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HomeMy WebLinkAbout22-44515335 Eighth Street Zephyrhills, FL 33542 .Whone: (813) 780-0020 Fax: (813) 780-0021 RL P BAC-004451-2022 Issue Date: 08/29/2022 : 11 INIIIIIi Myr-TMOTI"r, Mr!!, .1111 Complete Plans, Specifications add fee Must Accompany Application. All work shall be performed in accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O. NO OCCUPANCY BEFORE C.O. I WA 4111 W, 1W AW "i AA I � 1411,11111,11 0" ,I Nazm N MON I*': 813-78a.0020 City of Zephyrhills Pe it Application Building Department 89 ' itJRTPAfuIF15A .°' Date Received° .°._. dythilol k 98 lE a ! a Phone Conflictfr its owner's Name Crow Caside USA Owner Phone Number 23 -484 484 Owners address 451.1 N Himes flue 210..T In E 1 Owner Phone Number Fee Simple Trttehoider Name C Casda GT Com nC Owner Phone Number WORK PROPOSED El NEw CONSTR @AOOJALi E= SIGN DEMOLISH INSTALL REPAIR PROPOSED USE SFR Cl^^ �._.DT Comm OTHER TYPL. E OF CONSTRUCTION BLOCK FRAME STB.EL W�tmst LtwC ar' tt�. (ui na �t aR ria � DESCRIPTION OF WORK BUILDING SIZE -14 FOOTAGE= HEIGHT BUILOING S � VALUATION OF TOTAL CONSTRUCTION ELECTRICAL S AMP SERVICE C3 PROGRESS ENERGY WR.E.C. PLUR48ING � MECHANICAL VALUATION OF MECHANICAL INSTALLATION ;� y GAS ROOFING SPECIALTY FINISHED FLOOR ELEVATIONS FLOOD ZONE AR YES NO, t. wv.m.wuo-n«x SUILDER CO. ANY SIGNATURE n sAao Address 1040 NE 16th SheL QWa E(. 34470 ELECTRICIAN COMPANY �G eId >*1ia LLC SIGNATURE REGISTstm Address 1612 NE 6th Ave, Ocilla FL 34470 Llcense # Gt 0t 15Q0 PLUMBER COMPANY PLUMB SIGNATURE COM .n Y t N ReE cU Y f N T E=== .,..3_ �� Address License # l MECHANICAL COMPANY SIGNATURE �.�,,......�,»,�,..,..,...�,,...._�:.,n.,.� � t t:Pt tcuRe. Y14 Address _.................. Lioersaill' .,»-.... .. .. OTHER SIGNATURE E=== REWSTERED NY Address License# RESIDENTIAL Attach (2) Plot Plans: (2) sets of Building Plans: (1) set of Enargy Forms; R-O W Permit it W now coratruction, Mimmum ten (10) working days OW submittal date. Required onsite, Construction Plans, Stortmemor Plans wi Sin Fence installee, Sanitary Facilities a t dumpster; Site Work Permit for subdivisionsAarge PrpjccAs COMMERCIAL Attach (2) complete sets of Building Plans plus a Life Safety Page; (1) set of EnetrW Forms.. R-O-W Parmit for now construction Minimum ten (10) working days after submittal date. Required made, Construction Plans. Siamusater Plans vwt Sift Fares installed, Sanitary Facilities S 1 dumpster Site Work Permit for all new sesects. All commemial requirements must more compliance SIGN PERMIT Attach (2) sets of Engineered Plans —PROPERTY SURVEY required for all NEW eonstwolion Fill out application completely. Owner $ Contractor sign back of application, noler-mcl If over 1129all, a Notice of Commencement is requirocL, (AtC upgrades over 97g Agent (for the contractor) or Power of Ati y (for the owner) would be someone with notarized letter from owner authorizing same OVER THE COUNTER PERMITnNG (copy of contract required) Hereof$ if shingles Sewers Service Upgrades AtC Fences (PI urvey?Footago) Driveways -Not over Counter if on public roadways..needs ROW 813-780-0020 City of Zephyrhiffs Permit Application lion Fax-M-78 1 Building Department ti T Notary Public Commission No, Ma¢st�taeNoe pnno6csrsca%mPea.... otary Public Commission W 0 4 a �° &a�c ilto �.aw ■ wireiess SHEETINDE SHEET NO, SHEET TITLE T-1 TITLE SHEET A-1 OVERALL AND ENLARGED SITE PLAN A-2 ELEVATION, ANTENNA LAYOUT AND SCHEDULE A-3 EQUIPMENT PLATFORM AND H—FRAME DETAILS A-4 EQUIPMENT DETAILS A-5 EQUIPMENT DETAILS A-6 EQUIPMENT DEIALS E-1ELIScrRICAL/FIBER ROUTE PLAN AND NOTES E-2 ELECTRICAL E-3 ELECTRICAL ONE—UNE—FAULT CALCS & PANEL SCHEDULE G-1 GROUNDING PLANS AND NOTES G-2 GROUNDING DETAILS G-3 GROUNDtw. DETAILS RF-1 RIF CABLE COLOR CODE —1 LEGEND AND ABSREMTIONS 2 GENERAL NOTES GN-3 GENERAL NOTES GN-4 GENERAL NOTES SCOPE OF WORK APPROVED EQUIVALENT CONTRACTOR SKUL 3 :EEN 0.t r # r PROJECTS1. St THE E ERALLY CONSISTS OF «.. TOWER M #- • INSIALL (23) PROPOSED ANTENNA MOUNTS (I PER SECTOR) NSTALL PROPOSED JUMPERS PROPOSEDPER OR) PROPOSEDINSTALL (1) PROPOSED OVER VOLTAGE PROTECTION DEVICE (OVP) INSTALL (1) HYBRID CABLE GROUND SCOPE OF INSTALL (1) PROPOSED PLATFORM INSTALL (1) PROPOSED ICE BRIDGE PROPOSED PPC CABINET PROPOSED EQUIPMENT PROPOSED • E' CONDUIT INSTALL (1) PROPOSED E #.# LSE' O INSTALL (1) PROPOSED GPS UNIT RMALL (1) PROPOSED SAFETY SWITCH (IF REQUIRED) INSTALL (1) PROPOSED FIBER NID (IF REQUIRED) DISH Wir*Wm LLC. TO UTILIZE EXISTING EMPTY METER SOCKEr UNDERGROUND SERVICE ALERT - SUNSHINE 811 NOTIFICATIONUTILITY s s — # # CONTRACTOR SHALL VERIFY ALL PLANS. OWNG DIMENSIONS. AND CONDITIONS ON THE JOB SITE. AND SHALL IMMEDIATELY NOTIFY THE ISIMEER IN WRITING OF ANY DISCREPANCIES BEFORE PROCEEDING WITH THE WORK SITE INFORMATION PROJECT DIRECTORY CROWN PROPERTY OWNER. LLC APPUCANT, DISH WIRELESS, L.L.C. ADDRESS: PMB 353 4017 WASHINGTON RD 5701 SOUTH SANTA FE DRIVE MCWJRRAY, PA 15317 UTTLE110K 00 80120 d sh TOM TYPE. SELF SUPPORT ID: SIMS TE CANONSBURG, PA 15317 5701 SOUTH SANTA FE DRIVE CROWN CASTLE 557031 i8 377 LITTLETON, CO 80120 APP NUMBER. PASCO SITE DESIGNER: KIMLEY-HORN & ASSOCIATES 3875 EMBASSY PKWY, SUITE 280 LATITUDE (HAD 83): 28° 13° 40.6* N AKRON, ON 44333 28.2V N (216) 7771 LONGITUDE (NAD 83): ST 10° 45.6* W REGISTRY NO. 896 82.179333° W KlmleylMorn ZONING JURISDICTION. FL — CITY OF ZEPHYRHIU.S SITE ACQUISITIOW. ANTONIOARROYO—MONROYODISH.COM REGISTRY NO. 696 ZONING DISTRICT: N/A 421 FAYETEVILLE ST, SUITE 600 CONSTRUCTIONRANDY CLARK RALEIGH, NO 27601 PARCEL NUM 14-26-21-0010-017OD-0011411 RANMCLARKODISH.COM OCCUPANCY GROUP: U RF ENGINEER WILLIAM COMPTON CONSTRUCTION TYPE: II—B Ws ON H. %% � p 1 IIY j POWER COMPANY: PROGRESS ENERGY — FLORIDA'o¢ s TELEPHONE P FIBER q }� DIRECTIONS .10 TE AU DIRECTIONS FROM ZEPHYRHILLS MUNICIPAL AIRPORT- x HEM SOUTHWEST ON SOUTH AVE TOWARD AIRPOfIT RO �,'b" < x�. rR I x TURN RIGHT AT THE 1ST CROSS STREET ONTO A AVE���� � � "t x TURN LEFT �A � x DESTINATION WILL BE ON THE RIGHT IT IS A WOLATI ON OF LAW. FOR ANY PERSON. UNLESS THEY ARE ACTING UNDER THE DIRECTION OF UCERSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. EXISTING 13'-10" ACCESS GATE EXISTING DRAIN SEErgi ENLARGED SrTE PLAN EXISTING EXISTING _011 X 10l-011 5'-0" X PAD GEN PAD/ EXISTING 7'-0- X GEN PAD EXISTING E X STJR 4'-0" X 11'— 10" 5 —01, PAD PAD ES EXISTING 10'-0" X 20'-0" BUILDING EXISTING 8'-0" X 14'-0" BUILDING 0 0 0 EXISTING TRASH BINS F= E EXIST NG EXISTING 3 _8" X 16'-0" CHAIN LINK FENCE LPG TANK PAD/AREA7 �k t Ill-, EXISTING 32'-5" X 47'-5" BUILDING/PAD/AREA EXISTING 5'_O" X 10'-0' PAD/AREA eI EXISTING 4'-0" X 9'-B" n I GEN PAD EXISTING 7'-0" X 13'-D" PAD/AREA - EXISTING LPG TANK EXISTING 12'-D' X 15'-G" PAD EXISTING _ 5 UTILITY H-FRAME (TYP.) EXISTING ICE BRIDGE (Typ.) EXISTING I V _6" X 20'-0" BUILDING I�!