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Home My WebLink About1200 3%4 N Tustin Ave & WCC01 - PlanA-1 ISSUE STATUS PROPRIETARY INFORMATION THE INFORMATION CONTAINED IN THIS SET OF DRAWINGS IS PROPRIETARY & CONFIDENTIAL TO VERIZON WIRELESS ANY USE OR DISCLOSURE OTHER THAN AS IT RELATES TO VERIZON WIRELESS IS STRICTLY PROHIBITED DESCRIPTIONDATE BYREV. 01/06/20260 90% CD DRM ADJ 01/14/20260 100% CD DRM / BAP SET JJR 02/5/20261 100% CD - OCFA PC REV1 JJR 03/9/20262 100% CD_RFDS_PC REV1 JJR RESIDENTIAL PROPERTY SETBACK 262500E0318-103 03/18/2026 A-2 ISSUE STATUS PROPRIETARY INFORMATION THE INFORMATION CONTAINED IN THIS SET OF DRAWINGS IS PROPRIETARY & CONFIDENTIAL TO VERIZON WIRELESS ANY USE OR DISCLOSURE OTHER THAN AS IT RELATES TO VERIZON WIRELESS IS STRICTLY PROHIBITED DESCRIPTIONDATE BYREV. 01/06/20260 90% CD'S ADJ 262500E0113-513 01/13/2026 A-3 ISSUE STATUS PROPRIETARY INFORMATION THE INFORMATION CONTAINED IN THIS SET OF DRAWINGS IS PROPRIETARY & CONFIDENTIAL TO VERIZON WIRELESS ANY USE OR DISCLOSURE OTHER THAN AS IT RELATES TO VERIZON WIRELESS IS STRICTLY PROHIBITED DESCRIPTIONDATE BYREV. 01/06/20260 90% CD'S ADJ PROPOSED ANTENNA SCHEDULE 350° GAMMA 11 0 ° AL P H A 230 °BET A 262500E0113-513 01/13/2026 A-4 F.G. ISSUE STATUS PROPRIETARY INFORMATION THE INFORMATION CONTAINED IN THIS SET OF DRAWINGS IS PROPRIETARY & CONFIDENTIAL TO VERIZON WIRELESS ANY USE OR DISCLOSURE OTHER THAN AS IT RELATES TO VERIZON WIRELESS IS STRICTLY PROHIBITED DESCRIPTIONDATE BYREV. 01/06/20260 90% CD'S ADJ 262500E0113-513 01/13/2026 CITY OF SANTA ANA enc Z N SANTA CLARA AVE HORIMLO U L 17TH ST PROJECT AREA �s 0 it z o Qom IRVINE BLVD FIRST ST VICINITY MAP N. T. S. SURVEY DATE 07/17/2023 BASIS OF BEARING BEARINGS SHOWN HEREON ARE BASED UPON THE CALIFORNIA ZONE SIX STATE PLANE COORDINATE SYSTEM BASED ON THE NORTH AMERICAN DATUM OF 1983(2011) (EPOCH 2O19.25). DETERMINED BY GLOBAL POSITIONING SYSTEM EQUIPMENT ON THE SMARTNET REFERENCE NETWORK. BENCHMARK PROJECT ELEVATIONS ESTABLISHED FROM GPS DERIVED ORTHOMETRIC HEIGHTS BY APPLICATION OF NGS 'GEOID 1213' MODELED SEPARATIONS TO ELLIPSOID HEIGHTS DETERMINED BY OBSERVATIONS OF THE 'SMARTNET' REAL TIME NETWORK. ALL ELEVATIONS SHOWN HEREON ARE REFERENCED TO NAVD88. GRID -TO -GROUND SCALE FACTOR NOTE ALL BEARINGS AND DISTANCES ARE BASED ON THE CALIFORNIA SIX STATE PLANE COORDINATE ZONE GRID. TO DERIVE GROUND DISTANCES DIVIDE BY 0.99997314 FLOOD ZONE THIS PROJECT APPEARS TO BE LOCATED WITHIN FLOOD ZONE "X". ACCORDING TO FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP(S), MAP ID #06059C0164J, DATED 12/03/2009 UTILITY NOTES SURVEYOR DOES NOT GUARANTEE THAT ALL UTILITIES ARE SHOWN OR THEIR LOCATIONS ARE DEFINITE. IT IS THE RESPONSIBILITY OF THE CONTRACTOR AND DEVELOPER TO CONTACT 811 AND ANY OTHER INVOLVED AGENCIES TO LOCATE ALL UTILITIES PRIOR TO CONSTRUCTION. REMOVAL, RELOCATION AND/ OR REPLACEMENT IS THE RESPONSIBILITY OF THE CONTRACTOR.. SURVEYOR'S NOTES CONTOURS DERIVED FROM DIRECT FIELD OBSERVATIONS AND FOLLOW THE CURRENT NATIONAL MAP STANDARDS FOR VERTICAL ACCURACY. ALL DATA SHOWN HEREON WAS OBTAINED BY FIELD MEASUREMENTS DURING A SITE VISIT. THE BOUNDARY SHOWN HEREON IS PLOTTED FROM RECORD INFORMATION AND DOES NOT CONSTITUTE A BOUNDARY SURVEY OF THE PROPERTY. ALL DISTANCES SHOWN HEREON ARE GRID DISTANCES. ALL IMPROVEMENTS SHOWN HEREON ARE EXISTING UNLESS OTHERWISE NOTED. SURVEYOR HAS NOT PERFORMED A SEARCH OF PUBLIC RECORDS TO DETERMINE ANY DEFECT IN TITLE ISSUED. LESSOR'S LEGAL DESCRIPTION ALL THAT CERTAIN REAL PROPERTY SITUATED IN THE CITY OF SANTA ANA, COUNTY OF ORANGE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: PARCEL 1 IN THE CITY OF SANTA ANA, COUNTY OF ORANGE, STATE OF CALIFORNIA, AS PER MAP RECORDED IN BOOK 82, PAGES 2 AND 3 OF PARCEL MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY. SCHEDULE "B" NOTE REFERENCE IS MADE TO THE TITLE REPORT ORDER #92020316-CMM-CM8, ISSUED BY COMMONWEALTH LAND TITLE INSURANCE COMPANY, DATED MARCH 14, 2023. ALL EASEMENTS CONTAINED WITHIN SAID TITLE REPORT AFFECTING THE IMMEDIATE AREA SURROUNDING THE LEASE HAVE BEEN PLOTTED. ITEMIZED NOTES: 1. WATER RIGHTS, CLAIMS OR TITLE TO WATER, WHETHER OR NOT DISCLOSED BY THE PUBLIC RECORDS. (EXCEPTION IS A STANDARD EXCEPTION AND NOT THE TYPE TO BE SHOWN HEREON) 2. COVENANTS, CONDITIONS AND RESTRICTIONS BUT OMITTING ANY COVENANTS OR RESTRICTIONS, IF ANY, INCLUDING BUT NOT LIMITED TO THOSE BASED UPON AGE, RACE, COLOR, RELIGION, SEX, GENDER, GENDER IDENTITY, GENDER EXPRESSION, SEXUAL ORIENTATION, MARITAL STATUS, NATIONAL ORIGIN, ANCESTRY, FAMILIAL STATUS, SOURCE OF INCOME, DISABILITY, VETERAN OR MILITARY STATUS, GENETIC INFORMATION, MEDICAL CONDITION, CITIZENSHIP, PRIMARY LANGUAGE, AND IMMIGRATION STATUS, AS SET FORTH IN APPLICABLE STATE OR FEDERAL LAWS, EXCEPT TO THE EXTENT THAT SAID COVENANT OR RESTRICTION IS PERMITTED BY APPLICABLE LAW, AS SET FORTH IN THE DOCUMENT RECORDING DATE: JULY 16, 1976 RECORDING NO: 76-21293, IN BOOK 11814, PAGE 382, OFFICIAL RECORDS SAID COVENANTS, CONDITIONS AND RESTRICTIONS PROVIDE THAT A VIOLATION THEREOF SHALL NOT DEFEAT THE LIEN OF ANY MORTGAGE OR DEED OF TRUST MADE IN GOOD FAITH AND FOR VALUE. (BLANKET IN NATURE) 3. MATTERS CONTAINED IN THAT CERTAIN DOCUMENT ENTITLED: MUTUAL PARKING AGREEMENT DATED: JULY 15, 1976 EXECUTED BY: PARKCENTER CORPORATION AND PARKCENTER MEDICAL RECORDING DATE: JULY 16, 1976 RECORDING NO: 76-21295, IN BOOK 11814, PAGE 395, OFFICIAL RECORDS REFERENCE IS HEREBY MADE TO SAID DOCUMENT FOR FULL PARTICULARS. (BLANKET IN NATURE) 4. THE OWNERSHIP OF SAID LAND DOES NOT INCLUDE RIGHTS OF ACCESS TO OR FROM THE STREET, HIGHWAY, OR FREEWAY ABUTTING SAID LAND, SUCH RIGHTS HAVING BEEN RELINQUISHED BY THE DOCUMENT, RECORDING DATE: SEPTEMBER 23, 1976 RECORDING NO: 76-28056, IN BOOK 11897, PAGE 576, OFFICIAL RECORDS AFFECTS: TUSTIN AVENUE ABUTTING SAID LAND (NOTHING TO PLOT) 5. EASEMENT(S) FOR THE PURPOSE(S) SHOWN BELOW AND RIGHTS INCIDENTAL THERETO, AS GRANTED IN A DOCUMENT: GRANTED TO: SOUTHERN CALIFORNIA EDISON COMPANY, A CORPORATION PURPOSE: PUBLIC UTILITIES RECORDING DATE: JANUARY 3, 1977 RECORDING NO: 77-1233, IN BOOK 12019, PAGE 1558, OFFICIAL RECORDS AFFECTS: A PORTION OF SAID LAND (AS SHOWN ON SURVEY - DOES NOT AFFECT VERIZON LEASE AREA OR EASEMENTS) 6. EASEMENT(S) FOR THE PURPOSE(S) SHOWN BELOW AND RIGHTS INCIDENTAL THERETO, AS GRANTED IN A DOCUMENT: GRANTED TO: SOUTHERN CALIFORNIA EDISON COMPANY, A CORPORATION PURPOSE: PUBLIC UTILITIES RECORDING DATE: DECEMBER 16, 1977 RECORDING NO: 77-22959, IN BOOK 12496, PAGE 1550, OFFICIAL RECORDS AFFECTS: A PORTION OF SAID LAND AND RE-RECORDING DATE: JANUARY 13, 1978 AND RE-RECORDING NO: 78-19788, IN BOOK 12530, PAGE 1875, OFFICIAL RECORDS (AS SHOWN ON SURVEY - DOES NOT AFFECT VERIZON LEASE AREA OR EASEMENTS) 7. PLEASE BE ADVISED THAT OUR SEARCH DID NOT DISCLOSE ANY OPEN DEEDS OF TRUST OF RECORD. IF YOU SHOULD HAVE KNOWLEDGE OF ANY OUTSTANDING OBLIGATION, PLEASE CONTACT THE TITLE DEPARTMENT IMMEDIATELY FOR FURTHER REVIEW PRIOR TO CLOSING. (EXCEPTION IS A STANDARD EXCEPTION AND NOT THE SORT TO BE SHOWN HEREON) 8. ANY RIGHTS OF THE PARTIES IN POSSESSION OF A PORTION OF, OR ALL OF, SAID LAND, WHICH RIGHTS ARE NOT DISCLOSED BY THE PUBLIC RECORDS. THE COMPANY WILL REQUIRE, FOR REVIEW, A FULL AND COMPLETE COPY OF ANY UNRECORDED AGREEMENT, CONTRACT, LICENSE AND/OR LEASE, TOGETHER WITH ALL SUPPLEMENTS, ASSIGNMENTS AND AMENDMENTS THERETO, BEFORE ISSUING ANY POLICY OF TITLE INSURANCE WITHOUT EXCEPTING THIS ITEM FROM COVERAGE. THE COMPANY RESERVES THE RIGHT TO EXCEPT ADDITIONAL ITEMS AND/OR MAKE ADDITIONAL REQUIREMENTS AFTER REVIEWING SAID DOCUMENTS. (EXCEPTION IS A STANDARD EXCEPTION AND NOT THE SORT TO BE SHOWN HEREON) LEGEND AP ASPHALT Oxxxx UTILITY MANHOLES CMU CONCRETE MASONRY UNIT CONC CONCRETE oxxxx UTILITY METER NG NATURAL GRADE /C� UTILITY POLE WALL TOP OF WALL LIGHT POLE TREES �} POSITION OF Aft PALM TREES GEODETIC COORDINATES SPOT ELEVATION CMU WALLS CURBLINES STREET CENTERLINES - - - - - SUBJECT PROPERTY LINE - - - - LEASE AREA LIMITS MAJOR CONTOUR INTERVAL - MINOR CONTOUR INTERVAL N NORTH SCALE: 1" = 40' OVERALL DETAIL MULTIPLE APNS APN: 400-152-03 �FF ll'N. 100-131-01 SURVEY DETAIL SEE SHEET LS-2 PARENT PARCEL APN: 400-152-02 2223 WELLINGTON PLACE CORPORATION UTILITY EASEMENT n6 N89°02'52"W 359.99' CATCH BASIN fEXISTING MONOEUCALYPTUS TOP OF POLE: 219.4 TOP OF FOLIAGE: 223.9 TRAFFIC SIGNAL WELLINGTON AVENUE N Ln Q w > wv SEWER T m CL ... LU D w LU co -0.) > 1-0 a °° N O Z O Z MIND 1 UTILITY POLE 1837979E DRAIN ►/_l1101 UTILITY POLE 1837978E 'A U LT ABINET JTILITY POLE 1837977E J LT PEDESTAL �U LT REV. DATE DESCRIPTION BY 0 07/19/2023 PRELIMINARY CK 1 02/03/ 5 CK 2 09/24/2025 EVISE DESIGN (C) CK 4 101 /08/2026 COMMENTS (C) I MF ' LAND + le. PATR11 Uw y DON - O a 7O o. 9332 Oo o T9� 0 CAL1F� �\P PATRICK B. DONOHOE P.L.S. NO. 9332 PROPRIETARY INFORMATION THE INFORMATION CONTAINED IN THIS SET OF DRAWINGS IS PROPRIETARY & CONFIDENTIAL TO VERIZON WIRELESS ANY USE OR DISCLOSURE OTHER THAN AS IT RELATES TO VERIZON WIRELESS IS STRICTLY PROHIBITED N ambit consulting w Q C-0 z `� O C< W o z Q C/- Ln CD Ln 428 MAIN STREET SUITE 206 HUNTINGTON BEACH, CA 92648 PH. (480) 659-4072 www.ambitconsulting.us W Z z L, LU O ® ti Q N 0-) Z_ ~ Z 0 Q — I--z J Q J ry- W 0 z O CD Q U) SHEET TITLE: U TR SURVEY L S CE VERIZON PREMISES AREA LEGAL DESCRIPTION A PORTION OF PARCEL 1 IN THE CITY OF SANTA ANA, COUNTY OF ORANGE, STATE OF CALIFORNIA, AS PER MAP RECORDED IN BOOK 82, PAGES 2 AND 3 OF PARCEL MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE CENTERLINE INTERSECTION OF WELLINGTON AVE AND TUSTIN AVENUE, FROM WHICH THE INTERSECTION OF THE CENTERLINE OF WELLINGTON AVENUE AND THE SOUTHERLY PROLONGATION OF THE WEST LINE OF SAID PARCEL 1 BEARS NORTH 89°02'52" WEST, 359.99 FEET; THENCE FROM SAID POINT OF COMMENCEMENT NORTH 00°28'36" EAST ALONG THE CENTERLINE OF TUSTIN AVENUE, 367.69 FEET; THENCE DEPARTING SAID CENTERLINE NORTH 89°31'24" WEST, 50.00 FEET TO A POINT ON THE WEST RIGHT OF WAY OF SAID TUSTIN AVENUE; THENCE DEPARTING SAID RIGHT OF WAY, NORTH 89°03'59" WEST, 63.24 FEET; THENCE NORTH 00°56'01" EAST, 11.17 FEET; THENCE NORTH 89'03'59" WEST, 25.82 FEET; THENCE NORTH 00°56'01" EAST, 5.00 FEET TO THE POINT OF BEGINNING; THENCE NORTH 89°03'59" WEST, 8.67 FEET; THENCE NORTH 00°56'01" EAST, 18.00 FEET; THENCE SOUTH 89°03'59" EAST, 34.00 FEET; THENCE SOUTH 00°56'01" WEST, 18.00 FEET; THENCE NORTH 89°03'59" WEST, 25.33 FEET TO THE POINT OF BEGINNING. CONTAINING 612 SQUARE FEET (0.014 ACRES) OF LAND, MORE OR LESS. LESSEE'S ACCESS. FIBER & UTILITY EASEMENT LEGAL DESCRIPTION A PORTION OF PARCEL 1 IN THE CITY OF SANTA ANA, COUNTY OF ORANGE, STATE OF CALIFORNIA, AS PER MAP RECORDED IN BOOK 82, PAGES 2 AND 3 OF PARCEL MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE CENTERLINE INTERSECTION OF WELLINGTON AVE AND TUSTIN AVENUE, FROM WHICH THE INTERSECTION OF THE CENTERLINE OF WELLINGTON AVENUE AND THE SOUTHERLY PROLONGATION OF THE WEST LINE OF SAID PARCEL 1 BEARS NORTH 89°02'52" WEST, 359.99 FEET; THENCE FROM SAID POINT OF COMMENCEMENT NORTH 00'28'36" EAST ALONG THE CENTERLINE OF TUSTIN AVENUE, 367.69 FEET; THENCE DEPARTING SAID CENTERLINE NORTH 89°31'24" WEST, 50.00 FEET TO A POINT ON THE WEST RIGHT OF WAY OF SAID TUSTIN AVENUE AND THE POINT OF BEGINNING; THENCE DEPARTING SAID RIGHT OF WAY, NORTH 89°03'59" WEST, 63.24 FEET; THENCE NORTH 00°56'01" EAST, 11.17 FEET; THENCE NORTH 89°03'59" WEST, 25.82 FEET; THENCE NORTH 00°56'01" EAST, 5.00 FEET; THENCE SOUTH 89°03'59" EAST, 28.25 FEET; THENCE NORTH 00°56'01" EAST, 18.00 FEET; THENCE SOUTH 89°03'59" EAST, 8.49 FEET; THENCE SOUTH 00°56'01" WEST, 18.00 FEET; THENCE SOUTH 89°03'59" EAST, 1.09 FEET; THENCE SOUTH 00°56'01" WEST, 4.17 FEET; THENCE SOUTH 89°03'59" EAST, 51.13 FEET TO A POINT ON THE WEST 164.8 AP 164.8 AP� 165.3 AP-\ 165.0 AP� AP 164.9 \ AP RIGHT OF WAY OF SAID TUSTIN AVENUE; THENCE SOUTH I AP �f I ° AP 00°28 36 WEST ALONG SAID RIGHT OF WAY, 12.00 FEET TO = IL THE POINT OF BEGINNING. / _ AP CONTAINING 1090 SQUARE FEET (0.025 ACRES) OF LAND, MORE Is] CaIZ.Y.� LEGEND AP ASPHALT Oxxxx UTILITY MANHOLES CMU CONCRETE MASONRY UNIT CONC CONCRETE oxxxx UTILITY METER NG NATURAL GRADE UTILITY POLE WALL TOP OF WALL x LIGHT POLE 9 TREES POSITION OF Aft PALM TREES GEODETIC COORDINATES SPOT ELEVATION CMU WALLS CURBLINES - - - STREET CENTERLINES - - - - SUBJECT PROPERTY LINE - - - - LEASE AREA LIMITS MAJOR CONTOUR INTERVAL - MINOR CONTOUR INTERVAL POSITION OF GEODETIC COORDINATES LATITUDE 33° 45' 22.66" (33.756294°) NORTH (NAD83) LONGITUDE 117° 50' 04.66" (117.834628°) WEST (NAD83) GROUND ELEVATION @ 163.8' (NAVD88) POSITION OF GEODETIC COORDINATES (TEMP SITE) LATITUDE 33° 45' 22.62" (33.756283°) NORTH (NAD83) LONGITUDE 117° 50' 05.38" (117.834828°) WEST (NAD83) GROUND ELEVATION @ 164.1' (NAVD88) GRAPHIC SCALE 10 0 5 10 20 ( IN FEET ) 1 inch = 10 ft. 40 192.0 TREE 164.3� NG 498)--- 164.3 POSITION OF GEODETIC APl COORDINATES (TEMP SITE) _ r AP II / 164.2 AP \ 164.0 AP 163.9 AP AP AP PRO OSED 18.17'X34.00' VER ZON WIRELESS PREMIS S (61 S.F.) AP AP /II AP CONC AP 5.6 165.5 166.0 APAPA AP I ` 166.3 � AP � I 'MOLE I 165.4 164.9 AP AP\ SIGN BOLLARD (TYP.) 166.5 WALL WALL CMU WALL` VAULT A L 16 P 166.�[ WALL L 7165.5 -\� NG 164.E 165.1 201.5 NG POSITION OF GEODETIC �NG �NG TREE NG COORDINATES 233.5 234.9 S89°03'59"E S89°03'59"E -165_ TREE CTREE 34.00' - - 8.49' 164.0� 1 163.9 / AP w 0-0 1 I 163.8AP z w I 164.E NG NG ^ O AP 163.8 0 0 \ LnDO AP 00 COO -- AP o 00 N89°03'59"W � CC)�o ao 0 O \ z 8.67' o- O Ln 00 Cn �z o S89°03'59"E 1 N89°03'59"W U) 1.09, i \OW ER v O TE \ \ \ \ \ I 163.8 FC I I I I 1 / I Q I 1 > I 1 � I 1 164.5 FC / i i 165.3 CONC1 25.33' 164.7 S89°03 59 E S00°56 01 W 164.5 163.9 _ ' " ' 16 AP S89°03'59"E AP NG1 �16 4. 