53 -9.57 11.15 -5.53 0.000%
48 5.53 -22.61 9.57 -5.53 22.61 -9.57 0.000%
49 5.53 -11.15 9.57 -5.53 11.15 -9.57 0.000%
50 0.00 -22.61 11.06 0.00 22.61 -11.06 0.000%
51 0.00 -11.15 11.06 0.00 11.15 -11.06 0.000%
52 -5.53 -22.61 9.57 5.53 22.61 -9.57 0.000%
53 -5.53 -11.15 9.57 5.53 11.15 -9.57 0.000%
54 -9.57 -22.61 5.53 9.57 22.61 -5.53 0.000%
55 -9.57 -11.15 5.53 9.57 11.15 -5.53 0.000%
56 -11.06 -22.61 0.00 11.06 22.61 0.00 0.000%
57 -11.06 -11.15 0.00 11.06 11.15 0.00 0.000%
58 -9.57 -22.61 -5.53 9.57 22.61 5.53 0.000%
59 -9.57 -11.15 -5.53 9.57 11.15 5.53 0.000%
60 -5.53 -22.61 -9.57 5.53 22.61 9.57 0.000%
61 -5.53 -11.15 -9.57 5.53 11.15 9.57 0.000%
Non-Linear Convergence Results
Load
Combination
Converged? Number
of Cycles
Displacement
Tolerance
Force
Tolerance
1 Yes 4 0.00000001 0.00000001
2 Yes 4 0.00000001 0.00001305
3 Yes 4 0.00000001 0.00000001
4 Yes 4 0.00000001 0.00005897
5 Yes 4 0.00000001 0.00003890
6 Yes 4 0.00000001 0.00005797
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
18 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
7 Yes 4 0.00000001 0.00003817
8 Yes 4 0.00000001 0.00001253
9 Yes 4 0.00000001 0.00000001
10 Yes 4 0.00000001 0.00005579
11 Yes 4 0.00000001 0.00003661
12 Yes 4 0.00000001 0.00006040
13 Yes 4 0.00000001 0.00003995
14 Yes 4 0.00000001 0.00001305
15 Yes 4 0.00000001 0.00000001
16 Yes 4 0.00000001 0.00005667
17 Yes 4 0.00000001 0.00003725
18 Yes 4 0.00000001 0.00005757
19 Yes 4 0.00000001 0.00003792
20 Yes 4 0.00000001 0.00001252
21 Yes 4 0.00000001 0.00000001
22 Yes 4 0.00000001 0.00006014
23 Yes 4 0.00000001 0.00003975
24 Yes 4 0.00000001 0.00005562
25 Yes 4 0.00000001 0.00003648
26 Yes 4 0.00000001 0.00000001
27 Yes 4 0.00000001 0.00000001
28 Yes 4 0.00000001 0.00000001
29 Yes 4 0.00000001 0.00000001
30 Yes 4 0.00000001 0.00000001
31 Yes 4 0.00000001 0.00000001
32 Yes 4 0.00000001 0.00000001
33 Yes 4 0.00000001 0.00000001
34 Yes 4 0.00000001 0.00000001
35 Yes 4 0.00000001 0.00000001
36 Yes 4 0.00000001 0.00000001
37 Yes 4 0.00000001 0.00000001
38 Yes 4 0.00000001 0.00002174
39 Yes 4 0.00000001 0.00000001
40 Yes 4 0.00000001 0.00015372
41 Yes 4 0.00000001 0.00005251
42 Yes 4 0.00000001 0.00015381
43 Yes 4 0.00000001 0.00005253
44 Yes 4 0.00000001 0.00002173
45 Yes 4 0.00000001 0.00000001
46 Yes 4 0.00000001 0.00015352
47 Yes 4 0.00000001 0.00005245
48 Yes 4 0.00000001 0.00015362
49 Yes 4 0.00000001 0.00005248
50 Yes 4 0.00000001 0.00002172
51 Yes 4 0.00000001 0.00000001
52 Yes 4 0.00000001 0.00015353
53 Yes 4 0.00000001 0.00005246
54 Yes 4 0.00000001 0.00015344
55 Yes 4 0.00000001 0.00005243
56 Yes 4 0.00000001 0.00002173
57 Yes 4 0.00000001 0.00000001
58 Yes 4 0.00000001 0.00015373
59 Yes 4 0.00000001 0.00005251
60 Yes 4 0.00000001 0.00015363
61 Yes 4 0.00000001 0.00005248
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
19 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 60 - 45 1.977 26 0.2324 0.0001
L2 45 - 30 1.254 26 0.2232 0.0001
L3 30 - 0 0.612 26 0.1783 0.0001
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
59.00 NNH4-65C-R6-V3 w/ Mount Pipe 26 1.928 0.2322 0.0001 215700
57.50 CCISeismic Tower Section 1 - 1 26 1.855 0.2320 0.0001 215700
55.00 CCISeismic miscl Safety Line 3/8
From 0 to 60 (50ft to60ft)
26 1.734 0.2315 0.0001 215700
54.50 CCISeismic 123ewireless
123-171-XX(5/16) From 0 to 59
(50ft to59ft)
26 1.710 0.2313 0.0001 196091
50.00 CCISeismic Tower Section 1 - 2 26 1.493 0.2290 0.0001 107850
48.00 APXVAALL24_43-U-NA20_TMO
w/ Mount Pipe
26 1.397 0.2271 0.0001 87249
45.00 CCISeismic miscl Safety Line 3/8
From 0 to 60 (40ft to50ft)
26 1.254 0.2232 0.0001 52243