_ EXISTING ACCESS GATE EXISTING 11'-8" X 2�'—O" BUILDING EXISTING 8 _G" X io'—o" GEN PAD/AREA EXISTING UTILITY PAD 12' 8' 4' 0 To' 20' 77 z "411 1. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS. 2. CONTRACTOR SHALL MAINTAIN A 10`--O� MINIMUM SEPARkTION BETINTEN THE PROPOSED GP$ UNrT, TRANSMrTTING ANTENNAS AND E)=NG CPS UNITS. 3. ANTENNAS AND MOUNTS OMITTED FOR CLARITY. V*elm- 5701 SOUTH SANTA FE DRIVE LITTLETON, GO 80120 EXISTING SELF SUPPORT TOWER 1.12" 6" 0 1' 2' 3' — 4 1 ' 5' 6' 7' 1 3/8�1•-0. 2 1 SITE PLAN I NO SCALE 1 3 Kimley)))Horn REGISTRY NO. 696 421 FAYETTEVILLE ST, SUITE 600 RALEIGH, NO 27601 0 . . . 911A %N%% jt� 1 r fVV —'­ 0, 7 41 CC /ij T OK Z op C) t Alit A F I IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESWNAL ENGINEER, TO ALTER THE DOCUMENT. DRAWN BY: ICHECKED BY. APPROVED, BY XQD RFDS REV #: - - - CONSTRUCTION DOCUMENTS SUBMITTALS REVI DATE I DESCRIPTION A 107/09/20211 MM FOR MIEW 0 197/26/='Il MM FOR 001IMIMMION A&E PROJECT NUMBER KHCLE-14137 DISH Wireless L.L.C. PROJECT INFORMATION ORTPA00215A 38522 A AVE ZEPHYRHILLS, FL 33542 SHEET TITLE [OVERALL AND ENLARGED SITE PLAN - DISH Mralm LLC. TEMPLATE VERSION 36 — 07/02/2021 NOTE EXISTING LIGHTNING ftOD 8'-D' TIP 6F LIG TOP EL ®3G4'-C" AGL Al 1. CONTRACMESRU FIMRMFY ALL DIM 2. NA AND EXISTING TOWER TOP EL 9 285'—O" AGL DISH V LLC. NA 1 TOTAL 3) dwsh ANTENNA SCHEDULE D TA FIB N RFDS FOR ALL RIF EXISTING EC1UiPMENT RAD CENTER 283'-0" AGI PRiDPOSED DISH Wiralaas LLC. RRH 3. DGSTING EQUIPMENT AND FENCE OMITTED FOR EXISTING EOU PMENT (RYP 2 PER SECTOR, TOTAL 6) CLARITY. RAb CENTER 9 27T-0' P.GL 5701 SOUTH SANTA FE DRIVE LITTLETON, CO 80120 PROPOSED DISH Wkelow LLC. -70—MOUNT 1 PER SECTOR, TOTAL 3j L.L.C.PROPOSED DISH Wtr� OVP DEVICE EXISTING EQUIPMENT RAD CENTER ® 239'-0" AGL Horn EXISTING SELF-SUPPORT TOWER 9" REGISTRY N6 96 ATENNAS EXISTING PANEL N �1 421 FAYETTEVtiLE ST, SUITE 640 RAD CENTER 21s'—o" AGL RALEIGH, NC 27601 EXISTING PANEL ANTENNAS RAD CENTER ® 210'-0" AGL\,-F B EXISTING PANEL ANTENNAS RAD CENTER >. 203'-0" 3' AGL 3_, n' EXISTING PANEL ANTENNAS RAD CENTER @ 195'-0" AGL „ , - „- „ .,."'°",' _; B EXISTING :PANEL ANTENNAS RAD CENTER ® 180`-0" AGL fCc EX7V .G PANE RAD CENTER 177'-G" AGL„ y (3) PROPOSED DISH Wireless L.L.C.A"1 RAD CENTER 0 148'- rT IS A VIOLATION OF LAW. FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO. ALTER THIS DOCUMENT. (1) P Wi PROPOSED DISH Wirelow E L.L.C.DRAWN BY: CHECKED BY: APPROVED BY: L.L.C. HYBRID CABLE ON EX61M EXISTING SELF—SUPPORT TOWER MCK ---- WAVEGUIDE LADDERXOD RFDS REV #: --- 12, 6' o 1' 2' 3' 1 CONSTRUCTION ANTENNA LAYM 2 DOCUMENTS SUBMITTALS ANTENNA ON CABLE REVDATE DESCRIPTION SEEasTm_ MODEL PROPOSED NUMBER TECHNOLOGY SIZE ( CENTERLENGTHA OF 1 SUED MR RBMW AlALPHA J 21 Sim 72.0' x 20.0' C° 1 —0' D a7j r (1) HIGH —CAPACITY BETA 81 PROPOSED JMA — MX08FRO665-21 SO 72.0°' x 2D.O' 12V 148'-0' HYBRID CABLE (181° ) GAMMA C1 PROPOSED J — 685-21 50 72.0' x 20,0' 240' 148'-0' A&E PROJECT NUMBER KHCLE-14137 RRH DISH Wireless L.LC. PROJECT INFORMATION SECTOR POSITION MANUFACTURER — MODEL TECHNOLOGY PROPOSED DISH Wirelow LLC. ICE 1. CONTRACTOR TO TO FINALCONSTRUCTION ALL RF ORTPA00215A L.L.C.PROPOSED DISH Wirelaw GPS UNIT Al FUJ - TA0800-8804 5G DE&AIM A AVE ALPHA - 2 D Y C DUE TOEQUIPMENT38522 ALL EQUIPMENT MUST BE NESAPPROVED D AVAIREM CHATHE ZEPHYRHILLS, FL 33542 P ED DISH WI L.L.C.- Al FW - T 25- 5D N IITY. CO E G OSED DESIGD ENT PROPOSED STEEL PLATFORM 81 FTJJ — TA08025—BW4 5G A SHEET TITLE BI FWITSU - T O W ELEVATION, ANTENNA C1 FVJ - T 25- 5G LAYOUT AND SCHEDULE GAMMA i C1 FUJ — T SO SHEET NUMBER r PROPOSED SOUTH EEEVABO 16' 12' S' 4' 0 16' 32' � ANTENNA SCHEDULE NO SCALE 3 1J16 "=S'-o" DISH W LLC. TEMPLATE VERSION 36 — 07/ 1 - 7,µ 0» EQUIPMENT PLATFORM/LEASE AREA 1®-0" 2-0" 1`-2`° 2'-10° 1, CONTRASTOR TO BURY PLATFORM FEET WITH A MINIMUM OF 2' OF FILL PER EXISTING SITE SURFADE PROPOSED LLC. e� o 2 ER FABRIC TO BE AT DISCRETION OF DISH PROPOSED Wi LLC. CONSTRUCTION AT TIME OF — } CTION. ONE 8'x8' INSTALLED UNDER ALL FOUR PROPOSED DISH Wlrel L.L.C. r i LLC. CR5 FEET OF THE PLATFORM (4 ML SliCK PLASTIC) fr I II P1l,OSED UNif 3. EQUIPMENT 8INEr OMITTED FOR CLARIIY PROPOSED DISH LLCM PROPOSED DISH WireM LLC 5701 SOUTH SANTA FE DRWE „ ea SAFETY SWITCH,SPACE H FRAA§E LITTLECON, CO 80120 , #ECF IF REQUIRED. El Ifs ppoossos PROPOSED DISH WIreIee L.L.C. n;A 4 U 117 00 FIBER ENCLOSURE #;t e ! i �'' PREltECTTYE II V biET PROPOSEDDISHWIrIeLLC. �__ IND. IF i e o t REGfSTRYN O. 696 # PROPOSED DISH Wig LLC. „ 1 ➢I II � LLC. EQUIPMENT H—FRAME 421 FAYEiTEVILLEST, SUITE 600 m ff €' EQUIPMENT PLATFORM RALEIGH, NC 27601 6H I DISH Wwek s I L 12"9'6'3' 0 t' 2' 11 LLC. PLATFORM EQUIPMENT PLAN h II 1 Il INSTALL IF 9t9 COMMSCOPE MTC4045LP ICOMPANY ee\- 5X7 PLATFORM Ef B - i ,� -"a DIMENSIONS(H6004) 1Cx84"x6O" SIDE — 5' LEMON BAR fi " "� i 1 n o n aK o I f I PVC CONDUIT(TYP} ,�,. € $ g mom TOTAL HT 423 LBS `°'I yyam , �w a S i I a%��, „ eo°o � „" PROPOSED DISH Wireless 1 GC TO PROVIDE EXTENDED 4 °, u i r PLATTFORM PU.Al1FORM °sz m LLC.EQUIPMENTPCATFORM TFIREAD FOR` PLA'IFiJRkA IF ≥ n x t_a ,0 u� n 1 pA fl -i n�FOOTPAD av .FOOTPAD � IRED HEX3HT EX 1T" i U rc� i:_i i ,yw } BAR FINISHED t_9 o O } ga . BAR feR NNG 12` Gi7�E qua �f .-. 4 Mil WEED BARRIER (iYP) i ° a x w SIDE — 7° FFN(fT'M B4R IT IS A Vf01Ak1# EQUIPMENT PLATFORM FOOTPAD ANY PERsoN, i i s e i GRATING } UNLES OF A LICENSED OFESSIONAL ENGINEER, e e iwttd� ,< ., e TC ALTER THIS DOCUfiENT. FRONT ELEVATION Y C Y �� YwY 4 Y✓% zui�,mta'"' '", a ,,,,e ;'., „ ' q ti °a * DRAY�N BY; CHECKED BY:APPROVED BY' 7O TO EQUI LLC U ° MORE THAN tT DEGREE FROM PUATFf? X4D A4CK :RFDS REV CONSTRUCTION I PROPOSED DLH i DOCUMENTS PLATFQ Its DETAIL NO SCALE 2 IP18W LLC. EQUIPMENT H— SUBMOTALS I 'vz t 3 B REV DATE DESCRIPTION 2R COMMSCOPE TC4Q HF L.L.C. ' ---- o� UIVAL H-FRAME APPROVED EQENT , a € U I o e , NISTRUT/SUPPORT RAILS QTY 5 60' -- 59.74 IBs I o o ii ________ PIPE CAP ���� nrro :r A&E PROJECT NUMBER__________ t 1"T F I - -WELOMENT PIPE r,� ?EPd t}S(IRE °; E- KHCL NUMBER 7 1 DISH Wireless L.L.C. PROJECT INFORMATION J `� ORTPA00215A SUPPORT OOO 300 38522 A AVE �, PROPOSED DISH WIroIeoa " °�� " LLC. EQUIPMENT PLATFORM ZEPHYRHILLS, FL 33542 11 0 CALV. U— TS' —'—ft CONDUIT ) FINS® SHEET TITLE EQUIPMENT PLATFORM AND 4 MIL WEED BARRIER (TIP) H-FRAME DETAILS BASE lE EQUIPMENT PLATFORM FOOTPAD ) SHEET NUMBER SIBE BACK ELEVATION fRA I}ETAIL (� S M E QUIPM NT ELEVATICBN t2"s"s"3'0 1 2 5 DISH WIraleos LLC. TEMPLATE VERSION 36— 07/02/2021 L.L.C. TBFtATE VOMM 36 - (Y7/02/2D21 PATE QPSDL®TMQ-SPi-4DQ13 �.75 0 DIM ) /INCH 3.r 075 fEIAA - LE - N-FREQUENCY :h H C) zoo R" ` �_._ _ x", 4�/� �'4* sn f WEIGHT W/ACCESSORIES COINNEGM RANGE 5701 SOUTH SANTA FE DRIVE 1 gP LITTLETON, CO 8012D U S (4 A CONDUCTORS) (6 A S) GpS BE BELOW 17 two REGISTRY NO, 696 6 421 FAYETTEVILLE ST, SUITE 600 (8 AWG CDNOLICTORS) RALEIGH, NC 