0 AP P.O.B. VERIZON WIRELESS 28.25' 4.17' l 51.13 164.9 PREMISES, 1�11 �1 P - N00°56'01 "E N89°03'59"W 163.8 25.82' 5.00' AP 163.8 AP-% PROPOSED 27.5' X 20.0' VERIZON WIRELESS TEMPORARY LEASE AREA 163.6 163.6_/ AP SPEED BUMP AH AP 163.7 AP 163.5 AP 163.6 AP 163.4 APIII ASPHALT PARKING AREA J w s LESSEE'S ACCESS, FIBER AND UTILITY EASEMENT 41�163.7 AP 163.5 AP� AP 7-, CONC co ro 0 co N N N89°03'59"W 63.24' J - o �- ��. 164.6 163.9J I AP-\,. AP w > P.O.B. LESSEE'S ACCESS, FIBER o AND UTILITY EASEMENT 164AP \ I I CONC 5.7 AP 1 1 1 I 164.2 CONC w\ wv \ Da 164.4 AP PEDESTAL / PEDESTAL \ / U_ J m u W Z) z W Q _z 164.1 SAP AP 163.9 LP N89°31'24"W 50.00' w CD - 00 N O O r7 O z REV. DATE 0 07/19/2023 1 02/03/ 5 2 09/24/2025 3 /2 4 01 /08/2026 te: DESCRIPTION BY PRELIMINARY CK Irnypel CK VISE DESIGN (C) CK E jD O COMMENTS (C) MF 71• R .L, � 9332 Q4 Tq� OF CAL\V(j P PATRICK B. DONOHOE P.L.S. NO. 9332 PROPRIETARY INFORMATION THE INFORMATION CONTAINED IN THIS SET OF DRAWINGS IS PROPRIETARY & CONFIDENTIAL TO VERIZON WIRELESS ANY USE OR DISCLOSURE OTHER THAN AS IT RELATES TO VERIZON WIRELESS IS STRICTLY PROHIBITED N 0 w z w 00 Q z N CD 0--)z C-) C� Lj o z Ln CD Ln Ln 428 MAIN STREET SUITE 206 HUNTINGTON BEACH, CA 92648 PH. (480) 659-4072 www.ambitconsulting.us ambit consulting Z z W O ® ti Q N � z U z �j ZD Q J Q = LLJ oz z O O Q � N SHEET TITLE: SURVEY D ETA AP Know what's R TO OBTAIN LOCATION OF PARTICIPANTS UNDERGROUND FACILITIES BEFORE YOU DIG IN CALIFORNIA (SOUTH), CALL DIG ALERT TOLL FREE: 1-800-227-2600 OR www.digalert.org CALIFORNIA STATUTE REQUIRES MIN OF 2 WORKING DAYS NOTICE BEFORE YOU EXCAVATE WELLINGTON AVE TEMP NAME:WELLINGTON_AVE_TEMP_RELO NAMF:20260116_154618 SITE ISSUE STATUS PROPRIETARY INFORMATION THE INFORMATION CONTAINED IN THIS SET OF DRAWINGS IS PROPRIETARY & CONFIDENTIAL TO VERIZON WIRELESS ANY USE OR DISCLOSURE OTHER THAN AS IT RELATES TO VERIZON WIRELESS IS STRICTLY PROHIBITED DESCRIPTIONDATE BYREV. 01/06/20260 90% CD DRM ADJ 01/14/20260 100% CD DRM / BAP SET JJR 02/5/20261 100% CD - OCFA PC REV1 JJR 03/9/20262 100% CD_RFDS_PC REV1 JJR x x x x x x x 17658810 TOP OF ANTENNAS = 224.1 FEET A.M.S.L. (60'-0" FROM FINISH SURFACE) TOP OF POLE STEEL = 224.1 FEET A.M.S.L. (60'-0" FROM FINISH SURFACE) STRUCTURAL ENGINEER: 262500E0318-103 03/18/2026 ,SITE TO BE REMOVED 24 MONTHS FROM INSTALL ISSUE STATUS PROPRIETARY INFORMATION THE INFORMATION CONTAINED IN THIS SET OF DRAWINGS IS PROPRIETARY & CONFIDENTIAL TO VERIZON WIRELESS ANY USE OR DISCLOSURE OTHER THAN AS IT RELATES TO VERIZON WIRELESS IS STRICTLY PROHIBITED DESCRIPTIONDATE BYREV. 01/06/20260 90% CD'S ADJ 262500E0113-513 01/13/2026 2 U3195.0334.251 03/17/2026 2 U3195.0334.251 03/17/2026 01/12/2026 !"#$%&& '()!"#$%&& * +! ,-! !. /012- 33- 4 5-6+2!2-3 4 (78! 8!5(% %9 !: : -!; ! <<=0'5>0/- -< ,-4< ,-4<. /012- 33- 4 5-<% % 1 (/"(7 >$<0;<;)< 1 61; 0% ? ? ? ! "#$%!& ' (") **( + ,*,(") - - ! *,( ./ - ,0( + *(") - - ! ( ./ 1 & // ! - > 1 " ? $ & ; 3 + ? 8 4 # # - 4 4 " $ # & # & - > 1 " ? $ & " $ @ " $ & 8 ( & % 1 " + $ & # & 0-44 ( " AB AB#A #+$6:. " $ 334- ;99%%C @ "ABAB&A +$6:. 0-44 CC #6:DC0 # "&AB&AB A +4$6:. 0-44 CC #"&AB AB&A +4$ 0-44 CC "#AB AB A &+$ C2-C9%%'% # " ABAB A +$ 0-44 ( " AB AB#A #+$6:. " $ 334- ;99%%C @ "ABAB&A +$6:. 0-44 CC #6:DC0 # "&AB&AB A +4$6:. 0-44 CC #"&AB AB&A +4$ 0-44 CC "#AB AB A &+$ C2-C9%%'% # " ABAB A +$ 0-44 ( " AB AB#A #+$6:. " $ 334- ;99%%C @ "ABAB&A +$6:. 0-44 CC #6:DC0 # "&AB&AB A +4$6:. 0-44 CC #"&AB AB&A +4$ 0-44 CC "#AB AB A &+$ C2-C9%%'% # " ABAB A +$ C.= %))"?E ?E #+- 4$ "$( 443- "$;99%443- "$DC0F #443- "$CC443- "$C2-443- "$ 3 443- 8 443- B443- 8443- "$G 7. 443- 78. !+ 86: C8 3 "+4$ B443- 8443-# B443- B443- # 8443- & B443- B443- 8 443- B443- 8 443- (& % 4 #4 64 -8H1 2? 68418? 0B 4 5(% %988 68418? 3+4-68-- 8-65(% %988 ?- 4+48 368 6C41 255 1-1 26491 ?? &H 0CC(5;!I 01/12/2026 01/12/2026 2 U3195.0334.251 #4 REBAR GRID 6" O.C. EACH WAY IN TOP AND BOTTOM SECTIONS Ø .671" LIFTING HOOK, TYP OF (4) NOTE: 1. #4 REBAR GRADE 60 2. MANUFACTURER MUST BE AN APPROVED VENDOR REQUIRED FOR PRE MANUFACTURED BALLAST. 3. EACH BALLAST BLOCK MUST WEIGHT 6,250 LBS OR GREATER 03/17/2026 01/12/2026 ORANGE COUNTY FIRE AUTHORITY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments INSTRUCTIONS:  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 s ign 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 tha n 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 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— 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 requir ed. 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 ( ) / / Initials Initials YES NO 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 STRUCTURAL CALCULATIONS for WELLINGTON AVE 60' MONOPOLE w/ LS-15 (CENTERED) at 1200 NORTH TUSTIN AVENUE SANTA ANA, CA 92705 for VERIZON & MOTIVE ENERGY TELECOMMUNICATIONS GROUP, INC. 3/17/2026 BY:JACOB PROCTOR, P.E. PROFESSIONAL ENGINEER PROJECT #:U3195.0334.251 DATE: REVISED: DESIGNED BY YCA; CHECKED BY JJB Note: The calculations presented in this package are intended for a single use at the location indicated above, for the client listed above. These calculations shall not be reproduced, reused, “card filed”, sold to a third party, or altered in any way without the written authorization of Vector Structural Engineering, LLC and Motive Energy Telecommunications Group, Inc. This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. April 9, 2025 March 17, 2026 651 W. Galena Park Blvd., STE 101 / Draper, UT 84020 / T (801) 990-1775 / F (801) 990-1776 / www.vectorse.com Copyright © 2026 Vector Structural Engineering, LLC JOB NO.:U3195.0334.251 N:\Logos\VectorLogo.gif PROJECT:WELLINGTON AVE Design Criteria: Code: Wind:Basic wind speed = 95 mph (3-second gust) per the ASCE 7-22 standard Risk Category: II Wind exposure: C Kzt:1 Ice:None per the ASCE 7-22 standard Seismic:Seismic importance factor, I = 1 Risk Category: II Mapped spectral response accelerations:SS =1.48g S1 =0.48g Site class: Default Spectral response coefficients:SDS =1.18g SD1 =0.787g Seismic design category: D Basic seismic-force-resisting-system: Telecom: Steel Pole Seismic base shear, V = 3.083 k Seismic response coefficient, Cs = 0.471 Response modification factor, R = 1.5 Analysis procedure: Equivalent Lateral Force General Notes: 1 2 3 4 5 6 The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is shown, the construction shall be as shown for other similar work and as required by the building code. All structural framing members shall be adequately shored and braced during erection and until full lateral and vertical support is provided by adjoining members. The connection of the members shown in these calculations to the existing structure shall be by others, with the exception of those explicitly shown on the drawings. Copyright © 2026 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. These calculations are limited to the structural members shown in these calculations only. The contractor shall be responsible for compliance with local construction safety orders. Approval of shop drawings by the architect or structural engineer shall not be construed as accepting this responsibility. Structural design is based on the California Building Code, 2025 Edition (2024 IBC) and the TIA-222-I standard. The contractor shall verify dimensions, conditions and elevations before starting work. The engineer shall be notified immediately if any discrepancies are found. JOB NO.:U3195.0334.251 N:\Logos\VectorLogo.gif PROJECT:WELLINGTON AVE Copyright © 2026 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Structural Steel: 1 All structural steel code checks based on the AISC, 16th Edition per the TIA-222-I standard 2 All 18-sided, tapered shaft steel to be per ASTM A572 GR. 65, U.N.O. 3 4 All anchor bolts shall be per ASTM A572 GR. 50, U.N.O. 5 All bolts for steel-to-steel connections shall be per ASTM F3125 GR. A325 U.N.O. 6 All bolted connections shall be tightened per the "turn-of-nut" method as defined by AISC. 7 8 Foundation: 1 All welding shall be performed by certified welders in accordance with the latest edition of the American Welding Society (AWS) D1.1. Utilize minimum E70XX low-hydrogen electrode U.N.O. or where higher strength electrode is required by AWS D1.1 The design length of slip splices is equal to 1.67 times the inside width of the base of the upper section. Slip splice length tolerance is equal to ± 10% of the design slip splice length. Foundation design is based on presumptive soil parameters. Vector Structural Engineering, LLC strongly recommends independent soils testing be performed by a licensed geotechnical engineer to verify soil bearing capacities, slope stability, and any other related soil parameters, as required. All steel surfaces shall be galvanized in accordance with ASTM A123 and ASTM F2329 standards, thoroughly coated with a zinc-rich primer, or otherwise protected as noted on the structural drawings. N:\Logos\VectorLogo.gif JOB NO.:U3195.0334.251 PROJECT:WELLINGTON AVE ASCE 7-22 Method 1 II Ss =1.480 g SDS =1.180 g D S1 =0.480 g SD1 =0.787 g 1.00 Sₘₛ = 1.770 g Fa = D Sₘ₁ = 1.180 g Fv = R = 1.5 Sa(g) =0.706 TL =8 Structure Type = Period Type = Cs=0.471 h = 60.0 ft f1 =0.86 Hz 1.5 k Wt =6.5 k T= 1.17 sec. 3.1 k Wu =2.43 k ke=1.33 4.4 k WL =4.12 k ratio =0.71 Wind Controls, Seismic Analysis Still Required Monopole Period Telecommunication Towers Seismic Shear, Vs(final) = Vertical Seismic, Vy(final) = Copyright © 2026 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Seismic Base Shear Calculations: Seismic Parameters: Importance, I = Site Class: Seismic Base Shear: Wind Shear = Risk Category= Seismic Design Category: Steel PoleNonbuilding Structure Type = (Period,Cs) 1.168, 0.471 0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0.800 0.900 1.000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 CS T(s) CS Vector SE Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Job: Wellington Project: U3195.0334.251 Client: Motive Energy Telecommunications Group, Inc. Drawn by: ycamposano App'd: Code: TIA-222-I Date: 03/10/26 Scale: NTS Path: \\VSEFILES.vector.local\Projects\2025 Projects\U3195 Motive Energy Telecommunications Group, Inc\U3195-0334-251 Wellington Ave (CA, 60' pole, LS15)\ENG\TNX\Wellington.eri Dwg No. E-1 60.0 ft 20.0 ft 2.0 ft REACTIONS - 95 mph WIND TORQUE 464 lb-ft 4366 lb SHEAR 188000 lb-ft MOMENT 7856 lb AXIAL SEISMIC 3269 lb SHEAR 155044 lb-ft MOMENT 9408 lb AXIAL ARE FACTORED ALL REACTIONS S e c t i o n 1 2 L e n g t h ( f t ) 40 . 0 0 21 . 7 5 N u m b e r o f S i d e s 18 18 T h i c k n e s s ( i n ) 0. 1 8 7 5 0. 1 8 8 0 S o c k e t L e n g t h ( f t ) 3. 7 5 T o p D i a ( i n ) 20 . 0 0 0 0 26 . 1 0 9 4 B o t D i a ( i n ) 27 . 1 5 5 2 30 . 0 0 0 0 G r a d e A5 7 2 - 6 5 W e i g h t ( l b ) 18 9 4 . 7 12 3 0 . 7 31 2 5 . 4 Ericsson Air 6419 (34.5"x20"x8", 68.5lb) w/ MP 56 (2) Commscope NHH-65C-R2B (96"x11.9"x7.1", 64.9lb) w/ MP 56 Ericsson RRU 4408 w/ KRE 105281 (7.9"x7.9"x3.94", 11.02 lbs) w/ MP 56 Ericsson RRU 4890 (17.5"x15.2"x7", 69.5 lbs) 56 Ericsson RRU 4490 (18"x13.2"x9.4", 70lb) 56 Raycap RHSDC-3315-PF-48 (29.5"x16.5"x12.6", 32lb) 56 Ericsson Air 6419 (34.5"x20"x8", 68.5lb) w/ MP 56 (2) Commscope NHH-65C-R2B (96"x11.9"x7.1", 64.9lb) w/ MP 56 Ericsson RRU 4408 w/ KRE 105281 (7.9"x7.9"x3.94", 11.02 lbs) w/ MP 56 Ericsson RRU 4890 (17.5"x15.2"x7", 69.5 lbs) 56 Ericsson RRU 4490 (18"x13.2"x9.4", 70lb) 56 Raycap RHSDC-3315-PF-48 (29.5"x16.5"x12.6", 32lb) 56 Ericsson Air 6419 (34.5"x20"x8", 68.5lb) w/ MP 56 (2) Commscope NHH-65C-R2B (96"x11.9"x7.1", 64.9lb) w/ MP 56 Ericsson RRU 4408 w/ KRE 105281 (7.9"x7.9"x3.94", 11.02 lbs) w/ MP 56 Ericsson RRU 4890 (17.5"x15.2"x7", 69.5 lbs) 56 Ericsson RRU 4490 (18"x13.2"x9.4", 70lb) 56 Raycap RHSDC-3315-PF-48 (29.5"x16.5"x12.6", 32lb) 56 RMV12-3XX (11.16 ft^2, 10.59 ft^2, 850lb, 3 Sectors) 56 (3) Air 6419 seismic 56 (6) NHH-65C seismic 56 (3) KRE+4408 seismic 56 (6) RRUS seismic 56 (3) Raycap seismic 56 (1) Sitepro1 mount seismic 56 Tapered 1 seismic 53.3 Coax seismic 52 (1) Ø4' MW seismic 46 4' Std. MW: Paraboloid w/o Radome (100 lbs) 46 Coax seismic 44 Tapered 1 seismic 40 Coax seismic 36 Coax seismic 28 Tapered 1 seismic 26.7 Tapered 2 seismic 20.1 Coax seismic 20 Tapered 2 seismic 12.9 Coax seismic 12 Tapered 2 seismic 5.6 Coax seismic 4DESIGNED APPURTENANCE LOADING TYPE TYPEELEVATION ELEVATION Ericsson Air 6419 (34.5"x20"x8", 68.5lb) w/ MP 56 (2) Commscope NHH-65C-R2B (96"x11.9"x7.1", 64.9lb) w/ MP 56 Ericsson RRU 4408 w/ KRE 105281 (7.9"x7.9"x3.94", 11.02 lbs) w/ MP 56 Ericsson RRU 4890 (17.5"x15.2"x7", 69.5 lbs) 56 Ericsson RRU 4490 (18"x13.2"x9.4", 70lb) 56 Raycap RHSDC-3315-PF-48 (29.5"x16.5"x12.6", 32lb) 56 Ericsson Air 6419 (34.5"x20"x8", 68.5lb) w/ MP 56 (2) Commscope NHH-65C-R2B (96"x11.9"x7.1", 64.9lb) w/ MP 56 Ericsson RRU 4408 w/ KRE 105281 (7.9"x7.9"x3.94", 11.02 lbs) w/ MP 56 Ericsson RRU 4890 (17.5"x15.2"x7", 69.5 lbs) 56 Ericsson RRU 4490 (18"x13.2"x9.4", 70lb) 56 Raycap RHSDC-3315-PF-48 (29.5"x16.5"x12.6", 32lb) 56 Ericsson Air 6419 (34.5"x20"x8", 68.5lb) w/ MP 56 (2) Commscope NHH-65C-R2B (96"x11.9"x7.1", 64.9lb) w/ MP 56 Ericsson RRU 4408 w/ KRE 105281 (7.9"x7.9"x3.94", 11.02 lbs) w/ MP 56 Ericsson RRU 4890 (17.5"x15.2"x7", 69.5 lbs) 56 Ericsson RRU 4490 (18"x13.2"x9.4", 70lb) 56 Raycap RHSDC-3315-PF-48 (29.5"x16.5"x12.6", 32lb) 56 RMV12-3XX (11.16 ft^2, 10.59 ft^2, 850lb, 3 Sectors) 56 (3) Air 6419 seismic 56 (6) NHH-65C seismic 56 (3) KRE+4408 seismic 56 (6) RRUS seismic 56 (3) Raycap seismic 56 (1) Sitepro1 mount seismic 56 Tapered 1 seismic 53.3 Coax seismic 52 (1) Ø4' MW seismic 46 4' Std. MW: Paraboloid w/o Radome (100 lbs) 46 Coax seismic 44 Tapered 1 seismic 40 Coax seismic 36 Coax seismic 28 Tapered 1 seismic 26.7 Tapered 2 seismic 20.1 Coax seismic 20 Tapered 2 seismic 12.9 Coax seismic 12 Tapered 2 seismic 5.6 Coax seismic 4 MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in Orange County, California. 2. Tower designed for Exposure C to the TIA-222-I Standard. 3. Tower designed for a 95 mph basic wind in accordance with the TIA-222-I Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category II. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING: 34.3% ttnnxxTToowweerr Job Wellington Page 1 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-I standard. The following design criteria apply: Tower is located in Orange County, California. Tower base elevation above sea level: 162.00 ft. Basic wind speed of 95 mph is used. Risk Category II. Exposure Category C. Crest Height: 0.00 ft. Deflections calculated using a wind speed of 60 mph. Fatigue along-wind analysis loads are applied. Non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs 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 Use Fatigue Analysis Exemption for Gh 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 60.00-20.00 40.00 3.75 18 20.0000 27.1552 0.1875 0.7500 A572-65 (65 ksi) L2 20.00-2.00 21.75 18 26.1094 30.0000 0.1880 0.7520 A572-65 (65 ksi) Tapered Pole Properties ttnnxxTToowweerr Job Wellington Page 2 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano 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 20.2796 11.7909 584.7409 7.0334 10.1600 57.5532 1170.2512 5.8966 3.1900 17.013 27.5452 16.0492 1474.6107 9.5735 13.7948 106.8958 2951.1617 8.0261 4.4493 23.73 L2 27.1643 15.4676 1313.0389 9.2021 13.2636 98.9958 2627.8055 7.7353 4.2644 22.683 30.4338 17.7892 1997.4564 10.5833 15.2400 131.0665 3997.5411 8.8963 4.9491 26.325 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 60.00-20.00 1 1 1 L2 20.00-2.00 1 1 1 Monopole Base Plate Data Base Plate Data Base plate is square √ Base plate is grouted Anchor bolt grade F1554-105 Anchor bolt size 2.2500 in Number of bolts 8 Embedment length 24.0000 in f'c 4 ksi Grout space 3.0000 in Base plate grade A572-50 Base plate thickness 2.2500 in Bolt circle diameter 36.0000 in Outer diameter 42.0000 in Inner diameter 20.0000 in Base plate type Plain Plate Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Total Number Number Per Row Clear Spacing in Width or Diameter in Perimeter in Weight plf *** 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 1 5/8 Coax C No Yes Inside Pole 56.00 - 2.00 24 No Ice 0.00 0.72 1 5/8 Coax C No Yes Inside Pole 46.00 - 2.00 2 No Ice 0.00 0.72 *** ttnnxxTToowweerr Job Wellington Page 3 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano 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 lb L1 60.00-20.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 659.52 L2 20.00-2.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 336.96 User Defined Loads - Seismic Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev lb Ehx lb Ehz lb Eh lb (3) Air 6419 seismic 56.00 0.00 0.0000 58.80 0.00 0.00 181.10 (6) NHH-65C seismic 56.00 0.00 0.0000 157.50 0.00 0.00 484.70 (3) KRE+4408 seismic 56.00 0.00 0.0000 10.40 0.00 0.00 32.00 (6) RRUS seismic 56.00 0.00 0.0000 98.80 0.00 0.00 304.00 (3) Raycap seismic 56.00 0.00 0.0000 22.70 0.00 0.00 69.70 (1) Sitepro1 mount seismic 56.00 0.00 0.0000 200.60 0.00 0.00 617.40 (1) Ø4' MW seismic 46.00 0.00 0.0000 23.60 0.00 0.00 55.90 Coax seismic 52.00 0.00 0.0000 32.60 0.00 0.00 91.00 Coax seismic 44.00 0.00 0.0000 34.70 0.00 0.00 77.30 Coax seismic 36.00 0.00 0.0000 35.30 0.00 0.00 60.30 Coax seismic 28.00 0.00 0.0000 35.30 0.00 0.00 43.10 Coax seismic 20.00 0.00 0.0000 35.30 0.00 0.00 27.50 Coax seismic 12.00 0.00 0.0000 35.30 0.00 0.00 13.90 Coax seismic 4.00 0.00 0.0000 35.30 0.00 0.00 3.20 Tapered 1 seismic 53.30 0.00 0.0000 148.60 0.00 0.00 428.50 Tapered 1 seismic 40.00 0.00 0.0000 148.60 0.00 0.00 291.90 Tapered 1 seismic 26.70 0.00 0.0000 148.60 0.00 0.00 169.90 Tapered 2 seismic 20.10 0.00 0.0000 96.60 0.00 0.00 75.90 Tapered 2 seismic 12.90 0.00 0.0000 96.60 0.00 0.00 41.80 Tapered 2 seismic 5.60 0.00 0.0000 96.60 0.00 0.00 13.80 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 lb Ericsson Air 6419 (34.5''x20''x8'', 68.5lb) w/ MP A From Face 3.00 0.00 0.00 0.0000 56.00 No Ice 5.99 3.32 83.10 (2) Commscope NHH-65C-R2B A From Face 3.00 0.00 0.0000 56.00 No Ice 11.39 9.96 111.22 ttnnxxTToowweerr Job Wellington Page 4 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight lb (96''x11.9''x7.1'', 64.9lb) w/ MP 0.00 Ericsson RRU 4408 w/ KRE 105281 (7.9''x7.9''x3.94'', 11.02 lbs) w/ MP A From Face 3.00 0.00 0.00 0.0000 56.00 No Ice 0.57 0.41 14.67 Ericsson RRU 4890 (17.5''x15.2''x7'', 69.5 lbs) A From Face 3.00 0.00 0.00 0.0000 56.00 No Ice 2.22 1.02 69.50 Ericsson RRU 4490 (18''x13.2''x9.4'', 70lb) A From Face 3.00 0.00 0.00 0.0000 56.00 No Ice 1.98 1.41 70.00 Raycap RHSDC-3315-PF-48 (29.5''x16.5''x12.6'', 32lb) A From Face 3.00 0.00 0.00 0.0000 56.00 No Ice 4.06 3.10 32.00 *** Ericsson Air 6419 (34.5''x20''x8'', 68.5lb) w/ MP B From Face 3.00 0.00 0.00 0.0000 56.00 No Ice 5.99 3.32 83.10 (2) Commscope NHH-65C-R2B (96''x11.9''x7.1'', 64.9lb) w/ MP B From Face 3.00 0.00 0.00 0.0000 56.00 No Ice 11.39 9.96 111.22 Ericsson RRU 4408 w/ KRE 105281 (7.9''x7.9''x3.94'', 11.02 lbs) w/ MP B From Face 3.00 0.00 0.00 0.0000 56.00 No Ice 0.57 0.41 14.67 Ericsson RRU 4890 (17.5''x15.2''x7'', 69.5 lbs) B From Face 3.00 0.00 0.00 0.0000 56.00 No Ice 2.22 1.02 69.50 Ericsson RRU 4490 (18''x13.2''x9.4'', 70lb) B From Face 3.00 0.00 0.00 0.0000 56.00 No Ice 1.98 1.41 70.00 Raycap RHSDC-3315-PF-48 (29.5''x16.5''x12.6'', 32lb) B From Face 3.00 0.00 0.00 0.0000 56.00 No Ice 4.06 3.10 32.00 *** Ericsson Air 6419 (34.5''x20''x8'', 68.5lb) w/ MP C From Face 3.00 0.00 0.00 0.0000 56.00 No Ice 5.99 3.32 83.10 (2) Commscope NHH-65C-R2B (96''x11.9''x7.1'', 64.9lb) w/ MP C From Face 3.00 0.00 0.00 0.0000 56.00 No Ice 11.39 9.96 111.22 Ericsson RRU 4408 w/ KRE 105281 (7.9''x7.9''x3.94'', 11.02 lbs) w/ MP C From Face 3.00 0.00 0.00 0.0000 56.00 No Ice 0.57 0.41 14.67 Ericsson RRU 4890 (17.5''x15.2''x7'', 69.5 lbs) C From Face 3.00 0.00 0.00 0.0000 56.00 No Ice 2.22 1.02 69.50 Ericsson RRU 4490 (18''x13.2''x9.4'', 70lb) C From Face 3.00 0.00 0.00 0.0000 56.00 No Ice 1.98 1.41 70.00 Raycap RHSDC-3315-PF-48 (29.5''x16.5''x12.6'', 32lb) C From Face 3.00 0.00 0.00 0.0000 56.00 No Ice 4.06 3.10 32.00 *** RMV12-3XX (11.16 ft^2, 10.59 ft^2, 850lb, 3 Sectors) C None 0.0000 56.00 No Ice 11.16 10.59 850.00 ttnnxxTToowweerr Job Wellington Page 5 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Dishes Description Face or Leg Dish Type Offset Type Offsets: Horz Lateral Vert ft Azimuth Adjustment ° 3 dB Beam Width ° Elevation ft Outside Diameter ft Aperture Area ft2 Weight lb 4' Std. MW: Paraboloid w/o Radome (100 lbs) Paraboloid w/o Radome None 0.0000 46.00 4.00 No Ice 12.57 100.00 Tower Pressures - No Ice GH = 0.950 Section Elevation ft z ft KZ qz psf AG ft2 F a c e AF ft2 AR ft2 Aleg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 L1 60.00-20.00 39.51 1.037 22 79.708 A B C 0.000 0.000 0.000 79.708 79.708 79.708 79.708 100.00 100.00 100.00 0.000 0.000 0.000 0.000 0.000 0.000 L2 20.00-2.00 10.83 0.850 19 43.199 A B C 0.000 0.000 0.000 43.199 43.199 43.199 43.199 100.00 100.00 100.00 0.000 0.000 0.000 0.000 0.000 0.000 Tower Pressure - Service GH = 0.950 Section Elevation ft z ft KZ qz psf AG ft2 F a c e AF ft2 AR ft2 Aleg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 L1 60.00-20.00 39.51 1.037 8 79.708 A B C 0.000 0.000 0.000 79.708 79.708 79.708 79.708 100.00 100.00 100.00 0.000 0.000 0.000 0.000 0.000 0.000 L2 20.00-2.00 10.83 0.850 7 43.199 A B C 0.000 0.000 0.000 43.199 43.199 43.199 43.199 100.00 100.00 100.00 0.000 0.000 0.000 0.000 0.000 0.000 Tower Pressure - Along-Wind Gust GH = 1.000 ttnnxxTToowweerr Job Wellington Page 6 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Section Elevation ft z ft KZ qwg psf AG ft2 F a c e AF ft2 AR ft2 Aleg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 L1 60.00-20.00 39.51 1.000 5 79.708 A B C 0.000 0.000 0.000 79.708 79.708 79.708 79.708 100.00 100.00 100.00 0.000 0.000 0.000 0.000 0.000 0.000 L2 20.00-2.00 10.83 1.000 5 43.199 A B C 0.000 0.000 0.000 43.199 43.199 43.199 43.199 100.00 100.00 100.00 0.000 0.000 0.000 0.000 0.000 0.000 Tower Forces - No Ice - Wind Normal To Face Section Elevation ft Add Weight lb Self Weight lb F a c e e CF qz psf DF DR AE ft2 F lb w plf Ctrl. Face L1 60.00-20.00 659.52 1894.68 A B C 1 1 1 0.73 0.73 0.73 22 1 1 1 1 1 1 79.708 79.708 79.708 1241.07 31.03 C L2 20.00-2.00 336.96 1230.68 A B C 1 1 1 0.73 0.73 0.73 19 1 1 1 1 1 1 43.199 43.199 43.199 555.69 30.87 C Sum Weight: 996.48 3125.36 OTM 51457.37 lb-ft 1796.76 Tower Forces - No Ice - Wind 45 To Face Section Elevation ft Add Weight lb Self Weight lb F a c e e CF qz psf DF DR AE ft2 F lb w plf Ctrl. Face L1 60.00-20.00 659.52 1894.68 A B C 1 1 1 0.73 0.73 0.73 22 1 1 1 1 1 1 79.708 79.708 79.708 1241.07 31.03 C L2 20.00-2.00 336.96 1230.68 A B C 1 1 1 0.73 0.73 0.73 19 1 1 1 1 1 1 43.199 43.199 43.199 555.69 30.87 C Sum Weight: 996.48 3125.36 OTM 51457.37 lb-ft 1796.76 Tower Forces - No Ice - Wind 60 To Face Section Elevation ft Add Weight lb Self Weight lb F a c e e CF qz psf DF DR AE ft2 F lb w plf Ctrl. Face L1 60.00-20.00 659.52 1894.68 A B C 1 1 1 0.73 0.73 0.73 22 1 1 1 1 1 1 79.708 79.708 79.708 1241.07 31.03 C ttnnxxTToowweerr Job Wellington Page 7 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Section Elevation ft Add Weight lb Self Weight lb F a c e e CF qz psf DF DR AE ft2 F lb w plf Ctrl. Face L2 20.00-2.00 336.96 1230.68 A B C 1 1 1 0.73 0.73 0.73 19 1 1 1 1 1 1 43.199 43.199 43.199 555.69 30.87 C Sum Weight: 996.48 3125.36 OTM 51457.37 lb-ft 1796.76 Tower Forces - No Ice - Wind 90 To Face Section Elevation ft Add Weight lb Self Weight lb F a c e e CF qz psf DF DR AE ft2 F lb w plf Ctrl. Face L1 60.00-20.00 659.52 1894.68 A B C 1 1 1 0.73 0.73 0.73 22 1 1 1 1 1 1 79.708 79.708 79.708 1241.07 31.03 C L2 20.00-2.00 336.96 1230.68 A B C 1 1 1 0.73 0.73 0.73 19 1 1 1 1 1 1 43.199 43.199 43.199 555.69 30.87 C Sum Weight: 996.48 3125.36 OTM 51457.37 lb-ft 1796.76 Tower Forces - Service - Wind Normal To Face Section Elevation ft Add Weight lb Self Weight lb F a c e e CF qz psf DF DR AE ft2 F lb w plf Ctrl. Face L1 60.00-20.00 659.52 1894.68 A B C 1 1 1 0.73 0.73 0.73 8 1 1 1 1 1 1 79.708 79.708 79.708 442.94 11.07 C L2 20.00-2.00 336.96 1230.68 A B C 1 1 1 0.73 0.73 0.73 7 1 1 1 1 1 1 43.199 43.199 43.199 198.33 11.02 C Sum Weight: 996.48 3125.36 OTM 18365.31 lb-ft 641.27 Tower Forces - Service - Wind 45 To Face Section Elevation ft Add Weight lb Self Weight lb F a c e e CF qz psf DF DR AE ft2 F lb w plf Ctrl. Face L1 60.00-20.00 659.52 1894.68 A B 1 1 0.73 0.73 8 1 1 1 1 79.708 79.708 442.94 11.07 C ttnnxxTToowweerr Job Wellington Page 8 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Section Elevation ft Add Weight lb Self Weight lb F a c e e CF qz psf DF DR AE ft2 F lb w plf Ctrl. Face C 1 0.73 1 1 79.708 L2 20.00-2.00 336.96 1230.68 A B C 1 1 1 0.73 0.73 0.73 7 1 1 1 1 1 1 43.199 43.199 43.199 198.33 11.02 C Sum Weight: 996.48 3125.36 OTM 18365.31 lb-ft 641.27 Tower Forces - Service - Wind 60 To Face Section Elevation ft Add Weight lb Self Weight lb F a c e e CF qz psf DF DR AE ft2 F lb w plf Ctrl. Face L1 60.00-20.00 659.52 1894.68 A B C 1 1 1 0.73 0.73 0.73 8 1 1 1 1 1 1 79.708 79.708 79.708 442.94 11.07 C L2 20.00-2.00 336.96 1230.68 A B C 1 1 1 0.73 0.73 0.73 7 1 1 1 1 1 1 43.199 43.199 43.199 198.33 11.02 C Sum Weight: 996.48 3125.36 OTM 18365.31 lb-ft 641.27 Tower Forces - Service - Wind 90 To Face Section Elevation ft Add Weight lb Self Weight lb F a c e e CF qz psf DF DR AE ft2 F lb w plf Ctrl. Face L1 60.00-20.00 659.52 1894.68 A B C 1 1 1 0.73 0.73 0.73 8 1 1 1 1 1 1 79.708 79.708 79.708 442.94 11.07 C L2 20.00-2.00 336.96 1230.68 A B C 1 1 1 0.73 0.73 0.73 7 1 1 1 1 1 1 43.199 43.199 43.199 198.33 11.02 C Sum Weight: 996.48 3125.36 OTM 18365.31 lb-ft 641.27 Tower Forces - Along-Wind Gust - Wind Normal To Face Section Elevation ft Add Weight lb Self Weight lb F a c e e CF qwg psf DF DR AE ft2 F lb w plf Ctrl. Face L1 659.52 1894.68 A 1 0.849 5 1 1 79.708 338.29 8.46 C ttnnxxTToowweerr Job Wellington Page 9 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Section Elevation ft Add Weight lb Self Weight lb F a c e e CF qwg psf DF DR AE ft2 F lb w plf Ctrl. Face 60.00-20.00 B C 1 1 0.849 0.849 1 1 1 1 79.708 79.708 L2 20.00-2.00 336.96 1230.68 A B C 1 1 1 0.73 0.73 0.73 5 1 1 1 1 1 1 43.199 43.199 43.199 157.67 8.76 C Sum Weight: 996.48 3125.36 OTM 14081.13 lb-ft 495.97 Tower Forces - Along-Wind Gust - Wind 45 To Face Section Elevation ft Add Weight lb Self Weight lb F a c e e CF qwg psf DF DR AE ft2 F lb w plf Ctrl. Face L1 60.00-20.00 659.52 1894.68 A B C 1 1 1 0.849 0.849 0.849 5 1 1 1 1 1 1 79.708 79.708 79.708 338.29 8.46 C L2 20.00-2.00 336.96 1230.68 A B C 1 1 1 0.73 0.73 0.73 5 1 1 1 1 1 1 43.199 43.199 43.199 157.67 8.76 C Sum Weight: 996.48 3125.36 OTM 14081.13 lb-ft 495.97 Tower Forces - Along-Wind Gust - Wind 60 To Face Section Elevation ft Add Weight lb Self Weight lb F a c e e CF qwg psf DF DR AE ft2 F lb w plf Ctrl. Face L1 60.00-20.00 659.52 1894.68 A B C 1 1 1 0.849 0.849 0.849 5 1 1 1 1 1 1 79.708 79.708 79.708 338.29 8.46 C L2 20.00-2.00 336.96 1230.68 A B C 1 1 1 0.73 0.73 0.73 5 1 1 1 1 1 1 43.199 43.199 43.199 157.67 8.76 C Sum Weight: 996.48 3125.36 OTM 14081.13 lb-ft 495.97 Tower Forces - Along-Wind Gust - Wind 90 To Face Section Elevation ft Add Weight lb Self Weight lb F a c e e CF qwg psf DF DR AE ft2 F lb w plf Ctrl. Face ttnnxxTToowweerr Job Wellington Page 10 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Section Elevation ft Add Weight lb Self Weight lb F a c e e CF qwg psf DF DR AE ft2 F lb w plf Ctrl. Face L1 60.00-20.00 659.52 1894.68 A B C 1 1 1 0.849 0.849 0.849 5 1 1 1 1 1 1 79.708 79.708 79.708 338.29 8.46 C L2 20.00-2.00 336.96 1230.68 A B C 1 1 1 0.73 0.73 0.73 5 1 1 1 1 1 1 43.199 43.199 43.199 157.67 8.76 C Sum Weight: 996.48 3125.36 OTM 14081.13 lb-ft 495.97 Discrete Appurtenance Pressures - No Ice GH = 1.000 Description Aiming Azimuth ° Weight lb Offsetx ft Offsetz ft z ft Kz qz psf CAAC Front ft2 CAAC Side ft2 Ericsson Air 6419 (34.5''x20''x8'', 68.5lb) w/ MP 300.0000 83.10 -3.35 -1.93 56.00 1.114 24 5.99 3.32 Commscope NHH-65C-R2B (96''x11.9''x7.1'', 64.9lb) w/ MP 300.0000 222.44 -3.35 -1.93 56.00 1.114 24 22.78 19.91 Ericsson RRU 4408 w/ KRE 105281 (7.9''x7.9''x3.94'', 11.02 lbs) w/ MP 300.0000 14.67 -3.35 -1.93 56.00 1.114 24 0.57 0.41 Ericsson RRU 4890 (17.5''x15.2''x7'', 69.5 lbs) 300.0000 69.50 -3.35 -1.93 56.00 1.114 24 2.22 1.02 Ericsson RRU 4490 (18''x13.2''x9.4'', 70lb) 300.0000 70.00 -3.35 -1.93 56.00 1.114 24 1.98 1.41 Raycap RHSDC-3315-PF-48 (29.5''x16.5''x12.6'', 32lb) 300.0000 32.00 -3.35 -1.93 56.00 1.114 24 4.06 3.10 Ericsson Air 6419 (34.5''x20''x8'', 68.5lb) w/ MP 60.0000 83.10 3.35 -1.93 56.00 1.114 24 5.99 3.32 Commscope NHH-65C-R2B (96''x11.9''x7.1'', 64.9lb) w/ MP 60.0000 222.44 3.35 -1.93 56.00 1.114 24 22.78 19.91 Ericsson RRU 4408 w/ KRE 105281 (7.9''x7.9''x3.94'', 11.02 lbs) w/ MP 60.0000 14.67 3.35 -1.93 56.00 1.114 24 0.57 0.41 Ericsson RRU 4890 (17.5''x15.2''x7'', 69.5 lbs) 60.0000 69.50 3.35 -1.93 56.00 1.114 24 2.22 1.02 Ericsson RRU 4490 (18''x13.2''x9.4'', 70lb) 60.0000 70.00 3.35 -1.93 56.00 1.114 24 1.98 1.41 Raycap RHSDC-3315-PF-48 (29.5''x16.5''x12.6'', 32lb) 60.0000 32.00 3.35 -1.93 56.00 1.114 24 4.06 3.10 Ericsson Air 6419 (34.5''x20''x8'', 68.5lb) w/ 180.0000 83.10 0.00 3.86 56.00 1.114 24 5.99 3.32 ttnnxxTToowweerr Job Wellington Page 11 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Description Aiming Azimuth ° Weight lb Offsetx ft Offsetz ft z ft Kz qz psf CAAC Front ft2 CAAC Side ft2 MP Commscope NHH-65C-R2B (96''x11.9''x7.1'', 64.9lb) w/ MP 180.0000 222.44 0.00 3.86 56.00 1.114 24 22.78 19.91 Ericsson RRU 4408 w/ KRE 105281 (7.9''x7.9''x3.94'', 11.02 lbs) w/ MP 180.0000 14.67 0.00 3.86 56.00 1.114 24 0.57 0.41 Ericsson RRU 4890 (17.5''x15.2''x7'', 69.5 lbs) 180.0000 69.50 0.00 3.86 56.00 1.114 24 2.22 1.02 Ericsson RRU 4490 (18''x13.2''x9.4'', 70lb) 180.0000 70.00 0.00 3.86 56.00 1.114 24 1.98 1.41 Raycap RHSDC-3315-PF-48 (29.5''x16.5''x12.6'', 32lb) 180.0000 32.00 0.00 3.86 56.00 1.114 24 4.06 3.10 RMV12-3XX (11.16 ft^2, 10.59 ft^2, 850lb, 3 Sectors) 0.0000 850.00 0.00 0.00 56.00 1.114 24 11.16 10.59 Sum Weight: 2325.13 Discrete Appurtenance Pressures - Service GH = 1.000 Description Aiming Azimuth ° Weight lb Offsetx ft Offsetz ft z ft Kz qz psf CAAC Front ft2 CAAC Side ft2 Ericsson Air 6419 (34.5''x20''x8'', 68.5lb) w/ MP 300.0000 83.10 -3.35 -1.93 56.00 1.114 9 5.99 3.32 Commscope NHH-65C-R2B (96''x11.9''x7.1'', 64.9lb) w/ MP 300.0000 222.44 -3.35 -1.93 56.00 1.114 9 22.78 19.91 Ericsson RRU 4408 w/ KRE 105281 (7.9''x7.9''x3.94'', 11.02 lbs) w/ MP 300.0000 14.67 -3.35 -1.93 56.00 1.114 9 0.57 0.41 Ericsson RRU 4890 (17.5''x15.2''x7'', 69.5 lbs) 300.0000 69.50 -3.35 -1.93 56.00 1.114 9 2.22 1.02 Ericsson RRU 4490 (18''x13.2''x9.4'', 70lb) 300.0000 70.00 -3.35 -1.93 56.00 1.114 9 1.98 1.41 Raycap RHSDC-3315-PF-48 (29.5''x16.5''x12.6'', 32lb) 300.0000 32.00 -3.35 -1.93 56.00 1.114 9 4.06 3.10 Ericsson Air 6419 (34.5''x20''x8'', 68.5lb) w/ MP 60.0000 83.10 3.35 -1.93 56.00 1.114 9 5.99 3.32 Commscope NHH-65C-R2B (96''x11.9''x7.1'', 64.9lb) w/ MP 60.0000 222.44 3.35 -1.93 56.00 1.114 9 22.78 19.91 Ericsson RRU 4408 w/ KRE 105281 (7.9''x7.9''x3.94'', 11.02 lbs) w/ MP 60.0000 14.67 3.35 -1.93 56.00 1.114 9 0.57 0.41 ttnnxxTToowweerr Job Wellington Page 12 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Description Aiming Azimuth ° Weight lb Offsetx ft Offsetz ft z ft Kz qz psf CAAC Front ft2 CAAC Side ft2 Ericsson RRU 4890 (17.5''x15.2''x7'', 69.5 lbs) 60.0000 69.50 3.35 -1.93 56.00 1.114 9 2.22 1.02 Ericsson RRU 4490 (18''x13.2''x9.4'', 70lb) 60.0000 70.00 3.35 -1.93 56.00 1.114 9 1.98 1.41 Raycap RHSDC-3315-PF-48 (29.5''x16.5''x12.6'', 32lb) 60.0000 32.00 3.35 -1.93 56.00 1.114 9 4.06 3.10 Ericsson Air 6419 (34.5''x20''x8'', 68.5lb) w/ MP 180.0000 83.10 0.00 3.86 56.00 1.114 9 5.99 3.32 Commscope NHH-65C-R2B (96''x11.9''x7.1'', 64.9lb) w/ MP 180.0000 222.44 0.00 3.86 56.00 1.114 9 22.78 19.91 Ericsson RRU 4408 w/ KRE 105281 (7.9''x7.9''x3.94'', 11.02 lbs) w/ MP 180.0000 14.67 0.00 3.86 56.00 1.114 9 0.57 0.41 Ericsson RRU 4890 (17.5''x15.2''x7'', 69.5 lbs) 180.0000 69.50 0.00 3.86 56.00 1.114 9 2.22 1.02 Ericsson RRU 4490 (18''x13.2''x9.4'', 70lb) 180.0000 70.00 0.00 3.86 56.00 1.114 9 1.98 1.41 Raycap RHSDC-3315-PF-48 (29.5''x16.5''x12.6'', 32lb) 180.0000 32.00 0.00 3.86 56.00 1.114 9 4.06 3.10 RMV12-3XX (11.16 ft^2, 10.59 ft^2, 850lb, 3 Sectors) 0.0000 850.00 0.00 0.00 56.00 1.114 9 11.16 10.59 Sum Weight: 2325.13 Discrete Appurtenance Pressures - Along-Wind Gust GH = 1.000 Description Aiming Azimuth ° Weight lb Offsetx ft Offsetz ft z ft Kz qwg psf CAAC Front ft2 CAAC Side ft2 Ericsson Air 6419 (34.5''x20''x8'', 68.5lb) w/ MP 300.0000 83.10 -3.35 -1.93 56.00 1.000 5 5.99 3.32 Commscope NHH-65C-R2B (96''x11.9''x7.1'', 64.9lb) w/ MP 300.0000 222.44 -3.35 -1.93 56.00 1.000 5 22.78 19.91 Ericsson RRU 4408 w/ KRE 105281 (7.9''x7.9''x3.94'', 11.02 lbs) w/ MP 300.0000 14.67 -3.35 -1.93 56.00 1.000 5 0.57 0.41 Ericsson RRU 4890 (17.5''x15.2''x7'', 69.5 lbs) 300.0000 69.50 -3.35 -1.93 56.00 1.000 5 2.22 1.02 Ericsson RRU 4490 (18''x13.2''x9.4'', 70lb) 300.0000 70.00 -3.35 -1.93 56.00 1.000 5 1.98 1.41 Raycap RHSDC-3315-PF-48 (29.5''x16.5''x12.6'', 32lb) 300.0000 32.00 -3.35 -1.93 56.00 1.000 5 4.06 3.10 Ericsson Air 6419 60.0000 83.10 3.35 -1.93 56.00 1.000 5 5.99 3.32 ttnnxxTToowweerr Job Wellington Page 13 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Description Aiming Azimuth ° Weight lb Offsetx ft Offsetz ft z ft Kz qwg psf CAAC Front ft2 CAAC Side ft2 (34.5''x20''x8'', 68.5lb) w/ MP Commscope NHH-65C-R2B (96''x11.9''x7.1'', 64.9lb) w/ MP 60.0000 222.44 3.35 -1.93 56.00 1.000 5 22.78 19.91 Ericsson RRU 4408 w/ KRE 105281 (7.9''x7.9''x3.94'', 11.02 lbs) w/ MP 60.0000 14.67 3.35 -1.93 56.00 1.000 5 0.57 0.41 Ericsson RRU 4890 (17.5''x15.2''x7'', 69.5 lbs) 60.0000 69.50 3.35 -1.93 56.00 1.000 5 2.22 1.02 Ericsson RRU 4490 (18''x13.2''x9.4'', 70lb) 60.0000 70.00 3.35 -1.93 56.00 1.000 5 1.98 1.41 Raycap RHSDC-3315-PF-48 (29.5''x16.5''x12.6'', 32lb) 60.0000 32.00 3.35 -1.93 56.00 1.000 5 4.06 3.10 Ericsson Air 6419 (34.5''x20''x8'', 68.5lb) w/ MP 180.0000 83.10 0.00 3.86 56.00 1.000 5 5.99 3.32 Commscope NHH-65C-R2B (96''x11.9''x7.1'', 64.9lb) w/ MP 180.0000 222.44 0.00 3.86 56.00 1.000 5 22.78 19.91 Ericsson RRU 4408 w/ KRE 105281 (7.9''x7.9''x3.94'', 11.02 lbs) w/ MP 180.0000 14.67 0.00 3.86 56.00 1.000 5 0.57 0.41 Ericsson RRU 4890 (17.5''x15.2''x7'', 69.5 lbs) 180.0000 69.50 0.00 3.86 56.00 1.000 5 2.22 1.02 Ericsson RRU 4490 (18''x13.2''x9.4'', 70lb) 180.0000 70.00 0.00 3.86 56.00 1.000 5 1.98 1.41 Raycap RHSDC-3315-PF-48 (29.5''x16.5''x12.6'', 32lb) 180.0000 32.00 0.00 3.86 56.00 1.000 5 4.06 3.10 RMV12-3XX (11.16 ft^2, 10.59 ft^2, 850lb, 3 Sectors) 0.0000 850.00 0.00 0.00 56.00 1.000 5 11.16 10.59 Sum Weight: 2325.13 Dish Pressures - No Ice Elevation ft Dish Description Aiming Azimuth ° Weight lb Offsetx ft Offsetz ft Kz AA ft2 qz psf 46.00 4' Std. MW: Paraboloid w/o Radome (100 lbs) 0.0000 100.00 0.00 0.00 1.070 12.57 23 Sum Weight: 100.00 Dish Pressures - Service ttnnxxTToowweerr Job Wellington Page 14 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Elevation ft Dish Description Aiming Azimuth ° Weight lb Offsetx ft Offsetz ft Kz AA ft2 qz psf 46.00 4' Std. MW: Paraboloid w/o Radome (100 lbs) 0.0000 100.00 0.00 0.00 1.070 12.57 8 Sum Weight: 100.00 Dish Pressures - Along-Wind Gust Elevation ft Dish Description Aiming Azimuth ° Weight lb Offsetx ft Offsetz ft Kz AA ft2 qwg psf 46.00 4' Std. MW: Paraboloid w/o Radome (100 lbs) 0.0000 0.00 0.00 0.00 1.000 12.57 5 Sum Weight: 0.00 Fatigue and Oscillations Wind Loads ζs1 ζa qwg psf S fn Hz Dh in Vcr mph λ qh psf Fvs plf 0.003000 0.001256 5 0.1667 0.8730 20.7453 6 33.5497 0 0.00 Force Totals Load Case Vertical Forces lb Sum of Forces X lb Sum of Forces Z lb Sum of Overturning Moments, Mx lb-ft Sum of Overturning Moments, Mz lb-ft Sum of Torques lb-ft Leg Weight 3125.36 Bracing Weight 0.00 Total Member Self-Weight 3125.36 0.00 0.00 Total Weight 6546.97 0.00 0.00 Wind 0 deg - No Ice 0.00 -4366.09 -185561.72 0.00 0.00 Wind 30 deg - No Ice 2183.04 -3781.14 -160701.16 -92780.86 463.78 Wind 45 deg - No Ice 3087.29 -3087.29 -131211.95 -131211.95 327.94 Wind 60 deg - No Ice 3781.14 -2183.04 -92780.86 -160701.16 0.00 Wind 90 deg - No Ice 4366.09 0.00 0.00 -185561.72 -463.78 Wind 120 deg - No Ice 3781.14 2183.04 92780.86 -160701.16 0.00 Wind 135 deg - No Ice 3087.29 3087.29 131211.95 -131211.95 327.94 Wind 150 deg - No Ice 2183.04 3781.14 160701.16 -92780.86 463.78 Wind 180 deg - No Ice 0.00 4366.09 185561.72 0.00 0.00 Wind 210 deg - No Ice -2183.04 3781.14 160701.16 92780.86 -463.78 Wind 225 deg - No Ice -3087.29 3087.29 131211.95 131211.95 -327.94 Wind 240 deg - No Ice -3781.14 2183.04 92780.86 160701.16 0.00 Wind 270 deg - No Ice -4366.09 0.00 0.00 185561.72 463.78 Wind 300 deg - No Ice -3781.14 -2183.04 -92780.86 160701.16 0.00 Wind 315 deg - No Ice -3087.29 -3087.29 -131211.95 131211.95 -327.94 Wind 330 deg - No Ice -2183.04 -3781.14 -160701.16 92780.86 -463.78 Total Weight 6546.97 0.00 0.00 Wind 0 deg - Service 0.00 -1558.27 -66227.60 0.00 0.00 Wind 30 deg - Service 779.14 -1349.50 -57354.78 -33113.80 165.52 ttnnxxTToowweerr Job Wellington Page 15 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Load Case Vertical Forces lb Sum of Forces X lb Sum of Forces Z lb Sum of Overturning Moments, Mx lb-ft Sum of Overturning Moments, Mz lb-ft Sum of Torques lb-ft Wind 45 deg - Service 1101.86 -1101.86 -46829.98 -46829.98 117.04 Wind 60 deg - Service 1349.50 -779.14 -33113.80 -57354.78 0.00 Wind 90 deg - Service 1558.27 0.00 0.00 -66227.60 -165.52 Wind 120 deg - Service 1349.50 779.14 33113.80 -57354.78 0.00 Wind 135 deg - Service 1101.86 1101.86 46829.98 -46829.98 117.04 Wind 150 deg - Service 779.14 1349.50 57354.78 -33113.80 165.52 Wind 180 deg - Service 0.00 1558.27 66227.60 0.00 0.00 Wind 210 deg - Service -779.14 1349.50 57354.78 33113.80 -165.52 Wind 225 deg - Service -1101.86 1101.86 46829.98 46829.98 -117.04 Wind 240 deg - Service -1349.50 779.14 33113.80 57354.78 0.00 Wind 270 deg - Service -1558.27 0.00 0.00 66227.60 165.52 Wind 300 deg - Service -1349.50 -779.14 -33113.80 57354.78 0.00 Wind 315 deg - Service -1101.86 -1101.86 -46829.98 46829.98 -117.04 Wind 330 deg - Service -779.14 -1349.50 -57354.78 33113.80 -165.52 Wind 0 deg - Along-Wind Gust 0.00 -1028.48 -41843.36 0.00 0.00 Wind 30 deg - Along-Wind Gust 514.24 -890.69 -36237.41 -20921.68 95.42 Wind 45 deg - Along-Wind Gust 727.25 -727.25 -29587.73 -29587.73 67.47 Wind 60 deg - Along-Wind Gust 890.69 -514.24 -20921.68 -36237.41 0.00 Wind 90 deg - Along-Wind Gust 1028.48 0.00 0.00 -41843.36 -95.42 Wind 120 deg - Along-Wind Gust 890.69 514.24 20921.68 -36237.41 0.00 Wind 135 deg - Along-Wind Gust 727.25 727.25 29587.73 -29587.73 67.47 Wind 150 deg - Along-Wind Gust 514.24 890.69 36237.41 -20921.68 95.42 Wind 180 deg - Along-Wind Gust 0.00 1028.48 41843.36 0.00 0.00 Wind 210 deg - Along-Wind Gust -514.24 890.69 36237.41 20921.68 -95.42 Wind 225 deg - Along-Wind Gust -727.25 727.25 29587.73 29587.73 -67.47 Wind 240 deg - Along-Wind Gust -890.69 514.24 20921.68 36237.41 0.00 Wind 270 deg - Along-Wind Gust -1028.48 0.00 0.00 41843.36 95.42 Wind 300 deg - Along-Wind Gust -890.69 -514.24 -20921.68 36237.41 0.00 Wind 315 deg - Along-Wind Gust -727.25 -727.25 -29587.73 29587.73 -67.47 Wind 330 deg - Along-Wind Gust -514.24 -890.69 -36237.41 20921.68 -95.42 Seismic Vertical 1551.80 Seismic Horizontal 0 deg 0.00 -3082.90 -144417.87 0.00 0.00 Seismic Horizontal 30 deg 1541.45 -2669.87 -125069.54 -72208.93 0.00 Seismic Horizontal 45 deg 2179.94 -2179.94 -102118.86 -102118.86 0.00 Seismic Horizontal 60 deg 2669.87 -1541.45 -72208.93 -125069.54 0.00 Seismic Horizontal 90 deg 3082.90 0.00 0.00 -144417.87 0.00 Seismic Horizontal 120 deg 2669.87 1541.45 72208.93 -125069.54 0.00 Seismic Horizontal 135 deg 2179.94 2179.94 102118.86 -102118.86 0.00 Seismic Horizontal 150 deg 1541.45 2669.87 125069.54 -72208.93 0.00 Seismic Horizontal 180 deg 0.00 3082.90 144417.87 0.00 0.00 Seismic Horizontal 210 deg -1541.45 2669.87 125069.54 72208.93 0.00 Seismic Horizontal 225 deg -2179.94 2179.94 102118.86 102118.86 0.00 Seismic Horizontal 240 deg -2669.87 1541.45 72208.93 125069.54 0.00 Seismic Horizontal 270 deg -3082.90 0.00 0.00 144417.87 0.00 Seismic Horizontal 300 deg -2669.87 -1541.45 -72208.93 125069.54 0.00 ttnnxxTToowweerr Job Wellington Page 16 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Load Case Vertical Forces lb Sum of Forces X lb Sum of Forces Z lb Sum of Overturning Moments, Mx lb-ft Sum of Overturning Moments, Mz lb-ft Sum of Torques lb-ft Seismic Horizontal 315 deg -2179.94 -2179.94 -102118.86 102118.86 0.00 Seismic Horizontal 330 deg -1541.45 -2669.87 -125069.54 72208.93 0.00 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 45 deg - No Ice 7 0.9 Dead+1.0 Wind 45 deg - No Ice 8 1.2 Dead+1.0 Wind 60 deg - No Ice 9 0.9 Dead+1.0 Wind 60 deg - No Ice 10 1.2 Dead+1.0 Wind 90 deg - No Ice 11 0.9 Dead+1.0 Wind 90 deg - No Ice 12 1.2 Dead+1.0 Wind 120 deg - No Ice 13 0.9 Dead+1.0 Wind 120 deg - No Ice 14 1.2 Dead+1.0 Wind 135 deg - No Ice 15 0.9 Dead+1.0 Wind 135 deg - No Ice 16 1.2 Dead+1.0 Wind 150 deg - No Ice 17 0.9 Dead+1.0 Wind 150 deg - No Ice 18 1.2 Dead+1.0 Wind 180 deg - No Ice 19 0.9 Dead+1.0 Wind 180 deg - No Ice 20 1.2 Dead+1.0 Wind 210 deg - No Ice 21 0.9 Dead+1.0 Wind 210 deg - No Ice 22 1.2 Dead+1.0 Wind 225 deg - No Ice 23 0.9 Dead+1.0 Wind 225 deg - No Ice 24 1.2 Dead+1.0 Wind 240 deg - No Ice 25 0.9 Dead+1.0 Wind 240 deg - No Ice 26 1.2 Dead+1.0 Wind 270 deg - No Ice 27 0.9 Dead+1.0 Wind 270 deg - No Ice 28 1.2 Dead+1.0 Wind 300 deg - No Ice 29 0.9 Dead+1.0 Wind 300 deg - No Ice 30 1.2 Dead+1.0 Wind 315 deg - No Ice 31 0.9 Dead+1.0 Wind 315 deg - No Ice 32 1.2 Dead+1.0 Wind 330 deg - No Ice 33 0.9 Dead+1.0 