44.00 CCISeismic (3) rfs celwave
HB158-21U6S24-xxM_TMO(1-5/8)
From 0 to 48 (40ft to48ft)
26 1.207 0.2215 0.0001 42026
42.50 CCISeismic Tower Section 2 - 1 26 1.137 0.2186 0.0001 30691
36.00 MX08FRO665-21 w/ Mount Pipe 26 0.846 0.2011 0.0001 12676
35.00 CCISeismic Tower Section 2 - 2 26 0.804 0.1977 0.0001 11612
33.00 CCISeismic cui
CU12PSM9P8XXX(1-3/8) From 0
to 36 (30ft to36ft)
26 0.723 0.1904 0.0001 10003
25.00 CCISeismic Tower Section 3 - 1 26 0.454 0.1548 0.0001 9815
15.00 CCISeismic Tower Section 3 - 2 26 0.223 0.0984 0.0000 16358
5.00 CCISeismic Tower Section 3 - 3 26 0.066 0.0337 0.0000 49073
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 60 - 45 5.272 2 0.6199 0.0003
L2 45 - 30 3.345 2 0.5953 0.0003
L3 30 - 0 1.632 2 0.4755 0.0002
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
20 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
59.00 NNH4-65C-R6-V3 w/ Mount Pipe 2 5.142 0.6195 0.0003 80800
57.50 CCISeismic Tower Section 1 - 1 2 4.948 0.6190 0.0003 80800
55.00 CCISeismic miscl Safety Line 3/8
From 0 to 60 (50ft to60ft)
2 4.625 0.6175 0.0003 80800
54.50 CCISeismic 123ewireless
123-171-XX(5/16) From 0 to 59
(50ft to59ft)
2 4.560 0.6171 0.0003 73455
50.00 CCISeismic Tower Section 1 - 2 2 3.981 0.6108 0.0003 40400
48.00 APXVAALL24_43-U-NA20_TMO
w/ Mount Pipe
2 3.726 0.6059 0.0003 32683
45.00 CCISeismic miscl Safety Line 3/8
From 0 to 60 (40ft to50ft)
2 3.345 0.5953 0.0003 19571
44.00 CCISeismic (3) rfs celwave
HB158-21U6S24-xxM_TMO(1-5/8)
From 0 to 48 (40ft to48ft)
2 3.219 0.5907 0.0003 15744
42.50 CCISeismic Tower Section 2 - 1 2 3.032 0.5830 0.0003 11499
36.00 MX08FRO665-21 w/ Mount Pipe 2 2.255 0.5363 0.0003 4752
35.00 CCISeismic Tower Section 2 - 2 2 2.144 0.5273 0.0003 4353
33.00 CCISeismic cui
CU12PSM9P8XXX(1-3/8) From 0
to 36 (30ft to36ft)
2 1.929 0.5079 0.0003 3750
25.00 CCISeismic Tower Section 3 - 1 2 1.211 0.4129 0.0002 3680
15.00 CCISeismic Tower Section 3 - 2 2 0.596 0.2623 0.0001 6133
5.00 CCISeismic Tower Section 3 - 3 2 0.177 0.0899 0.0000 18399
Compression Checks
Pole Design Data
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
L1 60 - 45 (1) TP33.2x33.2x0.25 15.00 0.00 0.0 26.5247 -11.69 859.40 0.014
L2 45 - 30 (2) TP33.2x33.2x0.25 15.00 0.00 0.0 26.5247 -17.06 859.40 0.020
L3 30 - 0 (3) TP37.7x33.2x0.2813 30.00 0.00 0.0 33.8874 -22.61 1097.95 0.021
Pole Bending Design Data
Section
No.
Elevation
ft
Size
Mux
kip-ft
Mnx
kip-ft
Ratio
Mux
Mnx
Muy
kip-ft
Mny
kip-ft
Ratio
Muy
Mny
L1 60 - 45 (1) TP33.2x33.2x0.25 83.79 682.87 0.123 0.00 682.87 0.000
L2 45 - 30 (2) TP33.2x33.2x0.25 220.85 682.87 0.323 0.00 682.87 0.000
L3 30 - 0 (3) TP37.7x33.2x0.2813 547.00 987.33 0.554 0.00 987.33 0.000
ttnnxxTToowweerr Job
EDINGER AND BRISTOL (BU 845391)
Page
21 of 21
TEP
326 Tryon Road
Project
TEP No. 229344.1130072
Date
12:45:44 07/20/25
Raleigh, NC 27603
Phone: (919) 616-6351
FAX: (919) 616-6350
Client
Crown Castle Designed by
TG
Pole Shear Design Data
Section
No.
Elevation
ft
Size
Actual
Vu
K
Vn
K
Ratio
Vu
Vn
Actual
Tu
kip-ft
Tn
kip-ft
Ratio
Tu
Tn
L1 60 - 45 (1) TP33.2x33.2x0.25 8.01 257.82 0.031 0.00 747.26 0.000
L2 45 - 30 (2) TP33.2x33.2x0.25 10.39 257.82 0.040 0.00 747.26 0.000
L3 30 - 0 (3) TP37.7x33.2x0.2813 11.06 329.38 0.034 0.00 1084.16 0.000
Pole Interaction Design Data
Section
No.
Elevation
ft
Ratio
Pu
Pn
Ratio
Mux
Mnx
Ratio
Muy
Mny
Ratio
Vu
Vn
Ratio
Tu
Tn
Comb.
Stress
Ratio
Allow.
Stress
Ratio
Criteria
L1 60 - 45 (1) 0.014 0.123 0.000 0.031 0.000 0.137 1.050
L2 45 - 30 (2) 0.020 0.323 0.000 0.040 0.000 0.345 1.050
L3 30 - 0 (3) 0.021 0.554 0.000 0.034 0.000 0.576 1.050
Section Capacity Table
Section
No.