27601 25 JYJALL NO SCALZ1 BPS MINIMUM SKY VIEW E2EQU6REPEhITS CABLES UL6 ITED HYE�?A�LENO SCALE 2 MINIMUM BEND RADIUSES � � o g�4 1 m m r) R IT IS VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. DRAWN BY: CHECKED BY:APPROVED BY: XQD NICK ___ REDS REV: _— CONSTRUCTION DOCUMENTS 6VDT USED NOT USED 140 SCALE SUBMITTALS REV DATE DESCRIPTION A 0 07/28 0 A&E PROJECT NUMBER KHCLE-14137 DISH Wireless L.L.C. PROJECT INFORMATION ORTPA00215A 38522 A AVE ZEPHYRHILLS, EL 33542 SHEET TILE EQUIPMENT DETAILS SHEET NUMBER T USEDNO SCALEI�QT NO, SCALE'j 9 DW W LLC. TBAPLAIE VERSION 36 — 07/02/2021 LLC. TDAPIASE V8MM 36 - 07/02/2021 NOTES 1. CONTRACTOR SHALL FIELD VERIFY ALL PROPOSED UNDERGROUND UTILITY CONDUIT ROUTE, 2- ANTENNAS AND MOUNTS OMITTED FOR CLARITY 3. THE GROUND LEOSE DOES NOT SPECIFY OLR UTILITY RIGHTS. PWRAND fWFATH DEPICTED ON A-1 AND E-1 ARE BASED ON BEST AVAILABLE INFORMATION INCLUDING BUT NOT LIMITED TO FIELD VERlFrATION, PRIOR PROJECT DOCUMENTATION AND OTHER REAL PROPERTY RIGHTS DOCUMEKM WHEN INSTAILUNG THE UTILITIES PLEASE LOCATE AND FOLLOW EXISTING PATH IF EXISTM PATH IS NOT AN OPTION, PLEASE NOTIFY MOWN CASTLE REAL ESTATE AS FURTHER COORDINATION MAY BE NEEDED m 12' 8' 4' 0 10, 3/32'=9'-O" 1. CONTRACTOR SHALL INSPECT THE EXISTING CONDITIONS PRIOR TO suBmrTTING A BID. ANY QUESTIONS ARISING DURING THE BID PERIOD IN REGARDS TO THE CONTRWTWS FUNCTIONS. THE SCOPE OF WORK, OR ANY OTHER ISSUE RELATED TO THIS PROJECT 94ALL BE BROUGHT UP DURING THE BID PERIOD WITH THE PROJECT MANAGER FOR CLARIFICATION, NOT AFTER THE CONTRACT HAS BEEN AWARDED. 2. ALL EL.ECTRUL WORK SHALL BE DONE IN ACCORDANCE WITH CURRENT NATIONAL ELECTRICAL CODES AND ALL STATE AND LOO& CODM LAIM AND ORDINANCES. PROADE ALL COMPONENTS AND WIRING Sim AS REQUIRED TO MEET NEC STANDARDS. 3. LOCATION OF EQUIPMENL CONDUIT AND DEVICES SHOWN ON THE DRAWINGS ARE APPROXIMATE AND 94AIL BE COORDINATED WITH FIELD CONDITIONS PRIORTO CONSTRUCTION. 4. CONDUIT ROUGH -IN SHALL BE COORDINATED WITH THE MECHANICAL EQUIPMENT 70 AVOID LOCATION CONFLICTS. VERIFY WITH THE MECHANICAL EQUIPMENT CONTRACTOR AND COMPLY AS REQUIRED. 5 CONTRACTOR SHALL PROVIDE ALL BREAKERS CONDUITS AND CRCIJITS AS REQUIRED FOR A COMPLETE SYSTEM. S. CONTRACTOR SHALL PROVIDE PULL BDXES AND JUNCTION BOXES AS REQUIRED BY THE NEC ARTICLE 314. 7. CONTRACTOR SHALL PROVIDE ALL STRNN REDEF AND CABLE SUPPORTS FOR ALL CABLE ASSEMBLIES. INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTUREWS SPECIFICATIONS AND RECOMMENDATIONS. ALL DISCONNECTS AND CONTROLLING DEVICES SHALL BE PROVIDED WITH ENGRAVED PHENOLIC NAMEPIATES INDICATING EQUIPMENT CONTROLLED, BRANCH CIRCUITS INSTALLED ON, AND PANEL FIELD LOCATIONS FED FROM. 9. INSTALL AN EQUIPMENT GROUNDING cowxm IN ALL CONDUITS PER THE spEaFrATv4s AND NED 25D THE EQUIMENT GRDUNDM CONDUCTORS SHALL BE BONDED AT ALL JUNCTION BOXM PULL BOXES, AND ALL DISCONNECT SWITCHES AND EQUIPMENT CABINETS. 10. ALL NEW MATERIAL SHALL HAVE A U.L LABEL 11. PANEL SCHEDULE LOADING AND CIRCUIT ARRANGEMENTS REFLECT PosT-cohoRucTm EQUIPMENT. " 2- CONTRACTOR SHALL BE RESPONSIBLE FOR AS-BULT PANEL SCHEDULE AND SITE DRAWINGS. 13. ALL TRENCHES IN COMPOUND TO BE HAND DUO NO SCALE m 'mob. dw*5h . 5701 SOUTH SANTA FE DRIVE UTrLETON, CO 80120 Kimley)))Horn REGISTRY NO. 696 421 FAYETTEVILLE ST, SUITE 600 RALEIGH, NO 27601 p n D 0 _4 cc ­0 At -A A 0 A, 0 p % IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT, DRAWN BY: ICHECKED BY: jAPPROVED BY XCID MCK --- REDS REV #: - - - CONSTRUCTION DOCUMENTS SUBMrFTALS -.1 11-1—lu!AuLlmm. A&E PROJECT NUMBER KHCLE-14137 DISH Wireless L.L.C. PROJECT INFORMATION ORTPA00215A 38522 A AVE ZEPHYRHILLS, FL 33542 SHEET TITLE ELECTRICAL/FIBER ROUTE PLAN AND NOTES SHEET NUMBER E-1 DISH WIrsWw L.L.C. TEMPLATE VERSION 36 - 07/02/2021 4MILl "IMAMISIM-afl?] NO SCALE 1 3 ffailTATMEMPKI TRENCH TO ITS ORIGINAL CONDETMNS BY ETHM SEEDING Oft SODDING GRASS AREAS, OR REPLACING AMWT Oft CONCRETE AR&kS 'TO ITS ORIGINAL CROSS SEMION. 2- TR94CHING SAFETY. INCLUDING, BUT NOT UMffED TO SOIL CLASSIFICAWN, SLOPING, AND SHORING, SHALL BE GOVERNED ErY THE CURRENT OSHA TRENCHING AND EXCAVATION SAFETY STANDARDS. 3ALL CONDUITS SHALL BE INSTALLED IN COMPLIANCE WITH THE CURRENT RATIONAL EJEZTRIC CODE (NEC) OR AS REQUIRED BY THE LOCAL JURISDICTRK WHICHEVER IS THE MOST STRINGENT. loolfiv-1-11 # �m PROPO%SED, DISH Virelow L.L.C. rt # Kit UNSTRUT -------------- P�ROPOSED FFIBs P�ROMVIDER 1-1/4- FLEX CONDUITS g FIBER PROVIDER TO TERMINATE 1140.11" - POWEDER R TO FIER PROVINI TELCO, BOX OF HIT) ENCLOSURE PROPOSED DISH Wirehm LLC. a INSTALL 1-1/4* LIQUID TIGHT 12 AWG WERE (Ir TAIL) CONNECTORI� UL USTM. NILON MATMAJ, WITH O—RING Q4SXET RBER PROVIDER TO IINWALL I-1le FLEX CONDUITS BETWEEN PROPOSED Dr.H Wirshm L.L.C. FOR TELCO BOX & NID 10 AMP DISTRIBUTTION PROPOSED DISH Yfirelow L.L.C. TELCO FIBER ENCLOSURE PROPOSED DISH Witelow LLC 12 ANG VVIRE -Mu� Pi�iROPOSED DIISH Wittlew LLC. 1-1/2- FIBER TO CABINET PROPOSED DISH Wirehm LLC. PROPOSEit^ Wirelm L.L.C. POWER FROM cAaNEr----- 2* CONDUIT FROM COMMERCAL FIBER VAULT LIT TELCO BOX - INTERIOR WIR[Nrz LLY-QUT (OPTI a 'a�U.Nffi I i limliFIRISWIM 0 UTILtTy WARNING TAPE SAND BEDDING PER SITE WORK SPECIFICATIONS �w M�w ItiAl MEI W. -- MEN d w s h 5701 SOUTH SANTA FE DRIVE LITTLETON, CO 80120 Klmley>))Horn REGISTRY NO. 696 421 FAYETTEVILLE ST, SUITE 600 RALEIGH, NO 27601 Rd 4 TIE m IT IS A VIOLATION OF LAN FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. DRAWN BY: ICHECKED BY:JAPPROVED BY XQD I MCK — — — RFDS REV #: — — — CONSTRUCTION DOCUMENTS SUBMITTALS REV DATE DESCRIPTION A 07/00/2=1 1 SSUED FOR Fe" 0 107129/2=1 1 MMM FOR OMMOMM W��l DSH Wireless L.L.C. F PR6JECT INFORMATION ORTPA00215A 38522 A AVE ZEPHYRHILLS, FL 33542 SHEET TITLE ELECTRICAL DETAILS SHEET NUMBER E-2 I— BDI-11m I NO SQME 7 TNO SCALE DISH Wkeleft L.L.C. TEMPLATE VERSION 36 — 07/02/=l PROPOSED POWER PROTECTIVE CABINET 120/24OV, 1 PH, SERVICE RATED, UTILITY SERVICE ENTRANCE 120/240 VAC 1PH /1 /1 BAmp MAIN BREAKER WITH GENERATORINTERLOCKED GENERATOR CAMLOCK AIC (3) PROPOSED GEN PLUG 0.75' CONDUITS N SURGE SUPPRESS DE�9aCE 100KA S�i3/E 4OV GFCf vue 01 O2 aMk PROPOSED 2 #S, 1 #S CU GND. f IN CONDUIT# PER .. Y 94. . IASIARTICLE 8. ENERSYS NETWORK CABINET OZ* CONDUIT # 0.75" CONDUIT — 0.213 SQ. IN AREA # # #. 