Wind 330 deg - No Ice 34 Dead+Wind 0 deg - Service 35 Dead+Wind 30 deg - Service 36 Dead+Wind 45 deg - Service 37 Dead+Wind 60 deg - Service 38 Dead+Wind 90 deg - Service 39 Dead+Wind 120 deg - Service 40 Dead+Wind 135 deg - Service 41 Dead+Wind 150 deg - Service 42 Dead+Wind 180 deg - Service 43 Dead+Wind 210 deg - Service 44 Dead+Wind 225 deg - Service 45 Dead+Wind 240 deg - Service 46 Dead+Wind 270 deg - Service 47 Dead+Wind 300 deg - Service 48 Dead+Wind 315 deg - Service 49 Dead+Wind 330 deg - Service ttnnxxTToowweerr Job Wellington Page 17 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Comb. No. Description 50 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 51 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 52 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 53 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 54 1.2 Dead+1.0 Ev+1.0 Eh 45 deg 55 0.9 Dead-1.0 Ev+1.0 Eh 45 deg 56 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 57 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 58 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 59 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 60 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 61 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 62 1.2 Dead+1.0 Ev+1.0 Eh 135 deg 63 0.9 Dead-1.0 Ev+1.0 Eh 135 deg 64 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 65 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 66 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 67 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 68 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 69 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 70 1.2 Dead+1.0 Ev+1.0 Eh 225 deg 71 0.9 Dead-1.0 Ev+1.0 Eh 225 deg 72 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 73 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 74 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 75 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 76 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 77 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 78 1.2 Dead+1.0 Ev+1.0 Eh 315 deg 79 0.9 Dead-1.0 Ev+1.0 Eh 315 deg 80 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 81 0.9 Dead-1.0 Ev+1.0 Eh 330 deg 82 1.0 Fatigue - Along-Wind Gust 0 deg 83 1.0 Fatigue - Along-Wind Gust 30 deg 84 1.0 Fatigue - Along-Wind Gust 45 deg 85 1.0 Fatigue - Along-Wind Gust 60 deg 86 1.0 Fatigue - Along-Wind Gust 90 deg 87 1.0 Fatigue - Along-Wind Gust 120 deg 88 1.0 Fatigue - Along-Wind Gust 135 deg 89 1.0 Fatigue - Along-Wind Gust 150 deg 90 1.0 Fatigue - Along-Wind Gust 180 deg 91 1.0 Fatigue - Along-Wind Gust 210 deg 92 1.0 Fatigue - Along-Wind Gust 225 deg 93 1.0 Fatigue - Along-Wind Gust 240 deg 94 1.0 Fatigue - Along-Wind Gust 270 deg 95 1.0 Fatigue - Along-Wind Gust 300 deg 96 1.0 Fatigue - Along-Wind Gust 315 deg 97 1.0 Fatigue - Along-Wind Gust 330 deg Maximum Member Forces Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial lb Major Axis Moment lb-ft Minor Axis Moment lb-ft L1 60 - 20 Pole Max Tension 84 1.60 -5652.12 5652.24 Max. Compression 66 -6793.77 1128.68 -80066.68 Max. Mx 10 -5625.13 -99777.66 -0.52 Max. My 18 -5625.13 0.00 -99777.66 Max. Vy 10 3736.65 -99777.66 -0.52 ttnnxxTToowweerr Job Wellington Page 18 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial lb Major Axis Moment lb-ft Minor Axis Moment lb-ft Max. Vx 18 3736.65 0.00 -99777.66 Max. Torque 17 -463.73 L2 20 - 2 Pole Max Tension 84 1.18 -16241.41 16241.38 Max. Compression 66 -9407.60 2218.69 -146153.78 Max. Mx 26 -7855.34 187999.67 0.77 Max. My 18 -7855.34 0.00 -187999.67 Max. Vy 10 4367.85 -187999.67 0.77 Max. Vx 18 4367.85 0.00 -187999.67 Max. Torque 17 -463.66 Maximum Reactions Location Condition Gov. Load Comb. Vertical lb Horizontal, X lb Horizontal, Z lb Pole Max. Vert 66 9408.16 49.68 -3069.52 Max. Hx 27 5892.27 4366.04 1.56 Max. Hz 3 5892.27 0.00 4366.04 Max. Mx 2 187999.67 0.00 4366.02 Max. Mz 10 187999.67 -4366.02 1.89 Max. Torsion 21 463.63 2182.89 -3780.89 Min. Vert 86 0.00 -929.13 0.00 Min. Hx 11 5892.27 -4366.04 1.56 Min. Hz 19 5892.27 0.00 -4366.04 Min. Mx 18 -187999.67 0.00 -4366.02 Min. Mz 26 -187999.67 4366.02 1.89 Min. Torsion 17 -463.63 -2182.89 -3780.89 Tower Mast Reaction Summary Load Combination Vertical lb Shearx lb Shearz lb Overturning Moment, Mx lb-ft Overturning Moment, Mz lb-ft Torque lb-ft Dead Only 6546.97 0.00 0.00 0.00 0.00 0.00 1.2 Dead+1.0 Wind 0 deg - No Ice 7856.36 0.00 -4366.02 -187999.67 0.00 0.00 0.9 Dead+1.0 Wind 0 deg - No Ice 5892.27 0.00 -4366.04 -187380.58 0.00 0.00 1.2 Dead+1.0 Wind 30 deg - No Ice 7856.36 2183.01 -3781.08 -162812.60 -93999.66 463.63 0.9 Dead+1.0 Wind 30 deg - No Ice 5892.27 2183.02 -3781.10 -162276.42 -93690.16 463.63 1.2 Dead+1.0 Wind 45 deg - No Ice 7856.36 3087.01 -3087.00 -132925.18 -132925.03 327.84 0.9 Dead+1.0 Wind 45 deg - No Ice 5892.27 3087.08 -3087.08 -132490.37 -132490.27 327.84 1.2 Dead+1.0 Wind 60 deg - No Ice 7856.36 3780.79 -2182.84 -93992.25 -162799.33 -0.00 0.9 Dead+1.0 Wind 60 deg - No Ice 5892.27 3780.89 -2182.90 -93684.81 -162266.83 -0.00 1.2 Dead+1.0 Wind 90 deg - No Ice 7856.36 4366.02 -1.89 -0.74 -187999.67 -463.63 0.9 Dead+1.0 Wind 90 deg - No 5892.27 4366.04 -1.56 -0.63 -187380.58 -463.63 ttnnxxTToowweerr Job Wellington Page 19 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Load Combination Vertical lb Shearx lb Shearz lb Overturning Moment, Mx lb-ft Overturning Moment, Mz lb-ft Torque lb-ft Ice 1.2 Dead+1.0 Wind 120 deg - No Ice 7856.36 3780.79 2182.84 93992.25 -162799.33 0.00 0.9 Dead+1.0 Wind 120 deg - No Ice 5892.27 3780.89 2182.90 93684.81 -162266.83 0.00 1.2 Dead+1.0 Wind 135 deg - No Ice 7856.36 3087.00 3087.01 132925.03 -132925.18 327.84 0.9 Dead+1.0 Wind 135 deg - No Ice 5892.27 3087.08 3087.08 132490.27 -132490.37 327.84 1.2 Dead+1.0 Wind 150 deg - No Ice 7856.36 2183.01 3781.08 162812.39 -94000.02 463.63 0.9 Dead+1.0 Wind 150 deg - No Ice 5892.27 2182.89 3780.89 162266.78 -93684.90 463.63 1.2 Dead+1.0 Wind 180 deg - No Ice 7856.36 0.00 4366.02 187999.67 0.00 0.00 0.9 Dead+1.0 Wind 180 deg - No Ice 5892.27 0.00 4366.04 187380.58 0.00 0.00 1.2 Dead+1.0 Wind 210 deg - No Ice 7856.36 -2183.01 3781.08 162812.39 94000.02 -463.63 0.9 Dead+1.0 Wind 210 deg - No Ice 5892.27 -2182.89 3780.89 162266.78 93684.90 -463.63 1.2 Dead+1.0 Wind 225 deg - No Ice 7856.36 -3087.00 3087.01 132925.03 132925.18 -327.84 0.9 Dead+1.0 Wind 225 deg - No Ice 5892.27 -3087.08 3087.08 132490.27 132490.37 -327.84 1.2 Dead+1.0 Wind 240 deg - No Ice 7856.36 -3780.79 2182.84 93992.25 162799.33 -0.00 0.9 Dead+1.0 Wind 240 deg - No Ice 5892.27 -3780.89 2182.90 93684.81 162266.83 -0.00 1.2 Dead+1.0 Wind 270 deg - No Ice 7856.36 -4366.02 -1.89 -0.74 187999.67 463.63 0.9 Dead+1.0 Wind 270 deg - No Ice 5892.27 -4366.04 -1.56 -0.63 187380.58 463.63 1.2 Dead+1.0 Wind 300 deg - No Ice 7856.36 -3780.79 -2182.84 -93992.25 162799.33 0.00 0.9 Dead+1.0 Wind 300 deg - No Ice 5892.27 -3780.89 -2182.90 -93684.81 162266.83 0.00 1.2 Dead+1.0 Wind 315 deg - No Ice 7856.36 -3087.01 -3087.00 -132925.18 132925.03 -327.84 0.9 Dead+1.0 Wind 315 deg - No Ice 5892.27 -3087.08 -3087.08 -132490.37 132490.27 -327.84 1.2 Dead+1.0 Wind 330 deg - No Ice 7856.36 -2183.01 -3781.08 -162812.60 93999.66 -463.63 0.9 Dead+1.0 Wind 330 deg - No Ice 5892.27 -2183.02 -3781.10 -162276.42 93690.16 -463.63 Dead+Wind 0 deg - Service 6546.97 0.00 -1558.15 -66948.19 0.00 0.00 Dead+Wind 30 deg - Service 6546.97 779.08 -1349.40 -57978.84 -33474.08 165.52 Dead+Wind 45 deg - Service 6546.97 1101.78 -1101.78 -47339.53 -47339.51 117.04 Dead+Wind 60 deg - Service 6546.97 1349.40 -779.08 -33474.10 -57978.83 -0.00 Dead+Wind 90 deg - Service 6546.97 1558.27 -0.14 -0.05 -66953.57 -165.52 Dead+Wind 120 deg - Service 6546.97 1349.40 779.08 33474.10 -57978.83 0.00 Dead+Wind 135 deg - Service 6546.97 1101.78 1101.78 47339.51 -47339.53 117.04 Dead+Wind 150 deg - Service 6546.97 779.08 1349.40 57978.83 -33474.11 165.52 Dead+Wind 180 deg - Service 6546.97 0.00 1558.15 66948.19 0.00 0.00 Dead+Wind 210 deg - Service 6546.97 -779.08 1349.40 57978.83 33474.11 -165.52 Dead+Wind 225 deg - Service 6546.97 -1101.78 1101.78 47339.51 47339.53 -117.04 Dead+Wind 240 deg - Service 6546.97 -1349.40 779.08 33474.10 57978.83 -0.00 Dead+Wind 270 deg - Service 6546.97 -1558.27 -0.14 -0.05 66953.57 165.52 Dead+Wind 300 deg - Service 6546.97 -1349.40 -779.08 -33474.10 57978.83 0.00 Dead+Wind 315 deg - Service 6546.97 -1101.78 -1101.78 -47339.53 47339.51 -117.04 Dead+Wind 330 deg - Service 6546.97 -779.08 -1349.40 -57978.84 33474.08 -165.52 ttnnxxTToowweerr Job Wellington Page 20 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Load Combination Vertical lb Shearx lb Shearz lb Overturning Moment, Mx lb-ft Overturning Moment, Mz lb-ft Torque lb-ft 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 9408.16 49.68 -3268.23 -155027.93 -2218.68 -0.04 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 4340.47 49.68 -3069.42 -144886.10 -2200.76 -0.04 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 9408.16 1611.50 -2839.13 -134648.67 -76503.80 0.02 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 4340.47 1611.62 -2640.62 -124696.51 -75850.22 -0.06 1.2 Dead+1.0 Ev+1.0 Eh 45 deg 9408.16 2265.70 -2328.68 -110411.21 -107598.31 0.04 0.9 Dead-1.0 Ev+1.0 Eh 45 deg 4340.47 2265.86 -2130.14 -100666.10 -106678.68 -0.08 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 9408.16 2768.88 -1640.60 -77803.42 -131511.40 0.03 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 4340.47 2769.07 -1442.01 -68336.32 -130387.14 -0.12 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 9408.16 3168.87 -49.68 -2218.68 -150590.87 0.04 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 4340.47 3168.77 149.03 6602.27 -149287.35 -0.13 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 9408.16 2739.78 1512.16 72067.05 -130212.06 0.05 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 4340.47 2739.97 1710.97 80251.54 -129097.71 -0.10 1.2 Dead+1.0 Ev+1.0 Eh 135 deg 9408.16 2229.34 2166.35 103161.64 -105974.55 0.04 0.9 Dead-1.0 Ev+1.0 Eh 135 deg 4340.47 2229.49 2365.21 111079.92 -105067.34 -0.08 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 9408.16 1541.25 2669.53 127074.78 -73366.66 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 4340.47 1541.36 2868.43 134788.32 -72737.66 -0.09 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 9408.16 -49.68 3069.52 146153.78 2218.69 -0.04 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 4340.47 -49.68 3268.12 153688.58 2200.75 -0.04 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 9408.16 -1611.50 2640.43 125775.20 76504.05 -0.07 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 4340.47 -1611.62 2839.33 133499.13 75849.98 0.02 1.2 Dead+1.0 Ev+1.0 Eh 225 deg 9408.16 -2265.70 2129.99 101537.60 107598.59 -0.08 0.9 Dead-1.0 Ev+1.0 Eh 225 deg 4340.47 -2265.86 2328.85 109468.85 106678.41 0.04 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 9408.16 -2768.88 1441.91 68929.66 131511.64 -0.12 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 4340.47 -2769.07 1640.72 77139.22 130386.91 0.03 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 9408.16 -3168.87 -149.03 -6656.04 150590.86 -0.13 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 4340.47 -3168.77 49.68 2200.76 149287.36 0.04 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 9408.16 -2739.78 -1710.85 -80940.80 130211.82 -0.10 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 4340.47 -2739.97 -1512.27 -71448.66 129097.95 0.05 1.2 Dead+1.0 Ev+1.0 Eh 315 deg 9408.16 -2229.34 -2365.05 -112035.25 105974.27 -0.08 0.9 Dead-1.0 Ev+1.0 Eh 315 deg 4340.47 -2229.49 -2166.51 -102277.17 105067.62 0.04 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 9408.16 -1541.25 -2768.88 -131511.52 73366.55 -0.04 0.9 Dead-1.0 Ev+1.0 Eh 330 deg 4340.47 -1541.36 -2570.37 -121584.38 72738.00 0.04 1.0 Fatigue - Along-Wind Gust 0 deg 0.00 0.00 -929.13 -37471.59 0.00 0.00 1.0 Fatigue - Along-Wind Gust 30 deg 0.00 464.56 -804.65 -32451.33 -18735.83 95.42 1.0 Fatigue - Along-Wind Gust 45 deg 0.00 656.99 -656.99 -26496.39 -26496.44 67.47 1.0 Fatigue - Along-Wind Gust 0.00 804.65 -464.56 -18735.80 -32451.35 -0.00 ttnnxxTToowweerr Job Wellington Page 21 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Load Combination Vertical lb Shearx lb Shearz lb Overturning Moment, Mx lb-ft Overturning Moment, Mz lb-ft Torque lb-ft 60 deg 1.0 Fatigue - Along-Wind Gust 90 deg 0.00 929.13 -0.00 -0.00 -37471.58 -95.42 1.0 Fatigue - Along-Wind Gust 120 deg 0.00 804.65 464.56 18735.80 -32451.35 0.00 1.0 Fatigue - Along-Wind Gust 135 deg 0.00 656.99 656.99 26496.44 -26496.39 67.47 1.0 Fatigue - Along-Wind Gust 150 deg 0.00 464.56 804.65 32451.37 -18735.76 95.42 1.0 Fatigue - Along-Wind Gust 180 deg 0.00 0.00 929.13 37471.59 0.00 0.00 1.0 Fatigue - Along-Wind Gust 210 deg 0.00 -464.56 804.65 32451.37 18735.76 -95.42 1.0 Fatigue - Along-Wind Gust 225 deg 0.00 -656.99 656.99 26496.44 26496.39 -67.47 1.0 Fatigue - Along-Wind Gust 240 deg 0.00 -804.65 464.56 18735.80 32451.35 -0.00 1.0 Fatigue - Along-Wind Gust 270 deg 0.00 -929.13 -0.00 -0.00 37471.58 95.42 1.0 Fatigue - Along-Wind Gust 300 deg 0.00 -804.65 -464.56 -18735.80 32451.35 0.00 1.0 Fatigue - Along-Wind Gust 315 deg 0.00 -656.99 -656.99 -26496.39 26496.44 -67.47 1.0 Fatigue - Along-Wind Gust 330 deg 0.00 -464.56 -804.65 -32451.33 18735.83 -95.42 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions % Error PX lb PY lb PZ lb PX lb PY lb PZ lb 1 0.00 -6546.97 0.00 0.00 6546.97 0.00 0.000% 2 0.00 -7856.36 -4366.09 0.00 7856.36 4366.02 0.001% 3 0.00 -5892.27 -4366.09 0.00 5892.27 4366.04 0.001% 4 2183.04 -7856.36 -3781.14 -2183.01 7856.36 3781.08 0.001% 5 2183.04 -5892.27 -3781.14 -2183.02 5892.27 3781.10 0.001% 6 3087.29 -7856.36 -3087.29 -3087.01 7856.36 3087.00 0.004% 7 3087.29 -5892.27 -3087.29 -3087.08 5892.27 3087.08 0.004% 8 3781.14 -7856.36 -2183.04 -3780.79 