Elevation
ft
Component
Type
Size Critical
Element
P
K
øPallow
K
%
Capacity
Pass
Fail
L1 60 - 45 Pole TP33.2x33.2x0.25 1 -11.69 902.37 13.1 Pass
L2 45 - 30 Pole TP33.2x33.2x0.25 2 -17.06 902.37 32.8 Pass
L3 30 - 0 Pole TP37.7x33.2x0.2813 3 -22.61 1152.85 54.8 Pass
Summary
Pole (L3) 54.8 Pass
RATING = 54.8 Pass
Program Version 8.3.1.2
July 20, 2025
60-ft Monopole Tower Structural Analysis Report CCI BU No 845391
TEP Project Number 229344.1130072, Order 709035, Revision 0 Page 7
tnxTower Report - version 8.3.1.2
APPENDIX B
BASE LEVEL DRAWING
W
S
N
E
July 20, 2025
60-ft Monopole Tower Structural Analysis Report CCI BU No 845391
TEP Project Number 229344.1130072, Order 709035, Revision 0 Page 8
tnxTower Report - version 8.3.1.2
APPENDIX C
ADDITIONAL CALCULATIONS
ASCE Hazards Report
Address:
No Address at This Location
Standard:ASCE/SEI 7-16 Latitude:33.719011
Risk Category:II Longitude:-117.886903
Soil Class:D - Default (see
Section 11.4.3)
Elevation:48.77339979893772 ft
(NAVD 88)
Wind
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. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Tue Jul 15 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.
Page 1 of 3https://ascehazardtool.org/Wed Jul 16 2025
SS : 1.29
S1 : 0.462
F a : 1.2
F v : N/A
SMS : 1.548
SM1 : N/A
SDS : 1.032
SD1 : N/A
T L : 8
PGA : 0.55
PGA M : 0.659
F PGA : 1.2
Ie : 1
C v : 1.358
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Tue Jul 15 2025
Page 2 of 3https://ascehazardtool.org/Wed Jul 16 2025
Ice
Results:
Data Source:
Date Accessed:
Ice Thickness: 0 in.
Concurrent Temperature: 25 F
Gust Speed 30 mph
Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8
Tue Jul 15 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.
Page 3 of 3https://ascehazardtool.org/Wed Jul 16 2025
Monopole Flange Plate Connection
*TIA-222-H Section 15.5 Applied
Top Plate Data Bottom Plate Data
40.25" OD x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi)40.25" OD x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi)
Top Stiffener Data Bottom Stiffener Data
N/A N/A
Top Pole Data Bottom Pole Data
33.2" x 0.25" 12-sided pole (A36; Fy=36 ksi, Fu=58 ksi)33.2" x 0.25" 12-sided pole (A36; Fy=36 ksi, Fu=58 ksi)
Max Load (kips)5.93
Allowable (kips)54.53
Stress Rating:10.3%Pass
Top Plate Capacity Bottom Plate Capacity
4.04 (Flexural)4.04 (Flexural)
32.40 32.40
11.9%Pass 11.9%Pass
4.1%Pass 4.1%Pass
Allowable Stress (ksi):Allowable Stress (ksi):
Stress Rating:Stress Rating:
Tension Side Stress Rating:Tension Side Stress Rating:
Analysis Results
Bolt Capacity
Max Stress (ksi):Max Stress (ksi):
TIA-222 Revision H
Top Plate - External Bottom Plate - External
Connection Properties
Bolt Data
(16) 1" ø bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 37.75" BC
Order # 709035 Rev. 0 Axial Force (kips) 11.69 Axial Force (kips) 0.00
Shear Force (kips) 8.01 Shear Force (kips) 0.00
Elevation = 45 ft.
BU # 845391 Applied Loads Applied Loads to Bridge Stiffeners
Site Name Edinger and Bristol Moment (kip-ft) 83.79 Moment (kip-ft) 0.00
Show image?
Plate Dia.
Shaft Dia.
Pole Shape
Plate Type:
Plate Geometry:
Plate Quantity
Plate Dia. 2
Shaft Dia. 2
Show image?
Plate Dia.
Shaft Dia.
Pole Shape
Plate Type:
Plate Geometry:
Plate Quantity
Plate Dia. 2
Shaft Dia. 2
Analysis Date: 7/20/2025CCIplate - Version 5.1.1
Monopole Flange Plate Connection
*TIA-222-H Section 15.5 Applied
Top Plate Data Bottom Plate Data
40.25" OD x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi)40.25" OD x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi)
Top Stiffener Data Bottom Stiffener Data
N/A N/A
Top Pole Data Bottom Pole Data
33.2" x 0.25" 12-sided pole (A36; Fy=36 ksi, Fu=58 ksi)33.2" x 0.2813" 12-sided pole (A36; Fy=36 ksi, Fu=58 ksi)
Max Load (kips)16.48
Allowable (kips)54.53
Stress Rating:28.8%Pass
Top Plate Capacity Bottom Plate Capacity
10.16 (Flexural)10.16 (Flexural)
32.40 32.40
29.9%Pass 29.9%Pass
11.4%Pass 11.4%Pass
Allowable Stress (ksi):Allowable Stress (ksi):
Stress Rating:Stress Rating:
Tension Side Stress Rating:Tension Side Stress Rating:
Analysis Results
Bolt Capacity
Max Stress (ksi):Max Stress (ksi):
TIA-222 Revision H
Top Plate - External Bottom Plate - External
Connection Properties
Bolt Data
(16) 1" ø bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 37.75" BC
Order # 709035 Rev. 0 Axial Force (kips) 17.06 Axial Force (kips) 0.00
Shear Force (kips) 10.39 Shear Force (kips) 0.00
Elevation = 30 ft.