94 AREA hm CASNEr CONVENIENCE OUTLET CONDUCTORS (I CONDUIT). USING THWN-2CU. I j1O — r w IN TOTAL — 0.0633 SQ. IN coNDurr is ADEQUATE To _.WIRES, INCLUDING GROUND Wff, AS INDICATED ABOVE FOR .S 1;,. _4 RECITER CONDUCTORS (3 CONDUITS� USING UL1015. CU. 8 # SO. T <BAREGROUIND # , - 0.1234 # # ADEQUATE - 1WIRES, INCLUDING GROUND WIRF, AS INDICATED ABOVE, PPC FEED CONDUCTORS (I CONDUIT): USING THWN. CU. 9 3.0' SON 40 PVC CONDUIT IS ADEQUATE TO HANDLE THE TOTAL OF (4) WIRES, INCLUDING GROUND WIRF AS INDICATED ABOVE. i' MNCH CIRCUIT WIRING. SUPKYING RECMERS ARE TO BE RATED UL1015. IWO, Soov. AND PVC INSULATED, IN THE SIZES SHOWN s IN THE ONE —LINE DAORAhL CONTRACTOR MAY SUBSTITUTE UL1015 WIRE FOR THWN-2 FOR CONVENIENCE OUTLET BRANCH CIRCUIT SWAKIMS REQUIRED: # BREAKERSQUAREP/N:00120 m PROPOSED ENERSYS PANEL SCHEDULE VOLT AA#PS VOLT AMPS LOAD SERVED (WATTS} TRIP PHASE # TRIP {N1ATtS}. LOAD SERVED low ' � $ I Ile � "^ r S. IT IS A MLATKM OF LAW FOR ANY PERSON, UNLESS THEY ARE AC7iNG UNDER THE DIRECTION OF A LICENSED PROFESSION& ENGINEER, TO ALTER THIS DOCUMENT. DRAWN BY: CHECKED BY:APPROVED BY: XQD I MCK --- REDS REV #: --- CONSTRUCTION DOCUMENTS SUBMITTALS REV DATE I DESCRIPTION h 07/091 1 MWM FOR MM 0 071261 A&E PROJECT NUMBER KHCLE-14137 DISH Wireless LL,C. PROJECT INFORMATION ORTPA00215A 38522 A AVE ZEPHYRHILLS, FL 33542 SHEET CLECTRICAL ONE -LINE, FAULT .." "e SHEET NUMBER EASEL SCHEDULE NQj Q ED ' NO SCALE L.L.C. IMAMATE VERSION 36 — 07/02/2021 OR T- -- — - —' �twt sma= i'x rVIZ itl ak :21#SiA MiMij PROPOSED 4 xl2"xl j4` TINNED COPPER GROUND BUSSBAR " i - I q' f !� am-.1#111 EXOTHERMIC CONNECTION �TTEST ND ROD WITH INSPECTION SLEEVE CAL CONNECTION - - - - - - JSSTRANDED AING & INSLILWED GROUND BUS BAR EXISTING TOWER GROUND GROUND ROD —' —' — J2 AWG SOLID COPPER 'nNNED RING (FOLD VERIFY) INSULATORBUSS BAR EXISTING SST/GUY TOWER [ GROUNDING LEGEND SHOWN1. GROUNDING IS DIAGRAMMATICALLY BOND ICE RIDGE SUPPORT PO r GGROUND RING 2. CONTRACTOR SHALL GROUND AEQUIPMENT� COMPLETE EM GROUNDING i!:f COMPLIANCEf AND k . E.i BONDING REQUIREMENTSMANUFACTURERS SPECIFICATIONS. 3. ALL GROUND CONDUCTORS SHALL BE COPPER; NO ALUMINUM CONDUCTORS SHALL BE USED. GDITERIOR GROUND F #2 AWG SOLID COPPEX BURLED AT A DEPTH OF AT LEAST 30 INCHES BUM GRAMOR 6 INCHES BEIDW THE FROST--s E r D(TERIOR WALL OR TOWER GROUND rws#, THE GROUND Fj4G SYMEMINSTALLED k AN ANTENNA TO"S:C.. k !' 4'w Y' i �35. � i1k ' ♦' f Y k k '♦ k t k# ^'.'G' k k f'a.. PERIMETER OF .I ARE.A. ALL NON-TELECOMMUNICATIONSak MErAL=UC OBJECTS FOUND WITHIN A SITE SHALL BE GROUNDM TO THE INTERIORGROUND RING WITH J6 AING STRANDED GREEN INSULATED CONDUCIM ;kNk To lbaEm mNpAfi is12 AWO SOLID TINNED COPPER 1,,• BONDS PROVIDED AT LEAST AT FOURINTERIOR GROUND RING,aC ED AT - ER OF BUILDING. /--'\ GROUND RM UL LISTED COPPER CLAD STEEL MINIMUM 1/2 DIAMETER BY EIGHT FEET LOW GROUND RODS SHALL BE INSTALLED WITH INSPECTION SLMM GROUND RODS SHALL BE DRIVEN TO THE DEPTH OF GROUND RING CONDUCTOR. CEILL REEMOM ONIM BAR: POW OF GROUND REFERENCE FOR ALL COMMUNICATIONS EQUIPMENT FR41M ALL BONDS ARE MADE WITH J2 AWG UNLESS WTEEI OTHERWISE STRANDED GREEN INSULATED COPPEEt CONDUCTORS BOND, M GROUND RING WITH (2) 12 S(= TINNED COPPER CONDUCTOn HATCH at! Cfflkk ...' am ) ERi' GROUND WIG WITH TWO #2 AING1;17M GREEN k�/ BOTH INSIJILATED COPPER CONDUCTORS. WHEN A KATCH-PLATE AND A CELL REFERNCE GROUND BAR AI% PRESENt, THE CROB MUST BE CONNECTED TO THE HATCH-PIATE AND TO THE INTERIOR GROUND III STRANDED k k " Y2 INSULATED COPPER CONDUC11ORS *ECONDUCTORS WITH AN EXOTHERMIC WELD AND INSPECTIONTO EVE ELC GROUND BOND TO BOTH CELLREFERENCE `k 'k BAR OR k' GROUND LAM BOND♦ BONDING POINTR TELECOM EQUIPMENTFRAMES SHALL BE THE GROUND BUS THAT Ibamm LINE DO=. METAL FRAMES, CABINETS AND INDIVIDUAL LJO UNITS LOCATED WITH THE REA TO OF THE E,, . E GREEN a COPPER BOND INTERIOR GROUND RING.THE nL FENCE AND GATE MUMM METAL F84CM WITHIN 7 FEET OF THE DGERIOR GRWND RING OR O&WTS BONDW M THE DITERICIlt GROUND FM SHALL BE BONDED M THE GROUND RING WITH A #2 AWO SOLID TINNED COPPER CONDUCTOR AT AN INTERVAL NOT EXCEEDING 25 FEET BONDS %IALL BE MADE AT EACH CATE POST AND ' ROM GATE OPIENINGS. V4tX Jr1 t EWD& VTALLIC OBJECTS EXTEIKAL s OR MOUNTED TO THE 13UUMBONDED OR ADDMONSI. 8 DISTRIBUTION CHANGES, BATTERY ADDITIONS. BATTERY REPLACEMENTS AND INSTALLATIONS OR CHANCES TO DC CONVERIM SMEMS IT SHAL1- BE REQUIRED THAT SERVICE CONTRACTORS VERIFY ALL DO POWER SYSTEMS ARE EQUIPPED WITH A MASTER DO SYSTEM RETURN CONDUCTOR FROM THE DO POWER SYSTEM COMMON RETURN BUS DIRECTLY CONNECTED TO THE C SITE REFERENCE "M ;I4 BAR TOM TOP COLLMOR BUSS BAR IS TO BE MECHANICALLY BONDED TO TOWER STEM - REFER M DISH Wireless LLC. GROUNDING NOTES. 5701 SOUTH SANTA FE DRIVE LITTLETON, CO 50120 REGISTRY NO. 696 421 FAYETTEVILLE ST, SUITE 600 RALEIGH, NO 27601 T DID a ti ^ I 3d a4 Arc >�o. " , A I IT IS A Z UNT PER., UNLESS THEY ARE DER THE DIRECTION OF A LICENSM PROFESSIDNAL ENGINEER, TO ALTER THE DOCWENr CONSTRIFCTIOAI DOCUMENTS DISH Wireless L.L.C. PROJECT INFORMATION ORTPA00215A SHEET TITLE GROUNDING PLANS AND NOTES SHEET NUMBER 1 TYPICAL ANTENNA 9RQQNj2Na2LAR] GRQUNUING KEY NOTES No SCALE 1 3 DISH WIrAm LLC. TEMPLATE VERSION 36 - 07/02j 1 �# cavaas ee "V. ecen tm ff a — ties/vs®cvca 1. EX07HERMIC WELD (2) TWO, #2 AWG BARE TINNED SOLID COPPER CONDUCTORS TO GROUND BAR. ROUTE CONDUCTORS TO BURIED GROUND RING AND PROVIDE PARALLEL EXOTHERMIC WELD. 2. ALL EXTERIOR GROUNDING HARDWARE SHALL BE STAINLESS STEEL 3/8- DIAMETER OR LARGER. ALL HARDWARE _ STAINLESS STEELs RS, COAT ALL SURFACES AN ANTI —OXIDANT COMPOUND BE 3. FOR GROUND BOND TO STEEL ONLY. COAT ALL SURFACES WITH AN ANTI —OXIDANT COMPOUND BEFORE 4. DO NOTSEND AND ALWAYS DIRECT GROUND CONDUCTOR SIDE.DOWN TO GROUNDING BUS. S. NUT & WASHER SHALL BE PLACED ON THE FRONT SIDE OF THE GROUND BAR AND BOLTED ON THE BACK 6. ALL MOUNDING ) EQUIPMENT TO BE : E1 AND INSTALLED BY CONTRACTOR. 7. THE CONTRACTOR SHAII BE RESPONSIBLE .. GROUND BAR AS 8. ENSURE THE WIRE INSULATION TERMINATION IS WITHIN 1/8- OF THE BARREL (NO SHINERS). [�i�L"Z�1 1#R,�lil''!•11►\�lilL 3LT' NOTE. MINIMUM OF 3 THRE-ADS S/S BOLT C") TO BE VISABLE (TV) +WASHER WASHER 2 HOLE LONG BARREL TINNED SOLID COPPER M I T EXTERNAL TOOTHED 3/8' DW x1 1/2' S/S NUT S/S LOCK WASHER-- p S/S Iao1.T (1 OF 2j 1/18' MINIMUM SPACING BARREL.CLOSED EXTERIOR TWO—HOLEHEAT CONDUCTOR BUTT UP INSULATION NST THE TOOTHED ED NAL INSPECTIONEL REQUIRED FOR SHRINKLEAR HFAT/—CONDUCTORBUTT UP INSULATION THE TO SHRINK tN CONNECTORI LE EL CONNECTORS RATED 3/8' DA xt 1/2' S/S NUT S/S LOCK WASHER WASHER T TINNED COPPER -----_---- TINNED _. COPPER S WAT GROUNDING BAR S/S BOLT (1 OF 2) 1/1r immmum SPACING III LITTLETON, CO 80120 �w N T um 1 No scAE 1 5 1 HQ m I No SCALE 1 6 Kimley)))Horn REGISTRY NO. 696 421 FAYETTEVILLE ST, SUITE 600 RALEIGH, NC 27601 N 3 7�&$ m m , Aki C 6 % %% 7T t5 R YfOEAi30N O ANY PERSON. UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSKiNAi ENGINEER, TO ALTER THIS DOCUMME DRAWN BY, ICHECKED BY: APPROVED B) x0l MCK -- RFDS REV #. --- CONSTRUCTION DOCUMENTS TS SUBMTTALS REV DATE DfSCRIPTfDN A 07/00/ 0 97/20 A&£ PROJECT NUMBER KHCLE-14137 DISH Vire}ess L.L.C. PROJECT INFORMATION ORTPA00215A 38522 A AVE ZEPHYRHILLS, FL 33542 SHEET TTTLE GROUNDING DETAILS SHEET NUMBER N T —UM NO smE 7 f 4T USED � NO SCALE 8 NO SCALE DISH Wkvtew L.L.C. TEMPLATE VERSION 36 — 07/02/ 1 RF JUMPER COLOR CODING 31e TAPE WIDTHS WITH 31e SPACING .