7856.36 2182.84 0.004% 9 3781.14 -5892.27 -2183.04 -3780.89 5892.27 2182.90 0.004% 10 4366.09 -7856.36 0.00 -4366.02 7856.36 1.89 0.021% 11 4366.09 -5892.27 0.00 -4366.04 5892.27 1.56 0.021% 12 3781.14 -7856.36 2183.04 -3780.79 7856.36 -2182.84 0.004% 13 3781.14 -5892.27 2183.04 -3780.89 5892.27 -2182.90 0.004% 14 3087.29 -7856.36 3087.29 -3087.00 7856.36 -3087.01 0.004% 15 3087.29 -5892.27 3087.29 -3087.08 5892.27 -3087.08 0.004% 16 2183.04 -7856.36 3781.14 -2183.01 7856.36 -3781.08 0.001% 17 2183.04 -5892.27 3781.14 -2182.89 5892.27 -3780.89 0.004% 18 0.00 -7856.36 4366.09 0.00 7856.36 -4366.02 0.001% 19 0.00 -5892.27 4366.09 0.00 5892.27 -4366.04 0.001% 20 -2183.04 -7856.36 3781.14 2183.01 7856.36 -3781.08 0.001% 21 -2183.04 -5892.27 3781.14 2182.89 5892.27 -3780.89 0.004% 22 -3087.29 -7856.36 3087.29 3087.00 7856.36 -3087.01 0.004% 23 -3087.29 -5892.27 3087.29 3087.08 5892.27 -3087.08 0.004% 24 -3781.14 -7856.36 2183.04 3780.79 7856.36 -2182.84 0.004% 25 -3781.14 -5892.27 2183.04 3780.89 5892.27 -2182.90 0.004% 26 -4366.09 -7856.36 0.00 4366.02 7856.36 1.89 0.021% 27 -4366.09 -5892.27 0.00 4366.04 5892.27 1.56 0.021% ttnnxxTToowweerr Job Wellington Page 22 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Load Comb. Sum of Applied Forces Sum of Reactions % Error PX lb PY lb PZ lb PX lb PY lb PZ lb 28 -3781.14 -7856.36 -2183.04 3780.79 7856.36 2182.84 0.004% 29 -3781.14 -5892.27 -2183.04 3780.89 5892.27 2182.90 0.004% 30 -3087.29 -7856.36 -3087.29 3087.01 7856.36 3087.00 0.004% 31 -3087.29 -5892.27 -3087.29 3087.08 5892.27 3087.08 0.004% 32 -2183.04 -7856.36 -3781.14 2183.01 7856.36 3781.08 0.001% 33 -2183.04 -5892.27 -3781.14 2183.02 5892.27 3781.10 0.001% 34 0.00 -6546.97 -1558.27 0.00 6546.97 1558.15 0.002% 35 779.14 -6546.97 -1349.50 -779.08 6546.97 1349.40 0.002% 36 1101.86 -6546.97 -1101.86 -1101.78 6546.97 1101.78 0.002% 37 1349.50 -6546.97 -779.14 -1349.40 6546.97 779.08 0.002% 38 1558.27 -6546.97 0.00 -1558.27 6546.97 0.14 0.002% 39 1349.50 -6546.97 779.14 -1349.40 6546.97 -779.08 0.002% 40 1101.86 -6546.97 1101.86 -1101.78 6546.97 -1101.78 0.002% 41 779.14 -6546.97 1349.50 -779.08 6546.97 -1349.40 0.002% 42 0.00 -6546.97 1558.27 0.00 6546.97 -1558.15 0.002% 43 -779.14 -6546.97 1349.50 779.08 6546.97 -1349.40 0.002% 44 -1101.86 -6546.97 1101.86 1101.78 6546.97 -1101.78 0.002% 45 -1349.50 -6546.97 779.14 1349.40 6546.97 -779.08 0.002% 46 -1558.27 -6546.97 0.00 1558.27 6546.97 0.14 0.002% 47 -1349.50 -6546.97 -779.14 1349.40 6546.97 779.08 0.002% 48 -1101.86 -6546.97 -1101.86 1101.78 6546.97 1101.78 0.002% 49 -779.14 -6546.97 -1349.50 779.08 6546.97 1349.40 0.002% 50 49.68 -9408.16 -3268.30 -49.68 9408.16 3268.23 0.001% 51 49.68 -4340.47 -3069.59 -49.68 4340.47 3069.42 0.003% 52 1611.71 -9408.16 -2839.48 -1611.50 9408.16 2839.13 0.004% 53 1611.71 -4340.47 -2640.77 -1611.62 4340.47 2640.62 0.003% 54 2265.99 -9408.16 -2328.98 -2265.70 9408.16 2328.68 0.004% 55 2265.99 -4340.47 -2130.26 -2265.86 4340.47 2130.14 0.003% 56 2769.23 -9408.16 -1640.81 -2768.88 9408.16 1640.60 0.004% 57 2769.23 -4340.47 -1442.09 -2769.07 4340.47 1442.01 0.003% 58 3168.95 -9408.16 -49.68 -3168.87 9408.16 49.68 0.001% 59 3168.95 -4340.47 149.04 -3168.77 4340.47 -149.03 0.003% 60 2740.13 -9408.16 1512.35 -2739.78 9408.16 -1512.16 0.004% 61 2740.13 -4340.47 1711.06 -2739.97 4340.47 -1710.97 0.003% 62 2229.62 -9408.16 2166.63 -2229.34 9408.16 -2166.35 0.004% 63 2229.62 -4340.47 2365.34 -2229.49 4340.47 -2365.21 0.003% 64 1541.45 -9408.16 2669.87 -1541.25 9408.16 -2669.53 0.004% 65 1541.45 -4340.47 2868.58 -1541.36 4340.47 -2868.43 0.003% 66 -49.68 -9408.16 3069.59 49.68 9408.16 -3069.52 0.001% 67 -49.68 -4340.47 3268.30 49.68 4340.47 -3268.12 0.003% 68 -1611.71 -9408.16 2640.77 1611.50 9408.16 -2640.43 0.004% 69 -1611.71 -4340.47 2839.48 1611.62 4340.47 -2839.33 0.003% 70 -2265.99 -9408.16 2130.26 2265.70 9408.16 -2129.99 0.004% 71 -2265.99 -4340.47 2328.98 2265.86 4340.47 -2328.85 0.003% 72 -2769.23 -9408.16 1442.09 2768.88 9408.16 -1441.91 0.004% 73 -2769.23 -4340.47 1640.81 2769.07 4340.47 -1640.72 0.003% 74 -3168.95 -9408.16 -149.04 3168.87 9408.16 149.03 0.001% 75 -3168.95 -4340.47 49.68 3168.77 4340.47 -49.68 0.003% 76 -2740.13 -9408.16 -1711.06 2739.78 9408.16 1710.85 0.004% 77 -2740.13 -4340.47 -1512.35 2739.97 4340.47 1512.27 0.003% 78 -2229.62 -9408.16 -2365.34 2229.34 9408.16 2365.05 0.004% 79 -2229.62 -4340.47 -2166.63 2229.49 4340.47 2166.51 0.003% 80 -1541.45 -9408.16 -2769.23 1541.25 9408.16 2768.88 0.004% 81 -1541.45 -4340.47 -2570.51 1541.36 4340.47 2570.37 0.003% 82 0.00 0.00 -929.13 0.00 0.00 929.13 0.000% 83 464.56 0.00 -804.65 -464.56 0.00 804.65 0.000% 84 656.99 0.00 -656.99 -656.99 0.00 656.99 0.000% 85 804.65 0.00 -464.56 -804.65 0.00 464.56 0.000% 86 929.13 0.00 0.00 -929.13 0.00 0.00 0.000% 87 804.65 0.00 464.56 -804.65 0.00 -464.56 0.000% 88 656.99 0.00 656.99 -656.99 0.00 -656.99 0.000% ttnnxxTToowweerr Job Wellington Page 23 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Load Comb. Sum of Applied Forces Sum of Reactions % Error PX lb PY lb PZ lb PX lb PY lb PZ lb 89 464.56 0.00 804.65 -464.56 0.00 -804.65 0.000% 90 0.00 0.00 929.13 0.00 0.00 -929.13 0.000% 91 -464.56 0.00 804.65 464.56 0.00 -804.65 0.000% 92 -656.99 0.00 656.99 656.99 0.00 -656.99 0.000% 93 -804.65 0.00 464.56 804.65 0.00 -464.56 0.000% 94 -929.13 0.00 0.00 929.13 0.00 0.00 0.000% 95 -804.65 0.00 -464.56 804.65 0.00 464.56 0.000% 96 -656.99 0.00 -656.99 656.99 0.00 656.99 0.000% 97 -464.56 0.00 -804.65 464.56 0.00 804.65 0.000% Non-Linear Convergence Results Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 9 0.00000001 0.00003696 3 Yes 9 0.00000001 0.00003378 4 Yes 9 0.00000001 0.00004364 5 Yes 9 0.00000001 0.00003933 6 Yes 8 0.00000001 0.00014663 7 Yes 8 0.00000001 0.00013446 8 Yes 8 0.00000001 0.00014742 9 Yes 8 0.00000001 0.00013530 10 Yes 9 0.00000001 0.00004437 11 Yes 9 0.00000001 0.00004062 12 Yes 8 0.00000001 0.00014742 13 Yes 8 0.00000001 0.00013530 14 Yes 8 0.00000001 0.00014663 15 Yes 8 0.00000001 0.00013446 16 Yes 9 0.00000001 0.00003147 17 Yes 8 0.00000001 0.00013786 18 Yes 9 0.00000001 0.00003696 19 Yes 9 0.00000001 0.00003378 20 Yes 9 0.00000001 0.00003147 21 Yes 8 0.00000001 0.00013786 22 Yes 8 0.00000001 0.00014663 23 Yes 8 0.00000001 0.00013446 24 Yes 8 0.00000001 0.00014742 25 Yes 8 0.00000001 0.00013530 26 Yes 9 0.00000001 0.00004437 27 Yes 9 0.00000001 0.00004062 28 Yes 8 0.00000001 0.00014742 29 Yes 8 0.00000001 0.00013530 30 Yes 8 0.00000001 0.00014663 31 Yes 8 0.00000001 0.00013446 32 Yes 9 0.00000001 0.00004364 33 Yes 9 0.00000001 0.00003933 34 Yes 8 0.00000001 0.00007126 35 Yes 8 0.00000001 0.00007049 36 Yes 8 0.00000001 0.00006924 37 Yes 8 0.00000001 0.00006945 38 Yes 16 0.00000001 0.00000000 39 Yes 8 0.00000001 0.00006945 40 Yes 8 0.00000001 0.00006924 41 Yes 8 0.00000001 0.00007001 42 Yes 8 0.00000001 0.00007126 ttnnxxTToowweerr Job Wellington Page 24 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano 43 Yes 8 0.00000001 0.00007001 44 Yes 8 0.00000001 0.00006924 45 Yes 8 0.00000001 0.00006945 46 Yes 16 0.00000001 0.00000000 47 Yes 8 0.00000001 0.00006945 48 Yes 8 0.00000001 0.00006924 49 Yes 8 0.00000001 0.00007049 50 Yes 9 0.00000001 0.00003336 51 Yes 8 0.00000001 0.00012621 52 Yes 8 0.00000001 0.00013837 53 Yes 8 0.00000001 0.00011227 54 Yes 8 0.00000001 0.00013068 55 Yes 8 0.00000001 0.00010817 56 Yes 8 0.00000001 0.00013658 57 Yes 8 0.00000001 0.00011455 58 Yes 9 0.00000001 0.00003262 59 Yes 8 0.00000001 0.00012793 60 Yes 8 0.00000001 0.00013573 61 Yes 8 0.00000001 0.00011314 62 Yes 8 0.00000001 0.00012815 63 Yes 8 0.00000001 0.00010896 64 Yes 8 0.00000001 0.00013389 65 Yes 8 0.00000001 0.00011544 66 Yes 9 0.00000001 0.00003187 67 Yes 8 0.00000001 0.00012971 68 Yes 8 0.00000001 0.00013327 69 Yes 8 0.00000001 0.00011474 70 Yes 8 0.00000001 0.00012822 71 Yes 8 0.00000001 0.00010892 72 Yes 8 0.00000001 0.00013649 73 Yes 8 0.00000001 0.00011376 74 Yes 9 0.00000001 0.00003260 75 Yes 8 0.00000001 0.00012800 76 Yes 8 0.00000001 0.00013592 77 Yes 8 0.00000001 0.00011389 78 Yes 8 0.00000001 0.00013076 79 Yes 8 0.00000001 0.00010812 80 Yes 8 0.00000001 0.00013652 81 Yes 8 0.00000001 0.00011153 82 Yes 6 0.00000001 0.00000001 83 Yes 6 0.00000001 0.00000001 84 Yes 6 0.00000001 0.00000001 85 Yes 6 0.00000001 0.00000001 86 Yes 16 0.00000001 0.00000000 87 Yes 6 0.00000001 0.00000001 88 Yes 6 0.00000001 0.00000001 89 Yes 6 0.00000001 0.00000001 90 Yes 6 0.00000001 0.00000001 91 Yes 6 0.00000001 0.00000001 92 Yes 6 0.00000001 0.00000001 93 Yes 6 0.00000001 0.00000001 94 Yes 16 0.00000001 0.00000000 95 Yes 6 0.00000001 0.00000001 96 Yes 6 0.00000001 0.00000001 97 Yes 6 0.00000001 0.00000001 Maximum Tower Deflections - Service Wind ttnnxxTToowweerr Job Wellington Page 25 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 60 - 20 2.490 38 0.3134 0.0028 L2 23.75 - 2 0.443 38 0.1753 0.0007 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 56.00 Ericsson Air 6419 (34.5''x20''x8'', 68.5lb) w/ MP 38 2.219 0.3034 0.0026 46606 53.30 Tapered 1 seismic 38 2.038 0.2965 0.0024 34781 52.00 Coax seismic 38 1.952 0.2930 0.0023 29129 46.00 4' Std. MW: Paraboloid w/o Radome (100 lbs) 38 1.565 0.2759 0.0019 16645 44.00 Coax seismic 38 1.441 0.2696 0.0018 14564 40.00 Tapered 1 seismic 38 1.204 0.2557 0.0016 11651 36.00 Coax seismic 38 0.983 0.2399 0.0013 9709 28.00 Coax seismic 38 0.603 0.2009 0.0009 7284 26.70 Tapered 1 seismic 38 0.551 0.1935 0.0009 7030 20.10 Tapered 2 seismic 38 0.331 0.1503 0.0006 7736 20.00 Coax seismic 38 0.328 0.1496 0.0006 7776 12.90 Tapered 2 seismic 38 0.167 0.0944 0.0003 12827 12.00 Coax seismic 38 0.150 0.0869 0.0003 13981 5.60 Tapered 2 seismic 38 0.050 0.0318 0.0001 27963 4.00 Coax seismic 38 0.027 0.0177 0.0001 27963 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 60 - 20 6.994 18 0.8806 0.0079 L2 23.75 - 2 1.244 18 0.4925 0.0021 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 56.00 Ericsson Air 6419 (34.5''x20''x8'', 68.5lb) w/ MP 18 6.235 0.8525 0.0072 16591 53.30 Tapered 1 seismic 18 5.726 0.8330 0.0067 12381 52.00 Coax seismic 18 5.484 0.8233 0.0065 10369 46.00 4' Std. MW: Paraboloid w/o Radome (100 lbs) 18 4.396 0.7751 0.0054 5925 44.00 Coax seismic 18 4.048 0.7573 0.0051 5184 40.00 Tapered 1 seismic 18 3.381 0.7184 0.0044 4147 36.00 Coax seismic 18 2.760 0.6739 0.0038 3456 28.00 Coax seismic 18 1.694 0.5643 0.0026 2592 ttnnxxTToowweerr Job Wellington Page 26 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 26.70 Tapered 1 seismic 18 1.547 0.5435 0.0024 2502 20.10 Tapered 2 seismic 26 0.930 0.4223 0.0016 2753 20.00 Coax seismic 26 0.922 0.4203 0.0016 2768 12.90 Tapered 2 seismic 20 0.468 0.2651 0.0009 4565 12.00 Coax seismic 20 0.422 0.2441 0.0008 4976 5.60 Tapered 2 seismic 20 0.139 0.0894 0.0003 9951 4.00 Coax seismic 20 0.077 0.0497 0.0002 9951 Base Plate Design Data Plate Thickness in Number of Anchor Bolts Anchor Bolt Size in Actual Allowable Ratio Bolt Tension lb Actual Allowable Ratio Bolt Compression lb Actual Allowable Ratio Plate Stress ksi Actual Allowable Ratio Stiffener Stress ksi Controlling Condition Ratio 2.2500 8 2.2500 29946.33 304470.18 0.10 31766.03 505420.50 0.06 6.391 45.000 0.14 Plate 0.14 Fatigue Design Data Detail Component Item No. KI ft KF Δf Along-Wind ksi Δf Vortex Shedding ksi φfaΔFTH ksi Ratio 5-8 0.26 1.7485 3.431 0.000 10.000 0.3431 Compression Checks Pole Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb φPn lb Ratio Pu φPn L1 60 - 20 (1) TP27.1552x20x0.1875 40.00 0.00 0.0 15.6499 -5625.13 915522.00 0.006 L2 20 - 2 (2) TP30x26.1094x0.188 21.75 0.00 0.0 17.7892 -7855.34 1040670.00 0.008 ttnnxxTToowweerr Job Wellington Page 27 of 27 Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Project U3195.0334.251 Date 13:43:15 03/10/26 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Client Motive Energy Telecommunications Group, Inc. Designed by ycamposano Pole Bending Design Data Section No. Elevation ft Size Mux lb-ft φMnx lb-ft Ratio Mux φMnx Muy lb-ft φMny lb-ft Ratio Muy φMny L1 60 - 20 (1) TP27.1552x20x0.1875 99777.50 557896.67 0.179 0.00 557896.67 0.000 L2 20 - 2 (2) TP30x26.1094x0.188 188000.00 682228.33 0.276 0.00 682228.33 0.000 Pole Shear Design Data Section No. Elevation ft Size Actual Vu lb φVn lb Ratio Vu φVn Actual Tu lb-ft φTn lb-ft Ratio Tu φTn L1 60 - 20 (1) TP27.1552x20x0.1875 3736.67 274656.00 0.014 463.67 632520.00 0.001 L2 20 - 2 (2) TP30x26.1094x0.188 4367.85 312200.00 0.014 463.63 815089.17 0.001 Pole Interaction Design Data Section No. Elevation ft Ratio Pu φPn Ratio Mux φMnx Ratio Muy φMny Ratio Vu φVn Ratio Tu φTn Comb. Stress Ratio Allow. Stress Ratio Criteria L1 60 - 20 (1) 0.006 0.179 0.000 0.014 0.001 0.185 1.000 L2 20 - 2 (2) 0.008 0.276 0.000 0.014 0.001 0.283 1.000 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P lb øPallow lb % Capacity Pass Fail L1 60 - 20 Pole TP27.1552x20x0.1875 1 -5625.13 915522.00 18.5 Pass L2 20 - 2 Pole TP30x26.1094x0.188 2 -7855.34 1040670.00 28.3 Pass Summary Pole (L2) 28.3 Pass Base Plate 14.2 Pass Fatigue 34.3 Pass RATING = 34.3 Pass Program Version 8.3.1.2 - 12/11/2024 File://VSEFILES.vector.local/Projects/2025 Projects/U3195 Motive Energy Telecommunications Group, Inc/U3195-0334-251 Wellington Ave (CA, 60' pole, LS15)/ENG/TNX/Wellington.eri Vector SE Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Job: Wellington Project: U3195.0334.251 Client: Motive Energy Telecommunications Group, Inc. Drawn by: ycamposano App'd: Code: TIA-222-I Date: 03/10/26 Scale: NTS Path: \\VSEFILES.vector.local\Projects\2025 Projects\U3195 Motive Energy Telecommunications Group, Inc\U3195-0334-251 Wellington Ave (CA, 60' pole, LS15)\ENG\TNX\Wellington.eri Dwg No. E-4 0 0 5000 5000 Global Mast Shear (lb) 60.00 20.00 2.00 El e v a t i o n ( f t ) 0 0 50000 50000 100000 100000 150000 150000 200000 200000 Global Mast Moment (lb-ft) 60.00 20.00 2.00 TIA-222-I - 95 mph Exposure C Maximum Values Vx Vz Mx Mz Vector SE Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Job: Wellington Project: U3195.0334.251 Client: Motive Energy Telecommunications Group, Inc. Drawn by: ycamposano App'd: Code: TIA-222-I Date: 03/10/26 Scale: NTS Path: \\VSEFILES.vector.local\Projects\2025 Projects\U3195 Motive Energy Telecommunications Group, Inc\U3195-0334-251 Wellington Ave (CA, 60' pole, LS15)\ENG\TNX\Wellington.eri Dwg No. E-5 TIA-222-I - Service - 60 mph Maximum Values 0 0 0.5 0.5 1 1 1.5 1.5 2 2 2.5 2.5 Deflection (in) 60.00 20.00 2.00 El e v a t i o n ( f t ) 0 0 0.5 0.5 Tilt (deg) 0 0 0.05 0.05 0.1 0.1 Twist (deg) 60.00 20.00 2.00 Vector SE Vector Structural Engineering 651 W Galena Park Cir. Suite 101 Draper, UT Phone: (801) 990-1775 FAX: (801) 990-1776 Job: Wellington Project: U3195.0334.251 Client: Motive Energy Telecommunications Group, Inc. Drawn by: ycamposano App'd: Code: TIA-222-I Date: 03/10/26 Scale: NTS Path: \\VSEFILES.vector.local\Projects\2025 Projects\U3195 Motive Energy Telecommunications Group, Inc\U3195-0334-251 Wellington Ave (CA, 60' pole, LS15)\ENG\TNX\Wellington.eri Dwg No. F-1 42 . 