BU # 845391 Applied Loads Applied Loads to Bridge Stiffeners
Site Name Edinger and Bristol Moment (kip-ft) 220.85 Moment (kip-ft) 0.00
Show image?
Plate Dia.
Shaft Dia.
Pole Shape
Plate Type:
Plate Geometry:
Plate Quantity
Plate Dia. 2
Shaft Dia. 2
Analysis Date: 7/20/2025CCIplate - Version 5.1.1
Monopole Base Plate Connection
*TIA-222-H Section 15.5 Applied
#VALUE!
Anchor Rod Data Anchor Rod Summary (units of kips, kip-in)
(4) 2-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 45.42" BC Pu_t = 106.37 φPn_t = 243.75 Stress Rating
Vu = 2.25 φVn = 149.1 41.6%
Base Plate Data Mu = n/a φMn = n/a Pass
44.15" W x 2.625" Plate (A36; Fy=36 ksi, Fu=58 ksi); Clip: 3 in
Base Plate Summary
Stiffener Data Max Stress (ksi):10.5 (Flexural)
N/A Allowable Stress (ksi):32.4
Stress Rating:30.9%Pass
Pole Data
37.7" x 0.2813" 12-sided pole (A36; Fy=36 ksi, Fu=58 ksi)
Analysis ResultsConnection Properties
Iar (in) 1.5
Moment (kip-ft) 421.00
Axial Force (kips) 19.00
Shear Force (kips) 9.00
Moment (kip-ft)
Axial Force (kips)
Shear Force (kips)
0.00
BU # 845391
Applied Loads
Site Name Edinger and Bristol
Order # 709035 Rev. 0
Analysis Considerations
Site Info
TIA-222 Revision H
Grout Considered:No
19.00
9.00
Adjusted Pole Reactions
Analysis Date: 7/20/2025CCIplate - Version 5.1.1
Report File:
TIA-222 Revison:
Tower Type:Check Pier Capacity only at location of Max Moment?No
Location:
Soil Lateral Check Compression Uplift
Comp.Uplift 5.33 -
547 6.64 -
23 595.84 -
11 19.1%-
Soil Vertical Check Compression Uplift Go to Soil Calculations
116.63 -
3 ksi 213.53 -
60 ksi 59.80 -
60 ksi 330.16 -
82.80 -
23.9%-
21 ft Reinforced Concrete Flexure Compression Uplift
0.5 ft 5.27 -
595.82 -
2277.59 -
5 ft 24.9%-
27 16 Reinforced Concrete Shear Compression Uplift
10 17.78 -
54 in 44.51 -
4 378.65 - Tie Spacing Requirements Not Met
33.25 in 11.2%- Shear-Friction Methodology is Applied
in
*Rating per TIA-222-H Section 15.5
10 # of Layers 5
121
FALSE 1 0 3 3 110 150 0 0 0.000 0.000 0.00 0.00
FALSE 2 3 4 1 120 150 1 0 0.550 0.550 0.00 0.00
FALSE 3 4 10 6 120 150 1 0 0.550 0.550 0.55 0.55
FALSE 4 10 16 6 63 87.6 2 0 1.100 1.100 1.10 1.10
FALSE 5 16 21 5 63 87.6 2 0 1.100 1.100 0.00 0.00 14.5
Shear Force (kips)Rating*
Utilize Shear-Friction Methodology:
Check Limitation
Override Critical Depth:
Check Shear along Depth of Pier:
N/A
Design Options
Input Effective Depths (else Actual):
Apply TIA-222-H Section 15.5:Monopole
Analysis Results
Applied Loads
Dv=0 (ft from TOC)
Soil Safety FactorMoment (kip-ft)
Max Moment (kip-ft)Axial Force (kips)
Consider non-tapered moment capacity:
Drilled Pier Foundation
BU # :845391
Edinger and BristolSite Name:
709035 Rev. 0Order Number:
H
Rebar Size Critical Depth (ft from TOC)
Rebar Cage Diameter Critical Shear (kip)
Critical Shear CapacityTie Size
Rating*Tie Spacing
Rebar 2, Fy
Override
(ksi)
Rebar 3, Fy
Override
(ksi)
Material Properties Skin Friction (kips)
Concrete Strength, f'c:End Bearing (kips)
Rebar Strength, Fy:Weight of Concrete (kips)
Tie Yield Strength, Fyt:Total Capacity (kips)
Axial (kips)
Pier Design Data Rating*
Depth
Ext. Above Grade Critical Depth (ft from TOC)
Critical Moment (kip-ft)Pier Section 1
From 0.5' above grade to 21' below grade Critical Moment Capacity
Pier Diameter Rating*
Rebar Quantity
Rebar Quantity
Structural Foundation Rating*Rebar Size 24.9%
Rebar Cage Diameter Soil Interaction Rating*23.9%
Layer Soil TypeTop
(ft)
Cohesionless
Soil Profile
Groundwater Depth
SPT Blow
Count
Ult. Gross
Bearing
Capacity
(ksf)
Ultimate Skin
Friction Uplift
Override (ksf)
Ultimate Skin
Friction Comp
Override
(ksf)
Calculated
Ultimate Skin
Friction Uplift
(ksf)
Calculated
Ultimate Skin
Friction Comp
(ksf)