� 1 2 PORT 3 4 1 $ 3 4 1 2 3SLANT LOW -BAND RRH - ¢ � � � { # - SLANTk SLANT (60GMHz N71 SASEBAND) + (85OMHz N26 BAND) + (70OMHz N29 BAND) - OPTIONAL PER MARKET '` �` H " H Y, ADD FREQUENCY COLOR T6 SECTOR BAND (CBRS WILL USE YELLOW BANDS) WD-BAND RRH - (AWS BANDS N66+N70) may° f ADD FREQUENCY COLOR TO SECTOR BAND (CBRS WILL USE YELLOW BANDS) HYBRID/DISCREET i EXONPLE 2 EXAMPLE 3 INCLUDE SECTOR BANDS BEING SUPPORTED ALONG WITH FREQUENCY BANDS EXAMPLE 1 - HYBRID, OR DISCREET, SUPPORTS ALL SECTORS, BOTH LOW -BANDS AND MID -BANDS YELLOW EXAMPLE 2 - HYBRID, OR DISCREET, SUPPORTS CBRS ONLY, ALL SECTORS FIBER JUMPERS TO RRHz LOW BMW RRH HIGH RAND RRH LOW BAND RRH HIGH BAND RRH LOW BMW RRH HIGH BAND RRH LOW -BAND RRH FIBER CABLES HAVE SECTOR STRIPE ONLY POWER CABLES TO RRHffi LOW BAND RRH HIGH BAND RRH LOW SAM RRH HIGH BAND RRH LON BAND RRH HIGH OAND RRH LOW -BAND RRH POWER CABLES HAVE SECTOR STRIPE ONLY m m is RET MOTORS AT AHTENNAS ANTEN14A 1 I ANTENNA I ANTENNA I ANTENNA j LOW 1N•' ® HIG ryN of ®f °IN ; f f H a/ MICROWAVE RADIO LINKS AZIMUTHFORWARD 0--120: OF 120-240 DEGREES FORWARD A23MUfH OF 240-360 DEGREES LINKS WILL HAVE A 1.5-2 INCH WHITE WRAP WITH THE AZIMUTH COLOR OVERLAPPING IN THE MIDDLE. ADD ADDITIONAL SECTOR COLOR BANDS FOR EACH ADDITIONAL MW RADIO. WHITE _ r MICROWAVE CABLES WILL REQUIRE P-TOUCH - T � Air LABELS INSIDE THE CABINET TO IDENTIFY THE WHkiE. WHTfff "WHITE WHITE WHITEWHITE LOCAL AND REMOTE SITE ID'S MR 0 -�- amr r. GlREEFt' WHITE WHITE TIE RF CABLE COLOR CODE� NO SCALE DISH Wiralow LLC. TEMFUTE VERSION 36 - 07/02/2021 OPTIONAL ( ) (N N7 H- d Nw sh CBRS TECH NEGATIVE SLANT PORT 5701 SOUTH SANTA FE DRIVE (3 ) LITTLETON, CO 80120 Yei-ow WHITE ALPHA SECTOR BETA SECTOR CAIWMA SE REGISTRY NO, 686 421 FAYETTEVILLE ST, SUITE 600 RALEIGH, NC 27601 CCLQR IDEIIT;I IER NO SCALE IT i5 A VIOLATION OF LAW FOR ANY PERSON, UNLESS. THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. DRAWN BY: CHECKED BY -APPROVED BY XQd I MCK --- RFDS REV #: --- CONSTRUCTION ry DOCUMENTS PIOT U�SEO140 SCALE} SUBMITTALS REV DATE DESCRIPTION A 07/ 1.ISMEDFORREMN Q 0'T 1 A&E PROJECT NUMBER KHCLE-14137 DISH Wireless L.L.C. PROJECT INFORMATION ORTPA00215A 38522 A AVE ZEPHYRHILLS, FL 33542 SHEET TITLE RF CABLE COLOR CODE SHEET NUMBER 1 T E 4 EXOTHERMIC CONNECTION CONNECTIONMECHANICAL Buss BAR INSULATOR CHEMICAL ELEmmync GROUNDINGSYSTEM TEST CHEMIM ELECTROLYTIC GROUNDING SYSTEM SINGLE DUPLEX RECEPTACLE DUPLEX CFCI RECEPTACLE RE (2) TWO LAMPS TD SMOKE DETECTION () EMERGENCY NG (DC) SECURITY LIGHT W ELL UTHONYk LED-1- /51K-SR4-12O-PE D LINK FENCE WOOD/WROUGHT RON FENCE WALL STRUCTURE LEASE AREA PROPERTY LINE (PL) SETBACKS CABLE ICE BRIDGE WkIM LINE UNDERGROUND POWER UNDERGROUND TELCO OVERHEAD POWER OVERHEAD TELCO UNDERGROUNDTELCO/POWER GROUNDABOVE POWER GROUNDABOVE TELCO ABOVE NDTELCO/POWER WORKPOINT W W W W —— — ® � — UGT — UGT — OMP- /P — /P - /P ® /P -- AGT/P /P — /P /P — W.P. XX X-X AS ANCHOR BOLT IN INCH ABV ABOVE INi INTERIOR AC ALTERNATING CURRENT LB(S) Q(S) ADDL ADDITIONAL LF LINEAR FEET AFF ABOVE FINISHED FLOOR LTE LOW TERM EVOLUTION AFG ABOVE FINISHED GRADE MAS MASONRY AGL ABOVE ND LEVEL MAX MAXIMUM AIC AMPERAGE INTERRUPTION CAPACITY ms MACHINE BOLT ALUM ALUMINUM MECH MECHANICAL. AL.T ALTERNATE MFR MANUFACTURER ANT' ANTENNA MGB MASTER GROUND SAN APPROX APPROXIMATE MIN MINIMUM ARCH ARCHITECTURAL MISC MISCELLANEOUS ATS AUTOMATIC TRANSFER SWIMH MIT. METAL AWG AMERICAN WIRE GAUGE MIS MANUAL TRANSFER SWITCH TT BATTERY MW MICROWAVE aw NG NEC NATIONAL ELECTRIC CODE am BLOCKING , NUMBER am SEAM III NUMBER EITC BARE TINNED COPPER CONDUCTOR NIS NOT TO SCALE SOF BOTTOM OF CAB CABINET OSHA OCCUPATIONAL. SAFETY AND HEALTH ADMINISTRATION CANT ED OPNG OPENING " CHG CHARGING P/C PRECAST CONCRETE CLG COUNG PCs PERSONAL COMMUNICATION GLzz POU CONTROL U NIT COL COLUMN PRC PRIMARY PAW ET Comm COMMON P POLARIZING PRESERVING POUNDS PER SQUARE FOOT CONSTIR CONSTRUCTION PSI POUNDS PER SQUARE INCH DEL DOUBLE PT PRESSURE TREATED DO DIRECT CURRENT PWR POWER CABINET DEPT DEPARTMENT ow QUANTITY OF DOUGLAS FIR RAD RADIUS ER DAG DIAGONAL REF REFERENCE DIM DIMENSION REINF REINFORCEMENT DWG DRAWING REQUIRED on DOWEL EA, EACH NET REMOTE ELECTRIC TILT EC ELECTRICAL CONDUCTOR RP RADIO FREQUENCY C RIGID METALLIC CONDUIT EL ELEVATION RRH REMOTE RADIO HEAD ELEC ELECTRICAL. RRU REMOTE RADIO UNIT EMT` ELECTRICAL METALLIC TUBING Y E SIAD SMART WTEGRATED ACCESS DEVICE EXT EXTERIOR Sim SIMILAR EN EACH SAY FAB FABRICATION SPEC SPECIFICATION SO SQUARE FF FINISH FLOOR FG FINISH GRADE SS STANLESS STEEL STD STANDARD FIF F E SCL STEEL FIN FI ED) TEMP TEMPORARY FDN FOUNDATION Tw TOWER MOUNTED AMPLIFIER FOC FACE OF CONCRETE TN TOE NAIL FOM FACE OF MASONRY TOA TOP OF ANTENNA FOS FACE OF STUD TOO TOP OF CURB FOW FACE OF WALL TOF TOP OF FOUNDATION FS FINISH SURFACE TOP TOP OF PLATE (P FT FOOT FTC FOOTING TOS; TOP OF STEEL TOW TOPOF WALL GA GENERATOR im TRANSIENT SUPPRESSION VOLTAGEGEN iYP TYPICAL GFCI ND FAULT CIRCUIT INTERRUPTER GLB E LAMINATED BEAM UG UNDERGROUND UL UN DERWRITERS LABORATORY GLV G&VANIZED UNO UNLESS NOTED GPS GLOBAL POS"ING SYSTEM UWTS UNIVERSAL MOBILE TELECOMMUNICATIONS GND GROUND LIPS UNITERRUPTIBLE POWER SYSTEM (DC POWER PLANT) GSM GLDBAL SYSTEM FOR MOBILE HOG HUT DIPPED GALVANIZEDVIF VERIFIED IN FIELD NOR HEADER W WIDE NOR HANGER Wf WITH HVAC HEOU'ATNTILATION/AIR CONDITIONING HT HEIGHT WP WEATHERPROOF IGR INTERIOR GROUND RING wr WEIGHT 5701 SOUTH SANTA FE DRIVE LITTLETON, CO 80120 m REGISTRY NO. 696 421 FAYETTEVILLE ST, SUITE 500 RALEIGH, NC 27601 IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. DRAWN BY- CHECKED BY: APPROVED B XQD I MGK I --- RFDS REV #: --- CONSTRUCTION DOCUAlEWITS I REV DATE � DESCRIPTION I ems. fii DISH Wireless L.L.C. PROJECT INFORMATION ORTPA00215A 38522 A AVE ZEPHYRHILLS, EL 33542 SHEET TITLE LEGEND AND ABBREVIATIONS DISH Wk*en L.LC. 7EMPtATE VERSION 36 - 07/02f 1 d lw S" amt On L".- r4tamy"fam a I kt� V as 0 LM Q, 5701 SOUTH SANTA FE DRIVE LITTLETON, CO 80120 ...i..� i' i ;,, . : i ._.... ..i.,. .. - � « .;. ,,•" ;• i -) • ;: ► } i ... :. : ,, *; .: i .. �. �:.,. REGISTRY NO. 696 ii i �. « .;.. _ ) _ _._' i i _ -. ► i . i .- :. i..i >. , RALEIGH, NC 27601 s : s- i • -- i s. - • . . • ►•`*� i` i ` s ► � ♦ •' ,_, � i � i' .. i. � �� li �ii II�!i II ��II �� Il�i�� •' i _ - ► " i - i - - • « � i t i • im i i` i f •. •` i i ti l ICI G i DER H 1 a w - ► i _ ' r i - - i �' " #..CONSTRUDESCRIPTION DOCUMENTS i'♦ i' _< i• ► "i* i •i i, ..> . it i : RAN i DISH Wireless L.L.C. PROJECT INFORMATION i it ;. ... .. . ,.. ♦ _, i" i . � ■� SHEET TITLE GENERAL NOTES i; SHEET NUMBER -. ILI CONCR e FOUIadATIJ�IS. D REINFORCING STEEL° 1. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE ACI 301, ACI 318, ACI 336, ASTM A184, ASTM A185 AND THE DESIGN AND CONSTRUCTION SPECIFICATION FOR CAST -IN -PLACE CONCRETE. 2. UNLESS NOTED OTHERWISE, SOIL BEARING PRESSURE USED FOR DESIGN OF SLABS AND FOUNDATIONS IS ASSUMED TO BE 1000 Psf- 3. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE EN (f'c) OF 3000 psi AT 28 DAYS, UNLESS NOTED OTHERWISE- NO MORE THAN 90 MINUTES SHALL ELAPSE FROM BATCH TIME TO TIME OF PLACEMENT UNLESS APPROVED BY THE ENGINEER OF RECORD. TEMPERATURE OF CONCRETE SHALL NOT EXCEED 90'f AT TIME OF PLACEMENT. 4. CONCRETE EXPOSED TO FREEZE -THAW CYCLES SHALL CONTAIN AIR ENTRAINING ADMIXTURES. AMOUNT OF AIR ENTRAINMENT TO BE BASED ON SIZE OF AGGREGATE AND F3 CLASS EXPOSURE (VERY SEVERE). CEMENT USED TO BE TYPE It PORTLAND CEMENT A MAXIMUM WATER -TO -CEMENT RATIO ('A'/C) OF 0.45. 5. ALL STEEL REINFORCING SHALL CONFORM TO ASTM A615. ALL WELDED MIRE FABRIC (YWF) SHALL CONFORM TO ASTM A185. ALL SPLICES SHALL BE C 'B" TENSION SPLICES, UNLESS NOTED OTHERWISE. ALL HOOKS SHALL BE STANDARD 90 DEGREE HOOKS, UNLESS NOTED OTHERWISE. YIELD STRENGTH (Fy) OF STANDARD DEFORMED BARS ARE AS FOLLOWS- #4 BARS AND SMALLER 40 ksl #5 BARS AND LARGER 60 ksI 6, THE FOLLOWING MINIMUM CONCRETE COVER SHALT_ BE PROVIDED FOR REINFORCING STEEL UNLESS SHOWN OTHERWISE ON DRAWINGS. • CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3* * CONCRETE EXPOSED TO EARTH OR WEATHER: * #6 BARS AND LARGER 2- * #5 BARS AND SMALLER 1-1/2- * CONCRETE NOT EXPOSED TO EARTH OR WEATHER- * SLAB AND WALLS 3/4* * BEAMS AND COLUMNS 1-1/2" 7. A TOOLED EDGE OR A 3/4" CHAMFER SHALL BE PROVIDED AT ALL EXPOSED EDGES OF CONCRETE, UNLESS NOTED OTHERWISE, IN ACCORDANCE WITH ACI 301 SECTION 4.2.4. ELEMIQ6L II,i r .. N NQ 1. ALL ELECTRICAL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS, NEC AND ALL APPLICABLE FEDERAL, STATE, AND LOCAL -# 2. GONDUTF ROUTINGS ARE SCHEMATIC. CONTRACTOR SHALL INSTALL CONDUITS SO THAT ACCESS TO EQUIPMENT IS NOT BLOCKED TRIP HAZARDS ARE EUMINATED. SEGREGATED3. WIRING, RACEWAY AND suppogr METHODS AND MATERIALS SHALL COMPLY WITH THE REQUIREMENTS OF THE NEC. 4. ALL CIRCUITS SHALL BE AND MAINTAIN MINIMUM CABLE SEPARATION AS REQUIRED BY THE NEC. 4.1. ALL EQUIPMENT SHALL BEAR THE UNDERWRITERS LABORATORIES LABR OF APPROVAL, AND SHALL CONFORM TO REQUIREMENT OF THE NATIONAL ELECTRICAL CODE 4.2. ALL OVERCURRENT DEVICES SHALL HAVE AN IN7ERRUPTING CURRENT RATING THAT SHALL BE GREATER THAN THE SHORT CIRCUIT CURRENT TO WHICH THEY ARE SUBJECTED, 22,000 AIC MINIMUM. VERIFY AVAILABLE SHORT CIRCUIT CURRENT DOES NOT EXCEED THE RATING OF ELECTRICAL EQUIPMENT IN ACCORDANCE WITH ARTICLE 110.24 NEC OR THE MOST CURRENT ADOPTED CODE PRE THE GOVERNING JURISDICTION. 5. EACH END OF I�VOW POWER PHASE CONDUCTOR, # TELCO CONDUCTOR OR CABLE LABELED COLOR -CODED #.. ELECTRICAL BRAND, PLASTICx ., EQUAL). THE IDENTIFICATION METHOD SHALL CONFORM WITH NEC AND OSHA. 6. ALL ELECTRICAL COMPONENTS SHALL BE CLEARLY LABELED WITH LAMICOID TAGS SHOWING THEIR RATED VOLTAGE� PHASE CONFIGURATION, WIRE CONFIGURATION, POWER OR AMPACITY RATING AND BRANCH CIRCUIT ID NUMBERS I[il.e. PANEL BOARD AND CIRCUIT 7. PANEL BOARD # NUMBERS) SHALL BE CLEARLY LABELED WITH PLASTIC LABELS. 8. TIE WRAPS ARE NOT ALLOWED. 9ALLPOWER # EQUIPMENT GROUND WIRING IN TUBING OR CONDUIT SINGIF COPPER CONDUCTOR OR OR RHW­2 INSULA11ON UNLESS OTHERWISE INSULATION10. SUPPLEMENTAL EQUIPMENT GROUND WIRING LOCATED INDOORS SHALL BE SINGLE COPPER CONDUCTOR (#6 OR LARGER) WITH OTHERWISE POWER11. POWER AND CONTROL WIRING IN FLEXIBLE CORD SHALL BE MUL11-CONDUCTOR, TYPE SOOW CORD (#14 OR LARGER) UNLESS OTHERWISE SPECIFIED. 12. AND CONTROL WIRING FOR USE IN CABLE TRAY SHALL BE MULTI-CONIDUCTOR, TYPE TO CABLE (#14 OR LARGER), WITH INSULATIONOTHERWISE CABLE13. ALL POWER AND GROUNDING CONNECTIONS SHALL BE CRIMP -STYLE. COMPRESSION WIRE LLIGS AND WIRE NUTS BY THOMAS AND BETTS (OR EQUAL). LUGS AND WIRE NUTS SHALL BE RATED FOR OPERATION NOT LESS THAN 75' C (90' C IF AVAILABLE). 14. RACEWAY AND OR LABELED 15. ELECTRICAL METALLIC TUBING (EMT). INTERMEDIATE METAL CONDUIT (IMC), OR RIGID METAL CONDUIT (RMC) SHALL BE USED FOR EXPOSED OOLOCATIONS. 16. ELECTRICAL METALLIC TUBING (EMT) OR MErAL-CLAD CABLE (MC) SHALL BE USED FOR CONCEALED INDOOR LOCATIONS. GRADE 17. SCHEDULE 40 PVC UNDERGROUND ON STRAIGHTS AND SCHEDUl E 80 PVC FOR ALL ELBOWS/90s AND ALL APPROVED ABOVE 18# N# # # BE # INDOORS AND OUTDOORS, VIBRATION FLEXIBILITYOCCURS OR t # 19. CONDUIT AND TUBING FITTINGS SHALL BE THREADED OR COMPRESSION -TYPE AND APPROVED FOR THE LOCATION USED. SET SCREW FITTINGS ARE # ACCEPTABLE. • BOXES AND WIRE WAYS SHALL BE LABELED FOR ELECTRICAL USE IN ACCORDANCE 21. WIREWAYS SHALL BE METAL WITH AN ENAMEL FINISH AND INCLUDE A HINGED COVER, DESIGNED TO SWING OPEN DOWNWARDS 22. SLOTTED WIRING DUCT SHALL BE PVC AND INCLUDE COVER (PANDUIT TYPE E OR EQUAL). 23. CONDUITS SHALL BE FASTENED SECURELY IN PLACE WITH APPROVED NON-PERFOPATED STRAPS AND HANGERS. EXPLOSIVE DEVICES �Le. POWDER -ACTUATED) FOR ATTACHING HANGERS TO STRUCTURE BE PERMITTED. FOLLOW PROXIMITYTHE STRUCTURE, MAINTAIN CLOSE # # DIRECTION ROUTE AROUND OBSTACLES SHALL BE MADE WITH CONDUIT oun.FT BODIES. CONDurr SHALL BE INSTALLED IN A NEAT AND WORKMANUI1 MANNEFL PARALLEL A A, AND PERPENDICULAR STRUCTURE WALL AND CEILING UNES. ALL CONDUIT SHALL BE FISHED TO CLEAR OBSTRUCTIONS. CONDUITS SHALL . .,.IICONCRETE,PLASTERDIF FROM .D., BE RIGIDLY CLAMPEDBOXES BY GALVANIZED ,.. IRON BUSHING ON INSIDE AND GALVANLZ MALLEABLE IRON LOCKNUT ON OUTSIDE AND INSIDE_ 24. EQUIPMENT CABINETS, TERMINAL BOXES, JUNC11ON BOXES AND PULL BOXES SHALL BE GALVANIZED OR EPDXY -COATED SHEET STEEL SHALL MEET OR EXCEED UL 50 AND BE RATED NEMA i (OR BETTER) FOR INTERIOR LOCATIONS AND NEMA 3 (OR BETTER) FOR EXTERIOR LOCATIONS. 25. METAL RECEPTACLE, SWrTCH AND DEVICE BOXES SHALL BE GALVANIZED, EPDXY -COATED OR NON -CORRODING; SHALL MEET OR EXCEED UL 514A AND NEMA OS 1 AND BE RATED NEMA 1 (OR BETTER) FOR INTERIOR LOCATIONS AND WEATHER PROTECTED (WP OR BETTER) FOR EXTERIOR NONMETALLIC26. RECEPTACIAND DEVICE BOXES SHALL MEET OR EXCEED NEMA # # AND BE RATEI #• FOR INTERIOR LOCATIONS AND WEATHER PROTECTED* OR EXTERIOR LOCATIONS. CONTRACTOR27. THE SHALL NOTIFY AND OBTAIN NECESSARY AUTHORIZATION# DISH Wireless LLC. AND CODESTOWER OWNER BEFORE COMMENCING WORK ON THE AC POWER DISTRIBUTION PANELS. 28. THE CONTRACTOR SHALL PRCIVIDE NECESSARY TAGGING ON THE BREAKERS, CABLES AND DISTRIBUTION PANELS IN ACCORDANCE WITH THE APPLICABLE # STANDARDS TO SAFEGUARD LIFE AND 29. INSTALL .. LABEL ON W- CENTER TO SHOW "DISH 5701 SOUTH SANTA FE DRIVE LITTLEfON, CO 80120 F. REGISTRY NO. 696 421 FAYE#TEVILLE ST, SUITE 600 RALEIGH, NC 27601 toDD 0 E N * l �r *�0 io IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER 7NE DIREC710N OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT: N ax A&E PROJECT NUMBER KHCLE-14137 DISH Wireless L.L.C. PROJECT INFORMATION ORTPA00215A 38522 A AVE ZEPHYRHILLS, FL 33542 SHEET TITLE GENERAL NOTES SHEET NUMBER N -3 LLC. TEMPLATE VERSION 36 - 07/02/2021 GROUNDING 1. ALL GROUND ELECTRODE SYSTEMS (INCLUDING TELECOMMUNICATION, RADIO, LJGHTNING PROTECTION AND AC POWER GES°S) SHALL BE BONDED TOGETHER AT OR BELOW GRADE, BY TWO OR MORE COPPER BONDING CONDUCTORS IN ACCORDANCE W1TH THE NEC. 2. THE CONTRACTOR SHALL PERFORM IEEE FALL-OF--POTENTIAL RESISTANCE TO EARTH TESTING (PER IEEE 1100 D 81) FOR GROUND ELECTRODE SYSTEMS, THE CONTRACTOR SHALL FURNISH AND INSTALL SUPPLEMENTAL GROUND ELECTRODES AS NEEDED TO ACHIEVE A TEST RESULT OF 5 OHMS OR LESS. 3. THE CONTRACTOR IS RESPONSIBLE FOR PROPERLY SEQUENCING GROUNDING AND UNDERGROUND CONDUIT INSTALLATION TION AS TO PREVENT ANY LOSS OF CONTINUITY IN THE GROUNDING SYSTEM OR DAMAGE TO THE CONDUIT AND PROVIDE TESTING RESULTS. 