0 0 0 0 i n 20 . 0 0 0 0 i n 3. 0 0 0 0 i n 36.0000 in 24 . 0 0 0 0 i n FOUNDATION NOTES 1. Plate thickness is 2.2500 in. 2. Plate grade is A572-50. 3. Anchor bolt grade is F1554-105. 4. f'c is 4 ksi. JOB NO.:U3195.0334.251 N:\Logos\VectorLogo.gif PROJECT:WELLINGTON AVE Port Design: Label: Geometry Input Elevation of Port, AGL 56.00 ft Pole Diameter 20.715517 in Pole Thickness 0.1875 in Pole Yield Strength 65 ksi Pole Unit Tensile Strength 11.0 k/in Weld Filler Strength:70 ksi Required Fillet Weld:3/8 in Reinforcing Rim Yield Strength 50 ksi # of Ports 3 Port 1 Port 2 Port 3 Azimuth (°)0 120 240 Height (in)12 12 12 Width (in)6 6 6 Depth (in)3 3 3 Thickness (in)0.5 0.5 0.5 Projection (in)0.5 0.5 0.5 Reinforcing Area (in2)3 3 3 Pole Area Removed (in 2)1.14 1.14 1.14 Dist. From Center to Reinf. (in)9.3577586 9.357759 9.357759 Area Check 49.5%49.5%49.5% MOI Check 54.3%54.3%54.3% Individual Port Weights (lbs)15 15 15 Reduction in Pole Weight (lbs)12 Total Port Weight (lbs)34 Copyright © 2025 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Ports at 56 ft A.G.L. JOB NO.:U3195.0334.251 N:\Logos\VectorLogo.gif PROJECT:WELLINGTON AVE Port Design: Label: Geometry Input Elevation of Port, AGL 46.00 ft Pole Diameter 22.50431 in Pole Thickness 0.1875 in Pole Yield Strength 65 ksi Pole Unit Tensile Strength 11.0 k/in Weld Filler Strength:70 ksi Required Fillet Weld:3/8 in Reinforcing Rim Yield Strength 50 ksi # of Ports 1 Port 1 Azimuth (°)0 Height (in)12 Width (in)6 Depth (in)3 Thickness (in)0.5 Projection (in)0.5 Reinforcing Area (in2)3 Pole Area Removed (in 2)1.14 Dist. From Center to Reinf. (in)10.252155 Area Check 49.4% MOI Check 53.7% Individual Port Weights (lbs)15 Reduction in Pole Weight (lbs)5 Total Port Weight (lbs)11 Copyright © 2025 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Ports at 46 ft A.G.L. JOB NO.:U3195.0334.251 N:\Logos\VectorLogo.gif PROJECT:WELLINGTON AVE Port Design: Label: Geometry Input Elevation of Port, AGL 4.00 ft Pole Diameter 29.642241 in Pole Thickness 0.1875 in Pole Yield Strength 65 ksi Pole Unit Tensile Strength 11.0 k/in Weld Filler Strength:70 ksi Required Fillet Weld:3/8 in Reinforcing Rim Yield Strength 50 ksi # of Ports 2 Port 1 Port 2 Azimuth (°)0 180 Height (in)20 20 Width (in)10 10 Depth (in)3 3 Thickness (in)0.75 0.75 Projection (in)0.5 0.5 Reinforcing Area (in2)4.5 4.5 Pole Area Removed (in 2)1.91 1.91 Dist. From Center to Reinf. (in)13.821121 13.82112 Area Check 55.3%55.3% MOI Check 58.9%58.9% Individual Port Weights (lbs)38 38 Reduction in Pole Weight (lbs)22 Total Port Weight (lbs)55 Copyright © 2025 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Ports at 4 ft A.G.L. N:\Logos\VectorLogo.gif JOB NO.:U3195.0334.251 PROJECT:WELLINGTON AVE Quantity Symbol Value Units Base Plate Illustration Number of sides 18 Flat O.D.DT 30.00 in Pole wall thickness tT 0.1875 in Pole yield strength Fyp 65 ksi Bend Radius 0.75 in Base plate fillet weld size 0.25 in Anchor diameter d 2.25 in Number of anchors n 8 Anchor grade F1554-105 Base plate thickness tTP 2.25 in Base plate yield strength Fyf 50 ksi Anchor hole diameter 2.375 in Slotted to outside edge?No Flat washer diameter 4 Zinc drain hole diameter 2.375 Zinc drain circle 25.75 in Bolt circle diameter DBC 36 in Plate O.D.DOD 42 in Plate I.D.20 in Wind Seismic Axial down Ru,c 7.86 k 9.41 k Axial up Ru,t 0 k 0.00 k Shear Vu 4.37 k 3.13 k Fit Check Moment Mu 188.00 k-ft 151.08 k-ft Member mom. capacity ΦMn 690 k-ft Plate stress ratio 17.4%OK Anchor unity check 16.1%OK Min. number of sides 18 OK 6 minimum Min. number of anchors 8 OK 8 minimum Max. anchor rod to pole distance 2.88"OK 13.5" maximum Min. anchor diameter 2.25"OK 0.75" minimum Min. anchor rod spacing 13.78"OK 6.75" minimum Min. base plate thickness 2.25"OK 2.25" minimum Min. inside diameter 20"OK 9" minimum Max. inside diameter 20"OK 27" maximum Check:Dist.Result Washer vs weld 0.4706 OK Washer vs OD 0.9375 OK Washer covers hole 0.75 OK Note: when number of anchors is less than minimum and when maximum anchor rod spacing is exceeded, adjustments are made to the effective plate width calculations as if requirements of TIA-222-H Annex Q were met. Copyright © 2026Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC Monopole Baseplate & Anchorage Design Ba s i c I n p u t & G e o m e t r y LR F D L o a d s Ch e c k s N:\Logos\VectorLogo.gif JOB NO.:U3195.0334.251 T-arm Analysis Design Criteria ASCE 7-16 H No 3 500 250 1 Max. Discrete Loads Applied to (1) T-arm Sector from tnxTower Report: Front CaAa, [ft2] Side CaAa, [ft2] Weight [lb] Front CaAa, [ft2] Side CaAa, [ft2] Front CaAa, [ft2] Side CaAa, [ft2] Weight [lb] 1 0.9 11.2 10.6 850.0 11.2 10.6 1 0.9 6.0 3.3 68.5 6.0 3.3 2 0.9 22.8 19.9 129.8 22.8 19.9 1 0.9 0.6 0.4 14.7 0.6 0.4 1 0.9 2.2 1.0 69.5 2.2 1.0 1 0.9 2.0 1.4 70.0 2.0 1.4 1 0.9 4.1 3.1 32.0 4.1 3.1 0.0 0.0 0.0 0.0 0.0 0.0 No Ice Maint. Ice Velocity Pressure, qz [psf]24.0 2.3 From tnxTower. Maintenance qz = (Service qz)/4 Gust Effect Factor, Gh 1 1 1 Verizon's NSTD-445 Section 9.1.4 Number of T-arm Elevations: Qu a n t i t y Ka Ericsson RRU 4490 (18"x13.2"x9.4", 70lb) Ericsson Air 6419 (34.5"x20"x8", 68.5lb) Ericsson RRU 4890 (17.5"x15.2"x7", 69.5 lbs) Dead + Wind (No Ice) Copyright © 2026 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Mount Enclosed?: Number of Antennas per T-arm: TIA-222 Standard Version: ASCE 7 Standard Version: Min. Maintenance Load, LV [lb]: Structure Type: Min. Maintenance Load, LM [lb]: Tubular pole supporting exposed appurtenances Total per T-arm Sector Ericsson RRU 4408 w/ KRE 105281 (7.9"x7.9"x3.94", 11.02 lbs) w/ MP PROJECT: Wellington Ave Dead +Ice+ Wind w/ IceMaintenance Wind Appurtenance RMV12-3XX (11.16 ft^2, 10.59 ft^2, 850lb, 3 Sectors) NHH-65C-R2B (96"x11.9"x7.1", 64.9lb) Raycap RHSDC-3315-PF-48 (29.5"x16.5"x12.6", 32lb) N:\Logos\VectorLogo.gif JOB NO.:U3195.0334.251 T-arm Analysis Copyright © 2026 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. PROJECT: Wellington Ave Unfactored Loads on (1) T-arm Sector per crossarm elevation w/ Mount w/o Mount Dead, D 1.2 0.4 Ice Weight, Di 0.0 0.0 Front Wind, W 1.1 0.8 Side Wind, W 0.9 0.6 Front Ice Wind, W i 0.0 0.0 Side Ice Wind, W i 0.0 0.0 Front Maintenance Wind, Wm 0.1 0.1 Side Maintenance Wind, Wm 0.1 0.1 Maintenance Load, LM 0.5 0.5 Maintenance Load, LV 0.3 0.3 Load Case Proposed LRFD load [lb] Load Combo Factor Equiv. LRFD load [lb] Min. market load, F [lb] Design load, F [lb] Normal Load, Fno 271 1 300 0 400 Transverse Load, Fto 210 1 250 0 400 Vertical Load, Fzo 180 2 400 0 200 Ice Normal Load, Fni 0 4 0 0 0 Ice Transverse Load, Fti 0 4 0 0 0 Ice Vertical Load, Fzi 0 1 0 0 0 Maximum load between actual loading and market minimum Factored design force, Fo [lb]:400 Factored design ice force, Fi [lb]:0 F = maximum factored horizontal concentrated force considered for design support at each mounting pipe location. Mount Classification: Capacity Classification: (See attached SitePro1 engineering report) Per crossarm elevation M400R(0)-3[6] Load Description 1.2D+1.0Di+1.0Wi 1.2D+1.0W 1.2D+1.0W M400R(500)-3[6] Result: SitePro1 RMV12-3xx assembly is adequate to support the proposed design loading Mount Classification Governing LRFD Load Combo Unfactored Loads, (k) 1.4D 1.4D (1.2+0.2SDS)D +1.0E June 16, 2020 Site Pro 1 / Valmont Mounting System: Part Number = RMV12 Part Description = 12’ Monopole Triple T-arm kit Mount EPA & Weight (No antenna pipes, (0.67*EPA )): EPAN = 11.16(7.44) Sq-Ft EPAN (0.5” Ice) = 13.63(9.09) Sq-Ft EPAN (1” Ice) = 16.16(10.77) Sq-Ft EPAT = 10.59(7.06) Sq-Ft EPAT (0.5” Ice) = 13.33(8.89) Sq-Ft EPAT (1” Ice) = 15.87 (10.58) Sq-Ft Weight = 850 lb Weight (0.5” Ice) =972 lb Weight (1” Ice) = 1128 lb Classification Rating: M400R(500)-3[6] Design Standards ANSI/TIA-222-G-2012 ANSI/TIA-222-H-2018 ASCE 7-16 International Building Code 2018 TIA-5053 Analysis and Modeling Technique An elastic three-dimensional frame truss model was created to analyze the mount. The mount was modeled with three (3) mounting locations (antenna, mount pipe, radio, dish, and any other appurtenance) evenly spaced across the face of the mount, with a 6” vertical eccentricity. Wind directions considered were perpendicular (normal) to the face of the frame and at 30 degree increments up to 90 degrees (tangential) to the face of the frame. Wind, dead weight and ice weight on the mount was also included in the model. Modeling Software Autodesk Inventor RISA-3D Analysis Design Criteria Maximum Mount Height 400' Maximum Ultimate Wind Speed, no Ice 180 mph 3 sec gust Maximum Design Wind Speed, no Ice 140 mph 3 sec gust Maximum Design Wind Speed on Ice 60 mph 3 sec gust Structure Class I or II Exposure Category B or C Topographic Category I Maximum Design Ice Thickness, ti 1" (2.75” factored ice) Wind Direction Probability Factor, Kd 0.95 Gust Effect Factor, Gh 1.0 Capacity Results The following factored loads at each mounting location represent the capacity of the mount based on the criteria and modeling technique described above. Normal Wind Load (no ice), Fno .....................400 lb [250 lb Non-Factored] Tangential Wind Load (no ice), Fto .....................400 lb [250 lb Non-Factored] Vertical (Dead) Load, Fzo .....................200 lb [167 lb Non-Factored] Normal Wind on Ice, Fni .....................125 lb Tangential Wind on Ice, Fti .....................125 lb Vertical (Dead + Ice) Load, Fzi .....................500 lb Normal Maintenance Wind Load, Fnm .....................40 lb Tangential Maintenance Wind Load, Ftm .....................40 lb Vertical Dead Load, Fzm .....................200 lb [167 lb Non-Factored] Vertical Live Load, LM* .....................750 lb [500 lb Non-Factored] * In addition to a nominal Live Load of two (2) 250 lb concentrated on either side of a mounting location to provide access for climbers. Seismic Results The following Seismic Response Coefficient chart below represent the allowable weight capacity of the bracket based on the criteria and modeling technique described in TIA-222-H Section 2.7.7.1.1. Total allowable seismic shear must be less than or equal to the Capacity Results (Fno) stated above. 0 500 1000 1500 2000 2500 3000 0.000 1.000 2.000 3.000 4.000 5.000 6.000 7.000 8.000 To t a l W e i g h t ( D e a d L o a d + M o u n t ) ) Seismic Response Coefficient Cs Weight Capacity VS. Seismic Response Coefficient VSE YCA U3195-0334-251 Wellington Ave SK-1 Apr 08, 2025 at 04:08 PM LS-15 (middle) 475 OTM - 5… VSE YCA U3195-0334-251 Wellington Ave SK-2 Apr 08, 2025 at 04:08 PM LS-15 (middle) 475 OTM - 5… VSE YCA U3195-0334-251 Wellington Ave SK-3 Apr 08, 2025 at 04:09 PM LS-15 (middle) 475 OTM - 5… VSE YCA U3195-0334-251 Wellington Ave SK-4 Apr 08, 2025 at 04:09 PM LS-15 (middle) 475 OTM - 5… BOLT LOCATIONS Company Designer Job Number Model Name : : : : VSE YCA U3195-0334-251 Wellington Ave Checked By : __________ 4/8/2025 4:11:19 PM RISA-3D Version 22 [ LS-15 (middle) 475 OTM - 50k ballast - …Page 1 Envelope Member Section Forces Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LCMember Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 1 M63 1 max 483.092 5 3434.3 6 8526.021 6 0 9 0.39 4 0.143 6 2 min -783.959 4 -4201.728 4 -9368.537 4 0 2 -0.355 6 -0.175 4 3 2 max 483.092 5 3434.266 6 8526.021 6 0 9 0.293 4 0.107 6 4 min -783.959 4 -4201.753 4 -9368.537 4 0 2 -0.266 6 -0.131 4 5 3 max 483.092 5 3434.233 6 8526.021 6 0 9 0.195 4 0.072 6 6 min -783.959 4 -4201.778 4 -9368.537 4 0 2 -0.178 6 -0.088 4 7 4 max 483.092 5 3434.2 6 8526.021 6 0 9 0.098 4 0.036 6 8 min -783.959 4 -4201.803 4 -9368.537 4 0 2 -0.089 6 -0.044 4 9 5 max 483.092 5 3434.166 6 8526.021 6 0 9 0 9 0 9 10 min -783.959 4 -4201.828 4 -9368.537 4 0 2 0 2 0 2 11 M78A 1 max 422.835 6 5964.361 4 8551.694 6 0.017 4 0.369 4 0.251 4 12 min -384.528 2 -5391.58 6 -8772.745 4 -0.015 6 -0.36 6 -0.227 6 13 2 max 422.835 6 5964.335 4 8551.694 6 0.017 4 0.277 4 0.188 4 14 min -384.528 2 -5391.613 6 -8772.745 4 -0.015 6 -0.27 6 -0.17 6 15 3 max 422.835 6 5964.31 4 8551.694 6 0.017 4 0.184 4 0.125 4 16 min -384.528 2 -5391.647 6 -8772.745 4 -0.015 6 -0.18 6 -0.113 6 17 4 max 422.835 6 5964.285 4 8551.694 6 0.017 4 0.092 4 0.063 4 18 min -384.528 2 -5391.681 6 -8772.745 4 -0.015 6 -0.09 6 -0.057 6 19 5 max 422.835 6 5964.26 4 8551.694 6 0.017 4 0 9 0 9 20 min -384.528 2 -5391.714 6 -8772.745 4 -0.015 6 0 2 0 2 21 M43 1 max 618.05 6 3675.309 6 8765.381 4 0 9 0.334 6 0.153 6 22 min -733.205 4 -4102.316 4 -8026.594 6 0 2 -0.365 4 -0.171 4 23 2 max 618.05 6 3675.275 6 8765.381 4 0 9 0.251 6 0.115 6 24 min -733.205 4 -4102.341 4 -8026.594 6 0 2 -0.274 4 -0.128 4 25 3 max 618.05 6 3675.242 6 8765.381 4 0 9 0.167 6 0.077 6 26 min -733.205 4 -4102.366 4 -8026.594 6 0 2 -0.183 4 -0.085 4 27 4 max 618.05 6 3675.208 6 8765.381 4 0 9 0.084 6 0.038 6 28 min -733.205 4 -4102.391 4 -8026.594 