Angle of
Friction
(degrees)
γconcrete
(pcf)
γsoil
(pcf)
Cohesion
(ksf)Bottom (ft)Thickness
(ft)
Cohesive
Cohesive
Cohesive
Cohesive
Rebar & Pier Options
Embedded Pole Inputs
Belled Pier Inputs
Version 6.4.7
BU:845391 Structure:A
WO:2408155
Order:709035 Rev:0
Decimal Degrees Deg Min Sec
###Lat:33.719011 +33 43 8.44
###Long:-117.886903 -117 53 12.85
Seismic Design Code:TIA-222-H-1
###Site Soil:D (Default)Default
Risk Category:II
###USGS Seismic Reference SS:1.2900 g
###S1:0.4620 g
TL:8 s
1
Importance Factor, Ie:1
Acceleration-based site coefficient, Fa:1.2000
Velocity-based site coefficient, Fv:1.8380
Design spectral response acceleration short period, SDS:1.0320 g
Design spectral response acceleration 1 s period, SD1:0.5661 g
Ts:0.5486 s
Seismic Design Category Based on SDS:D
Seismic Design Category Based on SD1:D
Seismic Design Category Based on S1:N/A
Controlling Seismic Design Category:D
Location
Code and Site Parameters
Seismic Design Category Determination
CCISeismic 5.0.2 Page 1 Analysis Date: 7/20/2025
BU:845391 Structure:A
WO:2408155
Order:709035 Rev:0
Tower Type:Tapered Monopole
Height, h:60 ft
###Effective Seismic Weight, W:16.07 kips
Amplification Factor, As:1.0 2.7.8.1
###Response Modification Factor, R:1.5
###0.717
Fundamental Period, T:0.7170 s
Seismic Response Coefficient, Cs 0.6880 Table 2-12 Note 3
N/A Seismic Response Coefficient Max 1, Csmax N/A
Seismic Response Coefficient Max 2, Csmax N/A
0.0454 Seismic Response Coefficient Min 1, Csmin 0.0454 2.7.7.1.1
Seismic Response Coefficient Min 2, Csmin N/A 2.7.7.1.1
Controlling Seismic Response Coefficient, Csc 0.6880
Seismic Base Shear, V 11.056 kips 2.7.7.1.1
Period Related Exponent, k:1.109
Sum of wihi
k 996.56
###
Tower Details
Seismic Base Shear
Vertical Distribution Factors
CCISeismic 5.0.2 Page 2 Analysis Date: 7/20/2025
Section
Number Length Top Height Mid Height, hx
Section
Weight, wx
wxhx
k Cvx Fxh Fxv
1 - 1 5.00 60.00 57.50 0.4506 40.22 0.0404 0.4462 0.0930
1 - 2 10.00 55.00 50.00 0.9013 68.89 0.0691 0.7643 0.1860
2 - 1 5.00 45.00 42.50 0.4506 28.77 0.0289 0.3192 0.0930
2 - 2 10.00 40.00 35.00 0.9013 46.39 0.0466 0.5147 0.1860
3 - 1 10.00 30.00 25.00 1.0361 36.73 0.0369 0.4075 0.2138
3 - 2 10.00 20.00 15.00 1.0822 21.78 0.0219 0.2416 0.2234
3 - 3 10.00 10.00 5.00 1.1284 6.72 0.0067 0.0745 0.2329
Sum 5.9505 249.50
Tower Section Loads
CCISeismic 5.0.2 Page 3 Analysis Date: 7/20/2025
Name hx wx wxhx
k Cvx Fxh Fxv
commscope_cfd NNH4-65C-R6-V3 w/ Mount Pipe 59.00 0.1586 14.57 0.0146 0.1616 0.0327
commscope_cfd NNH4-65C-R6-V3 w/ Mount Pipe 59.00 0.1586 14.57 0.0146 0.1616 0.0327
commscope_cfd NNH4-65C-R6-V3 w/ Mount Pipe 59.00 0.1586 14.57 0.0146 0.1616 0.0327
ericsson_cfd AIR 6419 B77G_2024 w/ Mount Pipe 59.00 0.0773 7.09 0.0071 0.0787 0.0159
ericsson_cfd AIR 6419 B77G_2024 w/ Mount Pipe 59.00 0.0773 7.09 0.0071 0.0787 0.0159
ericsson_cfd AIR 6419 B77G_2024 w/ Mount Pipe 59.00 0.0773 7.09 0.0071 0.0787 0.0159
ericsson_cfd AIR 6449 B77D_CCIV3 w/ Mount Pipe 59.00 0.1098 10.08 0.0101 0.1118 0.0227
ericsson_cfd AIR 6449 B77D_CCIV3 w/ Mount Pipe 59.00 0.1098 10.08 0.0101 0.1118 0.0227
ericsson_cfd AIR 6449 B77D_CCIV3 w/ Mount Pipe 59.00 0.1098 10.08 0.0101 0.1118 0.0227
kathrein_cfd 800 10866K w/ Mount Pipe 59.00 0.1145 10.52 0.0106 0.1167 0.0236
kathrein_cfd 800 10866K w/ Mount Pipe 59.00 0.1145 10.52 0.0106 0.1167 0.0236
kathrein_cfd 800 10866K w/ Mount Pipe 59.00 0.1145 10.52 0.0106 0.1167 0.0236
kathrein_cfd 80010966 w/ Mount Pipe 59.00 0.1586 14.57 0.0146 0.1616 0.0327
kathrein_cfd 80010966 w/ Mount Pipe 59.00 0.1586 14.57 0.0146 0.1616 0.0327
kathrein_cfd 80010966 w/ Mount Pipe 59.00 0.1586 14.57 0.0146 0.1616 0.0327