4. METAL CONDUIT AND TRAY SHALL BE GROUNDED AND MADE ELECTRICALLY CONTINUOUS WITH LISTED BONDING FIllINGS OR BY 5701 SOUTH SANTA FE DRIVE BONDING ACROSS THE DISCO NU #6 COPPER WIRE UL APPROVED GROUNDING TYPE CONDUIT CLAMPS. LITTLETON, CO 80120 5. METAL RACEWAY SHALL NOT BE USED E NEC REQUIRED EQUIPMENT GROUND CONDUCTOR. STRANDED COPPER CONDUCTORS WITH GREEN INSULATION, SIZED IN ACCORDANCE WITH THE NEC, SHALL BE FURNISHED AND INSTALLED D WITH THE POWER CIRCUITS TO EQUIPMENT. 6. EACH CABINET FRAME SHALL BE DIRECTLY CONNECTED TO THE MASTER GROUND BAR WITH GREEN INSULATED SUPPLEMENTAL EQUIPMENT GROUND WIRES, #6 STRANDED COPPER OR LARGER FOR INDOOR BTS; #2 BARE SOUD TINNED COPPER FOR OUTDOOR BTS. 7. CONNECTIONS TO THE GROUND BUS S NOT BE DOUBLED UP OR STACKED BACK TO BACK CONNECTIONS ON OPPOSITE SIDE Kim ley >)Horn OF THE GROUND BUS ARE PERMITTED. 8. ALL EXTERIOR GROUND CONDUCTORS BETWEEN EQUIPMENT/GROUND BARS AND THE GROUND RING S BE #2 SOLID TINNED REGISTRY NO. 696 COPPER UNLESS OTHERWISE INDICATED. 421 FAYETTEVILLE ST, SUITE 600 RALEIGH, NC 27601 9. ALUMINUM CONDUCTOR OR COPPER CLAD EL CONDUCTOR SHALL NOT BE USED FOR GROUNDING CONNECTIONS. 10. USE OF 90' BENDS IN THE PROTECTION GROUNDING CONDUCTORS SHALL BE AVOIDED WHEN 45 BENDS CAN BE ADEQUATELY SUPPORTED. 11. EXOTHERMIC WELDS SHALL BE USED FOR ALL GROUNDING CONNECTIONS BELOW GRADE. 4 # 12. ALL GROUND CONNECTIONS ABOVE GRADE (INTERIOR AND EXTERIOR) SHALL BE FORMED USING HIGH PRESS CRIMPS. 13. COMPRESSION GROUND CONNECTIONS MAY BE REPLACED BY EXOTHERMIC WELD CONNECTIONS. 14. ICE BRIDGE BONDING CONDUCTORS SHALL. BE EXOTHERMICALLY BONDED OR BOLTED TO THE BRIDGE AND THE TOWER GROUND BAR. 15. APPROVED ANTIOXIDANT COATINGS (i.e. CONDUCTIVE GEL OR PASTE) SHALL BE USED ON ALL COMPRESSION AND BOLTED GROUND =b CONNECTIONS. 16. ALL EXTERIOR GROUND CONNECTIONS SHALL BE COATED WITH A CORROSION RESISTANT �$ 17. MISCELLANEOUS ELECTRICAL AND NON—ELECTRICAL METAL BOXES, FRAMES AND SUPPORTS SHALL BE BONDED TO THE GROUND RING, IN ACCORDANCE WITH THE NEC. " ' S 18. BOND ALL METALUC OBJECTS IN 6 ft OF MAIN GROUND RING WITH (1) #2 BARE SOLID TINNED COPPER GROUND CONDUCTOR. TT 3S A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION. 19. GROUND CONDUCTORS USED FOR THE FACILITY GROUNDING AND UGHTNING PROTECTION SYSTEMS SHALL NOT BE ROUTED OF A LICENSED PROFESSIONAL ENGINEER, THROUGH METALUC OBJECTS THAT FORM A RING AROUND THE CONDUCTOR, SUCH AS METALLIC CONDUITS, METAL SUPPORT CUPS OR TO ALTER THIS DOCUMENT. SLEEVES THROUGH WALLS OR FLOORS. WHEN IT IS REQUIRED TO BE HOUSED IN CONDUIT TO MEET CODE REQUIREMENTS OR LOCAL DRAWN BY: CHECKED BY:APPROVED BY: CONDITIONS, NON—METALLIC MATERIAL SUCH AS PVC CONDUIT SHALL BE USED. WHERE USE OF METAL CONDUIT IS UNAVOIDABLE (i.e., NONMETALLIC CONDUIT PROHIBITED BY LOCAL CODE) THE GROUND CONDUCTOR SHALL BE BONDED TO EACH END OF THE METAL CONDUIT. XQD MCK 20. ALL GROUNDS THAT TRANSITION FROM BELOW GRADE TO ABOVE GRADE MUST BE #2 BARE'SOLID TINNED PP IN 3/4" REDS REV j: NON-METALLIC, FLEXIBLE CONDUIT FROM 24" BELOW GRADE TO WITHIN 3 6" OF CAD-WELD TERMINATION POINT. THE EXPOSED D OF THE CONDUIT MUST BE SEALED WITH SILICONE CAULK. (ADD TRANSIT'IONING GROUND STANDARD DETAIL AS WELL). CONSTRUCTION 21. BUILDINGS ERE THE MAIN GROUNDING CONDUCTORS ARE REQUIRED TO BE ROUTED TOAGRADE, THE CONTRACTOR SHALL ROUTE DOCUMENTS 'TWO GROUNDING CONDUCTORS THE ROOFTOP, TOWERS, D WATER TOWERS GROUNDING RING, TO THE EXISTING GROUNDING SYSTEM, THE GROUNDING CONDUCTORS SHALL NOT BE SMALLER 2/0 COPPER. ROOFTOP GROUNDING RING S BE BONDED TO SUBMITTALS THE EXISTING GROUNDING SYSTEM, THE BUILDING STEEL COLUMNS, LIGHTNING PROTECTION SYSTEM, AND BUILDING MAIN WATER LINE REV DATE DESCRIPTION (FERROUS OR NONFERROUS METAL. PIPING ONLY). DO NOT ATTACH GROUNDING TO FIRE SPRINKLER SYSTEM PIPES. A 0 (17/2/2021 A&E PROJECT NUMBER KHCLE-14137 DISH Wireless L.L.G. PROJECT INFORMATION ORTPA00215A 38522 A AVE ZEPHYRHILLS, FL 33542 SHEET TITLE GENERAL NOTES SHEET NUMBER DISH dre L.LC,IEMPLATE VERS0N 36 — 07/02/2021 CROWN Date: July 01, 2021 % J CASTLE Crown Castle 2000 Corporate Drive Canonsburg, PA 15317 (724)416-2000 Subject: Structural Analysis Report Carrier Designation: DISH Network Co-Locate Site Number: ORTPA00215A Site Name: FL-CCI-T-816298 Crown Castle Designation: BU Number: 816298 Site Name: ZEPHYRHILLS JDE Job Number: 649757 Work Order Number: 1981880 Order Number: 557031 Rev. 0 Engineering Firm Designation: Crown Castle Project Number: 1981880 Site Data: 38522 A Ave,Zephyrhills, Pasco County, FL Latitude 25° 1340.63", Longitude-82°10'456" 287.667 Foot-Self Support Tower Crown Castle is pleased to submit this "Structural Analysis Report" to determine�the st Ural integrity of the above-mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our aiatsis we have determined the tower stress level for the structuceandtourrdattOn, U erthefotlowng LoUd case, to k LC7: Proposed Equipment ConfigiTation Sufficient Capacity This analysis has been perf2rtned in accordance with the 2020 Florida Building Code, 7th Edition based upon an � ultimate 3-second gust wick speed of 138 mph. Applicable Standard references and design crtei1a ar fisted in Section 2 -'Analysis Criteria Structural analysis prepared by: Ryan T. Conway Respectfully submitted by: RAFAEL E.DEL TORO GOMEZ,P.E. b& l�443 �1l1� PROFESSIONAL ENGINEER LICENSE:80120 CROWN� t � CASTLE _ Rafael E. Del Toro Gomez, P.E. CERTIFICATE IC TE OF AUTHORIZATION 28970�� , ... . � Senior Project Engineer Po TATS fStlt tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCt BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2-Other Considered Equipment 3)ANALYSIS PROCEDURE Table 3 -Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 4 -Section Capacity (Summary) Table 5-Tower Component Stresses vs. Capacity- LC7 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations z vF tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 3 1) INTRODUCTION This tower is a 287.667 ft Self Support tower mapped by TEP. The tower has been modified multiple times to accommodate additional loading. 