6 0 2 -0.091 4 -0.043 4 29 5 max 618.05 6 3675.175 6 8765.381 4 0 9 0 9 0 9 30 min -733.205 4 -4102.416 4 -8026.594 6 0 2 0 2 0 2 31 M73A 1 max 524.885 4 3896.504 4 8527.114 4 0.009 6 0 9 0 9 32 min -662.061 6 -3162.418 6 -7131.9 6 -0.011 4 0 2 0 2 33 2 max 524.885 4 3896.478 4 8527.114 4 0.009 6 0.09 4 0.033 6 34 min -662.061 6 -3162.452 6 -7131.9 6 -0.011 4 -0.075 6 -0.041 4 35 3 max 524.885 4 3896.453 4 8527.114 4 0.009 6 0.179 4 0.066 6 36 min -662.061 6 -3162.486 6 -7131.9 6 -0.011 4 -0.15 6 -0.082 4 37 4 max 524.885 4 3896.428 4 8527.114 4 0.009 6 0.269 4 0.1 6 38 min -662.061 6 -3162.519 6 -7131.9 6 -0.011 4 -0.225 6 -0.123 4 39 5 max 524.885 4 3896.403 4 8527.114 4 0.009 6 0.358 4 0.133 6 40 min -662.061 6 -3162.553 6 -7131.9 6 -0.011 4 -0.3 6 -0.164 4 41 M65 1 max 672.446 6 5008.27 6 8373.635 4 0.014 6 0 9 0 9 42 min -1055.353 4 -5300.604 4 -8060.207 6 -0.015 4 0 2 0 2 43 2 max 672.446 6 5008.236 6 8373.635 4 0.014 6 0.088 4 0.056 4 44 min -1055.353 4 -5300.629 4 -8060.207 6 -0.015 4 -0.085 6 -0.053 6 45 3 max 672.446 6 5008.202 6 8373.635 4 0.014 6 0.176 4 0.111 4 46 min -1055.353 4 -5300.654 4 -8060.207 6 -0.015 4 -0.169 6 -0.105 6 47 4 max 672.446 6 5008.169 6 8373.635 4 0.014 6 0.264 4 0.167 4 48 min -1055.353 4 -5300.679 4 -8060.207 6 -0.015 4 -0.254 6 -0.158 6 49 5 max 672.446 6 5008.135 6 8373.635 4 0.014 6 0.352 4 0.223 4 50 min -1055.353 4 -5300.705 4 -8060.207 6 -0.015 4 -0.339 6 -0.211 6 MAX BOLT SHEAR = (y-shear² + z-shear²)1/2 VSE YCA U3195-0334-251 Wellington Ave SK-5 Apr 08, 2025 at 04:13 PM LS-15 (middle) 475 OTM - 5… LITE SITE BASE PLATE Company Designer Job Number Model Name : : : : VSE YCA U3195-0334-251 Wellington Ave Checked By : __________ 4/8/2025 4:12:48 PM RISA-3D Version 22 [ LS-15 (middle) 475 OTM - 50k ballast - …Page 1 Envelope Plate/Shell Principal Stresses Plate Surface Sigma1 [ksi] LC Sigma2 [ksi] LC Tau Max [ksi] LC Angle [rad] LC Von Mises [ksi] LCPlate Surface Sigma1 [ksi] LC Sigma2 [ksi] LC Tau Max [ksi] LC Angle [rad] LC Von Mises [ksi] LC 1 P8571 max T 10.933 9 5.219 9 2.857 9 2.219 9 9.472 9 2 min -3.825 6 -6.171 6 1.173 6 -0.709 2 5.395 6 3 max B 9.806 6 4.129 6 4.737 9 2.082 7 13.685 9 4 min -6.216 9 -15.689 9 2.231 7 0.495 5 6.421 7 5 P8566 max T 11.121 9 5.22 9 2.951 9 2.096 7 9.637 9 6 min -3.214 7 -6.388 7 1.587 7 -0.656 6 5.446 6 7 max B 8.886 7 3.658 7 4.583 9 0.846 7 13.051 9 8 min -5.776 9 -14.942 9 2.305 6 -0.734 3 6.473 6 9 P8786 max T 10.575 9 5.536 9 2.52 9 2.201 3 9.162 9 10 min -4.197 7 -6.261 7 1.032 7 -0.743 9 4.944 6 11 max B 8.424 7 4.44 7 3.545 9 0.957 9 11.952 9 12 min -6.708 9 -13.799 9 1.759 6 -0.622 6 5.752 6 13 P8792 max T 8.901 9 1.907 9 3.497 9 2.036 4 8.117 9 14 min -1.194 7 -5.323 7 1.91 6 0.233 7 4.255 6 15 max B 7.169 6 1.468 6 4.994 9 1.881 7 11.194 9 16 min -2.111 9 -12.099 9 2.604 7 0.258 4 5.68 7 17 P8795 max T 7.607 9 1.707 9 2.95 9 1.14 4 6.913 9 18 min -0.924 7 -4.375 6 1.596 7 -0.695 7 3.741 7 19 max B 5.705 7 1.31 7 4.048 9 1.042 7 9.265 9 20 min -2.007 9 -10.104 9 2.197 7 -0.549 4 4.925 6 21 P8450 max T 7.111 6 4.476 6 2.147 7 2.349 9 6.227 6 22 min -4.02 4 -6.951 9 1.171 2 -0.618 2 5.321 3 23 max B 9.989 4 4.246 4 2.893 6 2.186 6 9.084 6 24 min -4.685 6 -10.47 6 2.16 3 0.602 2 6.268 3 25 P8415 max T 6.977 2 4.485 2 2.13 5 2.276 6 6.124 2 26 min -4.022 6 -6.281 6 1.13 6 -0.534 5 2.506 9 27 max B 9.944 6 4.286 6 2.912 4 1.076 6 9.083 4 28 min -4.723 2 -10.466 4 0.409 9 -0.509 2 0.772 9 29 P8658 max T 6.897 7 2.889 6 2.34 7 1.599 4 6.099 7 30 min -2.78 9 -6.849 9 1.606 2 -0.327 7 5.017 2 31 max B 9.882 4 3.214 4 3.411 6 1.308 7 9.071 6 32 min -3.474 6 -10.295 6 2.641 3 -0.298 4 6.609 3 33 P8744 max T 7.59 7 4.667 7 2.394 2 2.32 7 6.631 7 34 min -4.292 5 -7.076 5 0.597 9 0.489 6 2.512 9 35 max B 9.629 5 4.466 5 2.771 7 2.061 6 8.993 7 36 min -4.835 7 -10.376 7 0.968 9 0.484 2 3.237 9 37 P8742 max T 6.951 7 1.806 7 2.573 7 1.808 9 6.247 7 38 min -1.744 5 -6.81 5 1.203 9 -0.298 4 2.59 9 39 max B 9.403 6 2.299 6 3.735 4 1.498 4 8.924 4 40 min -2.423 2 -9.882 4 0.679 9 -0.249 9 1.305 9 41 P8660 max T 7.58 6 3.21 7 2.542 6 1.783 6 6.691 6 42 min -3.104 9 -7.577 9 1.748 3 -0.088 3 5.569 3 43 max B 9.618 9 3.449 5 3.199 7 1.725 5 8.846 7 44 min -3.696 7 -10.094 7 2.767 2 0.131 6 6.993 2 45 P8659 max T 7.448 7 4.606 7 2.324 6 2.185 7 6.51 7 46 min -4.215 5 -7.396 9 1.328 3 -0.703 6 5.502 2 47 max B 9.269 9 4.466 5 2.533 7 0.89 6 8.59 7 48 min -4.852 7 -9.918 7 2.15 2 -0.695 9 6.321 2 49 P8606 max T 6.13 6 3.94 6 1.938 7 2.186 2 5.38 6 50 min -3.537 4 -5.578 4 0.691 9 -0.561 7 2.169 9 51 max B 8.957 4 3.865 4 2.546 4 1.092 9 8.046 6 52 min -4.257 6 -9.28 6 0.998 9 -0.509 6 3.118 9 worst case plate stress VSE YCA U3195-0334-251 Wellington Ave SK-6 Apr 08, 2025 at 04:14 PM LS-15 (middle) 475 OTM - 5… Company Designer Job Number Model Name : : : : VSE YCA U3195-0334-251 Wellington Ave Checked By : __________ 4/8/2025 4:14:08 PM RISA-3D Version 22 [ LS-15 (middle) 475 OTM - 50k ballast - …Page 1 Envelope Plate/Shell Principal Stresses Plate Surface Sigma1 [ksi] LC Sigma2 [ksi] LC Tau Max [ksi] LC Angle [rad] LC Von Mises [ksi] LCPlate Surface Sigma1 [ksi] LC Sigma2 [ksi] LC Tau Max [ksi] LC Angle [rad] LC Von Mises [ksi] LC 1 P4321 max T 25.466 6 19.407 6 3.52 4 1.769 9 24.053 4 2 min -19.748 4 -26.787 4 1.407 5 -0.649 3 2.658 5 3 max B 25.22 4 13.74 4 5.74 4 1.489 6 21.87 4 4 min -13.022 6 -24.099 6 1.204 7 -0.615 3 2.334 7 5 P4353 max T 25.44 6 19.226 6 3.608 4 2.349 3 23.937 4 6 min -19.498 4 -26.715 4 1.439 7 -0.782 5 2.828 7 7 max B 25.12 4 13.839 4 5.641 4 2.323 5 21.792 4 8 min -13.134 6 -24.051 6 1.101 3 -0.04 9 2.098 3 9 P4317 max T 24.898 6 19.778 6 3.04 4 2.026 7 23.663 4 10 min -20.03 4 -26.109 4 0.282 7 0.081 6 1.933 5 11 max B 25.496 4 12.748 4 6.374 4 2.027 7 22.08 4 12 min -12.144 6 -24.459 6 0.469 7 0.226 5 1.227 7 13 P4357 max T 24.866 6 19.918 6 2.963 4 1.583 2 23.634 4 14 min -20.107 4 -26.033 4 0.459 5 -0.32 7 2.275 7 15 max B 25.437 4 12.49 4 6.474 4 1.301 6 22.031 4 16 min -11.912 6 -24.442 6 0.455 5 -0.286 2 1.069 3 17 P3167 max T 21.902 6 10.659 6 6.428 4 2.07 7 21.772 4 18 min -12.281 4 -25.138 4 0.486 7 0.261 5 1.476 3 19 max B 25.705 4 20.345 4 2.68 4 1.574 6 23.488 4 20 min -17.616 6 -22.689 6 0.229 7 -0.633 7 2.192 5 21 P3207 max T 21.682 6 10.499 6 6.424 4 1.303 2 21.564 4 22 min -12.047 4 -24.896 4 0.411 5 -0.285 6 0.78 3 23 max B 25.336 4 20.288 4 2.524 4 1.573 6 23.227 4 24 min -17.546 6 -22.312 6 0.45 5 -0.268 7 1.975 7 25 P3171 max T 21.444 6 11.854 6 5.65 4 1.595 9 21.406 4 26 min -13.389 4 -24.689 4 1.223 7 -0.615 3 2.398 3 27 max B 26.266 4 19.792 4 3.237 4 1.434 6 23.702 4 28 min -17.178 6 -23.184 6 1.315 5 -0.737 3 2.866 5 29 P3203 max T 21.254 6 11.633 6 5.648 4 2.34 5 21.208 4 30 min -13.168 4 -24.465 4 1.082 3 0.095 6 1.907 3 31 max B 25.889 4 19.697 4 3.096 4 2.333 5 23.415 4 32 min -17.14 6 -22.795 6 1.404 7 -0.031 9 2.6 7 33 P4322 max T 20.848 6 10.518 6 5.514 9 1.025 7 18.434 4 34 min -10.833 4 -21.285 4 2.157 7 -0.692 4 4.027 7 35 max B 15.982 4 3.166 4 6.469 6 1.837 6 14.657 4 36 min -2.374 6 -15.311 6 1.379 7 -0.344 5 2.395 7 37 P4354 max T 20.791 6 10.397 6 5.23 4 2.238 6 18.325 4 38 min -10.7 4 -21.159 4 1.756 9 0.309 7 3.907 3 39 max B 15.932 4 3.312 4 6.386 6 1.937 3 14.561 4 40 min -2.505 6 -15.278 6 1.418 5 -0.419 9 2.459 5 41 P4318 max T 18.969 6 10.999 6 4.157 4 2.212 6 16.919 4 42 min -11.154 4 -19.468 4 1.183 7 0.018 5 2.6 7 43 max B 16.004 4 2.299 4 6.852 4 1.507 7 14.987 4 44 min -1.707 6 -15.177 6 1.306 7 -0.332 4 2.267 7 45 P4358 max T 19.006 6 11.071 6 4.119 4 2.245 9 16.909 4 46 min -11.212 4 -19.449 4 1.306 5 -0.68 4 2.78 3 47 max B 15.954 4 2.53 9 6.901 4 1.889 6 14.994 4 48 min -1.533 6 -15.152 6 1.353 5 0.017 7 2.357 5 49 P65 max T 11.259 6 2.489 6 7.17 9 2.234 7 16.403 9 50 min -3.545 9 -17.886 9 3.077 7 0.557 2 6.845 7 51 max B 7.23 6 1.363 7 5.526 9 2.286 7 12.377 9 52 min -2.32 9 -13.372 9 2.806 7 -0.552 6 6.164 2 worst case plate stress N:\Logos\VectorLogo.gif JOB NO.:U3195.0334.251 PROJECT:WELLINGTON AVE FINITE ELEMENT MODEL STEEL PLATE STRESS CHECK Design Methodology: LRFD Increase allowable stress by 1.5? Yes Yes No No No Connection Under Consideration: Element Description:LS Baseplate LS Frame Material Yield Strength, Fy (ksi):50 65 Max. Von Mises Stress (ksi): 13.7 24.1 Corresponding Element Label: P8571 P4321 Acceptable Stress (ksi): 67.5 87.75 Element Unity Check: 0.20 0.27 OKAY OKAY OKAY OKAY OKAY Acceptable stresses are based on the following derived from AISC 360: ASD: Acceptable Stress = Fy/1.67 LRFD: Acceptable Stress = 0.9*Fy Acceptable stress values are further increased by 1.5 where indicated above. Bolt Check LRFD Tension (kips): 5.4 kips LRFD Shear (kips): 10.3 kips Bolt Designation: A325X Bolt Diameter (in): 1 fTn (kips):53.0 10%AISC Eq. J3-2 fVn (kips):40.1 26%AISC Eq. J3-2 Combined Tension and Shear: N/A N/A AISC Eq. J3-3a Copyright © 2025 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. VSE YCA U3195.0334.251 Wellington Ave SK-1 Apr 08, 2025 at 04:16 PM Fnd LS-15 centered.fnd VSE YCA U3195.0334.251 Wellington Ave SK-2 Apr 08, 2025 at 04:17 PM Fnd LS-15 centered.fnd VSE YCA U3195.0334.251 Wellington Ave SK-3 Apr 08, 2025 at 04:17 PM Fnd LS-15 centered.fnd VSE YCA U3195.0334.251 Wellington Ave SK-4 Apr 08, 2025 at 04:17 PM Fnd LS-15 centered.fnd BALLAST WEIGHT: 50 K VSE YCA U3195.0334.251 Wellington Ave SK-5 Apr 08, 2025 at 04:17 PM Fnd LS-15 centered.fnd EQUIPMENT WEIGHT: 8K Company Designer Job Number Model Name : : : : VSE YCA U3195.0334.251 Wellington Ave Checked By : __________ 4/8/2025 4:17:51 PM RISAFoundation Version 16 [ Fnd LS-15 centered.fnd ]Page 1 Load Category Category Node Loads Area Loads 1 DL 1 2 WLX 2 3 WLZ 2 4 OL1 1 5 OL2 1 Nodal Loads (Cat 1: DL) Node Label Direction Magnitude [k, k-ft] 1 N1 Y 6.3 Nodal Loads (Cat 73: OL2) Node Label Direction Magnitude [k, k-ft] 1 N1 Y 8 Nodal Loads (Cat 19: WLX) Node Label Direction Magnitude [k, k-ft] 1 N1 X 5.2 2 N1 MZ -224 Nodal Loads (Cat 21: WLZ) Node Label Direction Magnitude [k, k-ft] 1 N1 Z -5.2 2 N1 MX -224 Slab LabelThickness [in]Material Local Axis Angle [deg] Analysis Offset [in] Passive Pressure [ksf]Soil Overburden [ksf] Icr Factor 1 S1 12 Conc4000NW (frame)0 6 0 0 1 Load Combination Label SolveService SF CategoryFactorCategoryFactorCategoryFactorCategoryFactorCategoryFactor 1 Service 2 DL Yes Yes 1.5 DL 1 3 OL1 (LS & Ballast)Yes Yes OL1 1 4 OL2 (Equipment)Yes Yes OL2 1 5 (DL+OL1+ OL2 )+0.6WLX Yes Yes 1.5 DL 1 OL1 1 OL2 1 WLX 0.6 6 (DL+OL1+OL2) +0.6WLZ Yes Yes 1.5 DL 1 OL1 1 OL2 1 WLZ 0.6 7 (DL+OL1+OL2)+.424WLX+.424WLZ Yes Yes 1.5 DL 1 OL1 1 OL2 1 WLX 0.424 WLZ 0.424 8 (DL+OL1+OL2)-.424WLX-.424WLZ Yes Yes 1.5 DL 1 OL1 1 OL2 1 WLX -0.424 WLZ -0.424 9 0.6(DL+OL1)+0.6WLX Yes Yes 1.1 DL 0.6 OL1 1 WLX 0.6 10 0.6(DL+OL1)+0.6WLZ Yes Yes 1.1 DL 0.6 OL1 1 WLZ 0.6 11 0.6 (DL+OL1)+.424WLX+.424WLZ Yes Yes 1.1 DL 0.6 OL1 1 WLX 0.424 WLZ 0.424 12 0.6(DL+OL1)-.424WLX-.424WLZ Yes Yes 1.1 DL 0.6 OL1 1 WLX -0.424 WLZ -0.424 Company Designer Job Number Model Name : : : : VSE YCA U3195.0334.251 Wellington Ave Checked By : __________ 4/8/2025 4:17:51 PM RISAFoundation Version 16 [ Fnd LS-15 centered.fnd ]Page 2 Slab Stability - Overturning LC Slab Angle[deg] Mo-xx[k-ft] Ms-xx[k-ft] Mo-zz[k-ft] Ms-zz[k-ft] Ms-xx/Mo-xx Ms-zz/Mo-zz 1 2 S1 0 0 123.188 0 123.188 9.99+9.99+ 2 3 S1 0 0 374.625 0 374.625 9.99+9.99+ 3 4 S1 0 0 60 0 60 9.99+9.99+ 4 5 S1 0 0 557.813 142.2 557.813 9.99+3.923 5 6 S1 0 142.2 557.813 0 557.813 3.923 9.99+ 6 7 S1 0 100.488 557.813 100.488 557.813 5.551 5.551 7 8 S1 0 100.488 557.813 100.488 557.813 5.551 5.551 8 9 S1 0 0 448.537 142.2 448.537 9.99+3.154 9 10 S1 0 142.2 448.537 0 448.537 3.154 9.99+ 10 11 S1 0 100.488 448.537 100.488 448.537 4.464 4.464 11 12 S1 0 100.488 448.537 100.488 448.537 4.464 4.464 Slab Stability - Sliding LC Slab Angle[deg] Va-xx[k] Vr-xx[k] Va-zz[k] Vr-zz[k] SR-xx SR-zz 1 2 S1 0 0 4.106 0 4.106 9.99+9.99+ 2 3 S1 0 0 12.488 0 12.488 9.99+9.99+ 3 4 S1 0 0 2 0 2 9.99+9.99+ 4 5 S1 0 3.12 18.594 0 18.594 5.96 9.99+ 5 6 S1 0 0 18.594 3.12 18.594 9.99+5.96 6 7 S1 0 2.205 18.594 2.205 18.594 8.433 8.433 7 8 S1 0 2.205 18.594 2.205 18.594 8.433 8.433 8 9 S1 0 3.12 14.951 0 14.951 4.792 9.99+ 9 10 S1 0 0 14.951 3.12 14.951 9.99+4.792 10 11 S1 0 2.205 14.951 2.205 14.951 6.781 6.781 11 12 S1 0 2.205 14.951 2.205 14.951 6.781 6.781 Envelope Slab Soil Pressures Label Max UC Max LC Soil Pressure[ksf] Allowable Bearing[ksf] Node 1 S1 0.37 6 0.554 1.5 N221 ASCE Hazards Report Address: 1200 N Tustin Ave Santa Ana, California 92705 Standard:ASCE/SEI 7-22 Latitude:33.75544 Risk Category:II Longitude:-117.83529 Soil Class:D - Stiff Soil Elevation:164.07823211730116 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 300-year MRI 89 Vmph 700-year MRI 95 Vmph 1,700-year MRI 102 Vmph 3,000-year MRI 106 Vmph 10,000-year MRI 115 Vmph 100,000-year MRI 133 Vmph 1,000,000-year MRI 151 Vmph Data Source: ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Tue Mar 10 2026 Page 1 of 5https://ascehazardtool.org/Tue Mar 10 2026 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 7-22 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service Level wind speeds, all other wind speeds are Ultimate wind speeds. Site is not in a hurricane-prone region as defined in ASCE/SEI 7-22 Section 26.2. Page 2 of 5https://ascehazardtool.org/Tue Mar 10 2026 PGA M : 0.65 SMS : 1.77 SM1 : 1.18 SDS : 1.18 SD1 : 0.79 T L : 8 SS : 1.48 S1 : 0.48 VS30 : 260 Seismic Design Category:D Multi-Period Design Spectrum S (g) vs T(s)a Multi-Period MCE SpectrumR S (g) vs T(s)a Two-Period Design Spectrum S (g) vs T(s)a Two-Period MCE SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum Vertical ground motion data has not yet been made available by USGS. MCE Vertical Response SpectrumR Vertical ground motion data has not yet been made available by USGS. Seismic D - Stiff SoilSite Soil Class: Results: Page 3 of 5https://ascehazardtool.org/Tue Mar 10 2026