ericsson RRUS 4449 B5/B12 59.00 0.0700 6.43 0.0065 0.0713 0.0144
ericsson RRUS 4449 B5/B12 59.00 0.0700 6.43 0.0065 0.0713 0.0144
ericsson RRUS 4449 B5/B12 59.00 0.0700 6.43 0.0065 0.0713 0.0144
ericsson RRUS 8843 B2/B66A_CCIV2 59.00 0.0800 7.35 0.0074 0.0815 0.0165
ericsson RRUS 8843 B2/B66A_CCIV2 59.00 0.0800 7.35 0.0074 0.0815 0.0165
ericsson RRUS 8843 B2/B66A_CCIV2 59.00 0.0800 7.35 0.0074 0.0815 0.0165
raycap DC6-48-60-18-8F_070710 59.00 0.0200 1.84 0.0018 0.0204 0.0041
raycap DC6-48-60-18-8F_070710 59.00 0.0200 1.84 0.0018 0.0204 0.0041
raycap DC6-48-60-18-8F_070710 59.00 0.0200 1.84 0.0018 0.0204 0.0041
ericsson RRUS 4478 B14_CCIV2 59.00 0.0600 5.51 0.0055 0.0611 0.0124
ericsson RRUS 4478 B14_CCIV2 59.00 0.0600 5.51 0.0055 0.0611 0.0124
ericsson RRUS 4478 B14_CCIV2 59.00 0.0600 5.51 0.0055 0.0611 0.0124
ericsson RRUS 32 B30 59.00 0.0500 4.59 0.0046 0.0509 0.0103
ericsson RRUS 32 B30 59.00 0.0500 4.59 0.0046 0.0509 0.0103
ericsson RRUS 32 B30 59.00 0.0500 4.59 0.0046 0.0509 0.0103
2.9" Dia. x 6-ft Mount Pipe 59.00 0.0300 2.75 0.0028 0.0306 0.0062
2.9" Dia. x 6-ft Mount Pipe 59.00 0.0300 2.75 0.0028 0.0306 0.0062
2.9" Dia. x 6-ft Mount Pipe 59.00 0.0300 2.75 0.0028 0.0306 0.0062
tower mounts (cci) Pipe Mount [PM 601-3]59.00 0.1950 17.91 0.0180 0.1987 0.0402
tower mounts (cci) Sector Mount [SM 502-3]59.00 1.6731 153.64 0.1542 1.7046 0.3453
rfs celwave_cfd APXVAALL24_43-U-NA20_TMO w/ Mount Pipe 48.00 0.1828 13.35 0.0134 0.1481 0.0377
rfs celwave_cfd APXVAALL24_43-U-NA20_TMO w/ Mount Pipe 48.00 0.1828 13.35 0.0134 0.1481 0.0377
rfs celwave_cfd APXVAALL24_43-U-NA20_TMO w/ Mount Pipe 48.00 0.1828 13.35 0.0134 0.1481 0.0377
ericsson_cfd AIR6449 B41_T-MOBILE w/ Mount Pipe 48.00 0.1284 9.38 0.0094 0.1040 0.0265
ericsson_cfd AIR6449 B41_T-MOBILE w/ Mount Pipe 48.00 0.1284 9.38 0.0094 0.1040 0.0265
ericsson_cfd AIR6449 B41_T-MOBILE w/ Mount Pipe 48.00 0.1284 9.38 0.0094 0.1040 0.0265
ericsson RADIO 4480 B71_TMO 48.00 0.0900 6.58 0.0066 0.0729 0.0186
ericsson RADIO 4480 B71_TMO 48.00 0.0900 6.58 0.0066 0.0729 0.0186
ericsson RADIO 4480 B71_TMO 48.00 0.0900 6.58 0.0066 0.0729 0.0186
ericsson RADIO 4460 B2/B25 B66_TMO 48.00 0.1100 8.04 0.0081 0.0892 0.0227
ericsson RADIO 4460 B2/B25 B66_TMO 48.00 0.1100 8.04 0.0081 0.0892 0.0227
ericsson RADIO 4460 B2/B25 B66_TMO 48.00 0.1100 8.04 0.0081 0.0892 0.0227
(2) tower mounts (cci) T-Arm Mount [TA 702-3]48.00 0.6780 49.53 0.0497 0.5495 0.1399
jma wireless_cfd MX08FRO665-21 w/ Mount Pipe 36.00 0.1081 5.74 0.0058 0.0637 0.0223
jma wireless_cfd MX08FRO665-21 w/ Mount Pipe 36.00 0.1081 5.74 0.0058 0.0637 0.0223
jma wireless_cfd MX08FRO665-21 w/ Mount Pipe 36.00 0.1081 5.74 0.0058 0.0637 0.0223
samsung telecommunications RF4451d-70A 36.00 0.0600 3.19 0.0032 0.0354 0.0124
samsung telecommunications RF4451d-70A 36.00 0.0600 3.19 0.0032 0.0354 0.0124
samsung telecommunications RF4451d-70A 36.00 0.0600 3.19 0.0032 0.0354 0.0124
samsung telecommunications RF4450t-71A 36.00 0.0900 4.78 0.0048 0.0530 0.0186
samsung telecommunications RF4450t-71A 36.00 0.0900 4.78 0.0048 0.0530 0.0186
samsung telecommunications RF4450t-71A 36.00 0.0900 4.78 0.0048 0.0530 0.0186
raycap RDIDC-9181-PF-48 36.00 0.0200 1.06 0.0011 0.0118 0.0041
(2) mounts 2.4" Dia x 8-ft Mount Pipe 36.00 0.0600 3.19 0.0032 0.0354 0.0124
(2) mounts 2.4" Dia x 8-ft Mount Pipe 36.00 0.0600 3.19 0.0032 0.0354 0.0124
(2) mounts 2.4" Dia x 8-ft Mount Pipe 36.00 0.0600 3.19 0.0032 0.0354 0.0124
tower mounts Commscope MC-K6MHDX-9-96 (3)36.00 1.1920 63.30 0.0635 0.7023 0.2460
Sum 9.0322 704.03
Discrete Loads
CCISeismic 5.0.2 Page 4 Analysis Date: 7/20/2025
Name Start Height End Height hx wx wxhx
k Cvx Fxh Fxv
miscl Safety Line 3/8 From 0 to 60 50.00 60.00 55.00 0.0022 0.19 0.0002 0.0021 0.0005
miscl Safety Line 3/8 From 0 to 60 40.00 50.00 45.00 0.0022 0.15 0.0002 0.0017 0.0005
miscl Safety Line 3/8 From 0 to 60 30.00 40.00 35.00 0.0022 0.11 0.0001 0.0013 0.0005
miscl Safety Line 3/8 From 0 to 60 20.00 30.00 25.00 0.0022 0.08 0.0001 0.0009 0.0005
miscl Safety Line 3/8 From 0 to 60 10.00 20.00 15.00 0.0022 0.04 0.0000 0.0005 0.0005
miscl Safety Line 3/8 From 0 to 60 0.00 10.00 5.00 0.0022 0.01 0.0000 0.0001 0.0005
miscl Step Pegs (5/8" SR) 7-in. w/30" step From 0 to 60 50.00 60.00 55.00 0.0049 0.41 0.0004 0.0046 0.0010
miscl Step Pegs (5/8" SR) 7-in. w/30" step From 0 to 60 40.00 50.00 45.00 0.0049 0.33 0.0003 0.0037 0.0010
miscl Step Pegs (5/8" SR) 7-in. w/30" step From 0 to 60 30.00 40.00 35.00 0.0049 0.25 0.0003 0.0028 0.0010
miscl Step Pegs (5/8" SR) 7-in. w/30" step From 0 to 60 20.00 30.00 25.00 0.0049 0.17 0.0002 0.0019 0.0010
miscl Step Pegs (5/8" SR) 7-in. w/30" step From 0 to 60 10.00 20.00 15.00 0.0049 0.10 0.0001 0.0011 0.0010
miscl Step Pegs (5/8" SR) 7-in. w/30" step From 0 to 60 0.00 10.00 5.00 0.0049 0.03 0.0000 0.0003 0.0010
123ewireless 123-171-XX(5/16) From 0 to 59 50.00 59.00 54.50 0.0007 0.06 0.0001 0.0006 0.0001
123ewireless 123-171-XX(5/16) From 0 to 59 40.00 50.00 45.00 0.0008 0.05 0.0001 0.0006 0.0002
123ewireless 123-171-XX(5/16) From 0 to 59 30.00 40.00 35.00 0.0008 0.04 0.0000 0.0004 0.0002
123ewireless 123-171-XX(5/16) From 0 to 59 20.00 30.00 25.00 0.0008 0.03 0.0000 0.0003 0.0002
123ewireless 123-171-XX(5/16) From 0 to 59 10.00 20.00 15.00 0.0008 0.02 0.0000 0.0002 0.0002
123ewireless 123-171-XX(5/16) From 0 to 59 0.00 10.00 5.00 0.0008 0.00 0.0000 0.0000 0.0002
(3) rosenberger leoni FB-L98B-034-XXXXXX(3/8) From 0 to 59 50.00 59.00 54.50 0.0014 0.11 0.0001 0.0013 0.0003
(3) rosenberger leoni FB-L98B-034-XXXXXX(3/8) From 0 to 59 40.00 50.00 45.00 0.0015 0.10 0.0001 0.0011 0.0003
(3) rosenberger leoni FB-L98B-034-XXXXXX(3/8) From 0 to 59 30.00 40.00 35.00 0.0015 0.08 0.0001 0.0009 0.0003
(3) rosenberger leoni FB-L98B-034-XXXXXX(3/8) From 0 to 59 20.00 30.00 25.00 0.0015 0.05 0.0001 0.0006 0.0003
(3) rosenberger leoni FB-L98B-034-XXXXXX(3/8) From 0 to 59 10.00 20.00 15.00 0.0015 0.03 0.0000 0.0003 0.0003
(3) rosenberger leoni FB-L98B-034-XXXXXX(3/8) From 0 to 59 0.00 10.00 5.00 0.0015 0.01 0.0000 0.0001 0.0003
(6) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 59 50.00 59.00 54.50 0.0315 2.65 0.0027 0.0294 0.0065
(6) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 59 40.00 50.00 45.00 0.0350 2.38 0.0024 0.0264 0.0072
(6) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 59 30.00 40.00 35.00 0.0350 1.80 0.0018 0.0200 0.0072
(6) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 59 20.00 30.00 25.00 0.0350 1.24 0.0012 0.0138 0.0072
(6) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 59 10.00 20.00 15.00 0.0350 0.71 0.0007 0.0078 0.0072
(6) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 59 0.00 10.00 5.00 0.0350 0.21 0.0002 0.0023 0.0072
rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 59 50.00 59.00 54.50 0.0053 0.44 0.0004 0.0049 0.0011
rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 59 40.00 50.00 45.00 0.0058 0.40 0.0004 0.0044 0.0012
rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 59 30.00 40.00 35.00 0.0058 0.30 0.0003 0.0033 0.0012
rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 59 20.00 30.00 25.00 0.0058 0.21 0.0002 0.0023 0.0012
rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 59 10.00 20.00 15.00 0.0058 0.12 0.0001 0.0013 0.0012
rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 59 0.00 10.00 5.00 0.0058 0.03 0.0000 0.0004 0.0012
andrew LDF5-50A(7/8) From 0 to 59 50.00 59.00 54.50 0.0030 0.25 0.0003 0.0028 0.0006
andrew LDF5-50A(7/8) From 0 to 59 40.00 50.00 45.00 0.0033 0.22 0.0002 0.0025 0.0007
andrew LDF5-50A(7/8) From 0 to 59 30.00 40.00 35.00 0.0033 0.17 0.0002 0.0019 0.0007
andrew LDF5-50A(7/8) From 0 to 59 20.00 30.00 25.00 0.0033 0.12 0.0001 0.0013 0.0007
andrew LDF5-50A(7/8) From 0 to 59 10.00 20.00 15.00 0.0033 0.07 0.0001 0.0007 0.0007
andrew LDF5-50A(7/8) From 0 to 59 0.00 10.00 5.00 0.0033 0.02 0.0000 0.0002 0.0007
(17) andrew LDF5-50A(7/8) From 0 to 59 50.00 59.00 54.50 0.0505 4.25 0.0043 0.0471 0.0104
(17) andrew LDF5-50A(7/8) From 0 to 59 40.00 50.00 45.00 0.0561 3.82 0.0038 0.0423 0.0116
(17) andrew LDF5-50A(7/8) From 0 to 59 30.00 40.00 35.00 0.0561 2.89 0.0029 0.0320 0.0116
(17) andrew LDF5-50A(7/8) From 0 to 59 20.00 30.00 25.00 0.0561 1.99 0.0020 0.0221 0.0116
(17) andrew LDF5-50A(7/8) From 0 to 59 10.00 20.00 15.00 0.0561 1.13 0.0011 0.0125 0.0116
(17) andrew LDF5-50A(7/8) From 0 to 59 0.00 10.00 5.00 0.0561 0.33 0.0003 0.0037 0.0116
miscl 2" Flexible Conduit From 0 to 59 50.00 59.00 54.50 0.0031 0.26 0.0003 0.0029 0.0006
miscl 2" Flexible Conduit From 0 to 59 40.00 50.00 45.00 0.0034 0.23 0.0002 0.0026 0.0007
miscl 2" Flexible Conduit From 0 to 59 30.00 40.00 35.00 0.0034 0.18 0.0002 0.0019 0.0007
miscl 2" Flexible Conduit From 0 to 59 20.00 30.00 25.00 0.0034 0.12 0.0001 0.0013 0.0007
miscl 2" Flexible Conduit From 0 to 59 10.00 20.00 15.00 0.0034 0.07 0.0001 0.0008 0.0007
miscl 2" Flexible Conduit From 0 to 59 0.00 10.00 5.00 0.0034 0.02 0.0000 0.0002 0.0007
(3) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 48 40.00 48.00 44.00 0.0600 3.98 0.0040 0.0442 0.0124
(3) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 48 30.00 40.00 35.00 0.0750 3.86 0.0039 0.0428 0.0155
(3) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 48 20.00 30.00 25.00 0.0750 2.66 0.0027 0.0295 0.0155
(3) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 48 10.00 20.00 15.00 0.0750 1.51 0.0015 0.0167 0.0155
(3) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 48 0.00 10.00 5.00 0.0750 0.45 0.0004 0.0050 0.0155
cui CU12PSM9P8XXX(1-3/8) From 0 to 36 30.00 36.00 33.00 0.0100 0.48 0.0005 0.0053 0.0021
cui CU12PSM9P8XXX(1-3/8) From 0 to 36 20.00 30.00 25.00 0.0166 0.59 0.0006 0.0065 0.0034
cui CU12PSM9P8XXX(1-3/8) From 0 to 36 10.00 20.00 15.00 0.0166 0.33 0.0003 0.0037 0.0034
cui CU12PSM9P8XXX(1-3/8) From 0 to 36 0.00 10.00 5.00 0.0166 0.10 0.0001 0.0011 0.0034
Sum 1.0872 43.03
Linear Loads
CCISeismic 5.0.2 Page 5 Analysis Date: 7/20/2025
Monopole Base Plate Connection - Seismic
*TIA-222-H Section 15.5 Applied
*1.5 Overstrength Factor Applied
#VALUE!
Anchor Rod Data Anchor Rod Summary (units of kips, kip-in)
(4) 2-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 45.42" BC Pu_t = 210.81 φPn_t = 243.75 Stress Rating
Vu = 4.13 φVn = 149.1 82.4%
Base Plate Data Mu = n/a φMn = n/a Pass
44.15" W x 2.625" Plate (A36; Fy=36 ksi, Fu=58 ksi); Clip: 3 in
Base Plate Summary
Stiffener Data Max Stress (ksi):13.6 (Flexural)
N/A Allowable Stress (ksi):32.4
Stress Rating:40.0%Pass
Pole Data
37.7" x 0.2813" 12-sided pole (A36; Fy=36 ksi, Fu=58 ksi)
Site Info
BU # 845391
Site Name Edinger and Bristol
Moment (kip-ft) 547.00
Order # 709035 Rev. 0
Analysis Considerations
TIA-222 Revision H
Grout Considered:No
Iar (in) 1.5
Applied Loads
Analysis Results
Axial Force (kips) 23.00
Shear Force (kips) 11.00
Adjusted Pole Reactions
Moment (kip-ft) 0.00
Axial Force (kips) 23.00
Shear Force (kips) 11.00
Connection Properties
Show image?
Plate Dia.
Shaft Dia.
Pole Shape
Plate Type:
Plate Geometry:
Plate Quantity
Plate Dia. 2
Shaft Dia. 2
Analysis Date: 7/20/2025CCIplate - Version 5.1.1