2)ANALYSIS CRITE I TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 138 mph Exposure Category: C Topographic Factor: 1 Se ice ind Speed: 60 mph Table 1 -Proposed Equipment Configuration Center Number Number Feed untine� Line Ante�ana of Antenna 'Model of Feed Lane Level eft) Elevation ' anufactaarer Eft) Antennas Lines Size(in) 1 3 1 fujitsu TA08025-8604 3 fujitsu TA08025-8605 148.0 148.0 3 jma wireless 1MX08FRO665-21 w/Mount Pipe' 1 1-112 1 raycap RDIDC-9181-PF-48 3 tower mounts Commscope MTC3975083 i fable 2-Other Considered Equipment Center Number Number Feed t�untin Line of Ante�ana Antenna Moriel of Feed Line Level (ft) Elevation anufai turer Antennas Lines Size(in) 290.0 2 dbspectra DS8A10F36U D 1 1/2 283.0 285.0 1 dbspectra ATS8TMA10 1 3/4 283.0 2 tower mounts Side Arm Mount[SO 306 1] 1 277.0 277 0 I _.__1 PADB 6 A 1 E65 1 tower mounts Pepe Mount[PM 601 1] 1 rfs celwave PAD6.59BC 239.0 239 0 ., ,2 1 E60 �1 tower mounts Pipe Mount[PM 601-1] 2 commscope NNHH-65B-R4 w/Mount Pipe 4 commscope SBNHH-1 D65B w/Mount Pipe 4 c commscope SBNHH-1D85B w/Mount Pipe 3 i ericsson RRUS 32 B30 215.0 I 15.0 3 3 ericsson RRUS 4449 85/812 3 3/8 3 ericsson RRUS 4478 B14 6 3/4 [ i 3 ericsson RRUS 8843 B21B66A 6 raycap DC2-48-60-0-9E 3 raycap 0O6 48 60 18-8C 3 tower mounts Sector Mount[SM 502 1] 1 rfs celwave PAD6 59BC 210.0 210 0 1 E60 1 i tower mounts Pipe Mount[PM 601 1] tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 4 &eater umber Number Feed untin Lire of Antenna Antenna Model of Feed Line Lmevel (ft) Elevation r�ter na anufactuarer Llr�e Slz (l� ( ] 206 0 3 commscope TTTT65AP 1XR w/Mount Pipe , 205.0 1 ericsson ANT2 0.6 11 HPX (TR) 1 ceragon FIBEAIR IP 20C 2 ifs celwave APXV9ERR18 C w/Mount Pipe 204 0 te a. � .... �� �� 1 ifs celwave APXVERR18 C w/Mount Pipe 1 ifs celwave I SC2 190BB 2 3/8 203.0 _ �_ _...... _. 1 3/16 3 encsson RRUS 11 B26A 1 1 3/8 3 ericsson RRUS 31 B25 2030 2 G ericsson TN11/2X 248T/256X HP ._tiu. 3 ; nokia FZHJ-RRH 9 ifs celwave ACU-A20-N 3 tower mounts Sector Mount[SM 503 1] 3 commscope FFHH 65C R3 w/Mount Pipe 1 3 ericsson AIR6449 B41T-MOBILE w/ Mount Pipe 195.0 195.0 ..._.e 3 � ericsson RADIO 4460 B2/B25 B66 TMO 11 1-5/8 3 ericsson RADIO 4480 B71 TMO 3 tower mounts Sector Mount[SM 502-1] 1 i ifs celwave PAD6 59BC 180.0 r 180.0 .. ..e __ . .� ...._. . 1 E60 1 tower mounts Pipe Mount[PM 601-1] 3 tower mounts Sector Mount[14.5 SM 404 1] 3 css X7CQAP-86 865-VRO w/Mount Pipe 3 ericsson 4449 1 11/4 177.0 3 177.0 3 E encsson 8843 6 jma wireless MC06FRO860 02 13 1 518 1 raycap 1 RHSDC 3315 PF 48 l jw.. raycap mmW RHSDC-6627-PF-48 3 vzw Sub6 Antenna w/Mount Pipe 3]ANALYSIS PROCEDURE Table 3 -Documents Provided Document Reference Source 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 7583548 $ CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 1063786 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 1136789 CCISITES 4-GEOTECHNICAL REPORTS 7489744 CCISITES 4-GEOTECHNICAL REPORTS 403319 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 1 7318394 CCISITES 4-TOWER MANUFACTURER DRAWINGS 7323090 CCISITES 4-POST-MODIFICATION INSPECTION 7924130 CCISITES 4-POST-MODIFICATION INSPECTION 2508399 CCISITES tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 5 LIII _ __Document Refere ice otirce 4-POST-MODIFICATION INSPECTION 2280102 j CCISITES 3.1) Analysis Method tnxTower (version 8.1.1.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 standard. 3.2) Assumptions 1) Tower and structures were maintained in accordance with the TIA-222 Standard. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Crown Castle should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 4-Section Capacity(Summary) Section critical F*P allow leatittt'(fit) orponerlt Type size P{iC) Pas 1 Fail Flo Element' (K) capacity Ti 287.667 280.084 Leg L5x5x5/16 3 -1.04 92.18 1.1 Pass T2 280.084 ( Leg L5x5x5/16 25 2.48 92.18 2.7 Pass 272.5 _ 272.5 T3 l 247.333 Leg L5x5x1/2 l 46 n4 13.45 184.64 7.3 Pass T4 247.333- Leg i L8x8x5/8 l 114 31.55 434 87 7 3 232.583 Pass T5 232.583 MzLeg L8x8x5/8 152 40.32 469.78 86 Pass 222.166 T6 209 583 Leg L8x8x5/8 189 -53.85 453.83 11.9 ? Pass T7 1209.583-197 r Leg L8x8x5/8 226 73.11 453.83 16.1 Pass T8 1 197 .181.3 Leg L8x8x1 1/8 263 -96.97 736.07 13.2 Pass 181.3 19 Leg L8x8xl 1/8 ; 300 130.18 814.22 16.0 Pass i 170.833 T10 170.833 3 Leg L8x8x11/8 337 155.53 72963 21.3 Pass 146.75 146.75 T11 121.667 Leg L7x7x3/4+(2)8"x1/2 398 -213.50 745.32 286 f Pass ;«..,..-. r.,z i...a....a. ........... Wes.... ......,,, ., .._..w,,,., .�.�. ,.... ate_ w.n v. ... .........n � Via.. -,.... :,. ..�. ...-. 121 667 112 96.5843 Leg L7x7x1 +(2)8"xl/2" 459 -276.50 867.57 31.9 Pass T13 96.5843-71.5 Leg 1 L7x7x1 +(2)8"x5/8" 522 -341 42 954.90 358 Pass T14 =71.5 51.417 Leg L7x7x1 +(2)8"x5/8" ` 583 -409.96 1000.29 41.0 Pass 115 F 51'417 Leg L7x7x1 +(2)8"x3/4 I 656 465.20 1090.35 42.7 Pass 31 334 T16 31.334-0 Leg L7x7x1 1/8+(2)PL 8x7/8 729 -464.34 1207.99 38.4 _ Pass Ti 287667 Diagonal 1 2L2 1/2x2x3/16x5/16 19 -1.04 28.02 3.7 Pass 280 084 T2 280.084 Diagonal 2L2 1/2x2x3/16x5/16 33 -322 26.62 12.1 Pass tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 6 ��Ctif)!1 �r"sticai. SF�p '..allcaw ' °fa �llevation(₹t) Cc m}�craent Type Size P(l } _ Pass I Fail die. Elesries�t (l{} Capacity 272.5 T3 j 272.5 247.333 Diagonal 1 2L2 112x2 1/2x1/4x5/16 71 7.75 35.04 221 Pass T4 23235 3 1 Diagonal 2L3x2 1/2x1/4x1/4 133 I 8.70 49.29 i 17.6 z Pass 232 583T5 { 222 9fi6 Diagonal 2L2 1/2x3x114x1/4 170 11.36 56.93 19.9 Pass �. ..... _ . ._ 222.166- T6i Diagonal 2L2 1/2x3 1/2x1/4x5/16 1 207 -15.03 56.14 26.8 Pass 209.583 T7 1209.583-197 Diagonal 2L2 1/2x3 1/2x1/4x5/16 250 -17.70 53.55 33 1 Pass T8 197 181.3 Diagonal 2L 3 1/2 x 4 x 1/4 x 1/4 281 25.36 66.00 1 38.4 Pass 81.3 T9 1170.833 Diagonal 2L 3 x 3 1/2 x 114 x 1/4 321 23 33 65.04 35.9 Pass 170.833 T10 146.75 Diagonal 2L3 1/2x5x5/16x5/16 370 40.76 121 06 33.7 Pass 146.75- T11 121.667 Diagonal 2L3 1/2x5x5/16x5/16 431 44.78 113.00 39.6 Pass 121.667 T12 ' 96.5843 i Diagonal 2L3 1/2x5x5/16x5/16 492 47.25 108.76 434 Pass T13 196.5843-71.5 Diagonal 2L3 1/2x5x5/16x5/16 553 51.65 104.10 49.6 Pass T14 71.5 51.417 I Diagonal 2L 3 1/2 x 4 x 1/4 x 1/4 619 -47.05 { 68.78 68.4 Pass T15 51.417- 31.334 Diagonal i 2L3 112x4x5/16x112 692 i -48.60 88.93 54.7 1 Pass T16 i 31.334 0 } Diagonal 2L5x5x3/8 x1/2 782 -90.32 182.93 1 49.4 Pass 280.084 g i T2 272 5 Horizontal 2L2 1/2x2x3/16x5/16 i 32 1.88 42.82 I 4.4 Pass T3 2477 333 2.5 ? Horizontal 2L2x2x3/16x5/16 70 -3.83 28.93 13.2 Pass T4 2232 583 Horizontal 2L2 1/2x2x3/16x5/16 132 6.18 ; 33.24 18.6 Pass 32. 232.583- T5 222166 Horizontal 2L5x3 1/2x5/16x5/16 169 -7.13 139.86 5.1 Pass 222.166 T6 209.583 Horizontal 2L3x2x3/16x5/16 206 8.63 28.68 30.1 1 Pass T8 197- 181.3 Horizontal 2L5x3x5/16x5/16 € 280 14.81 103.62 143 Pass 181.3- T9 Horizontal ? 2L6x3.5x5/16"x5(16 317 17.21 112.32 15.3 Pass 170.833 170.833- T10 146.75 Horizontal 2L3 1/2x2 1/2x1/4x5/16 364 19.83 1 43.83 452 Pass 146.75 T11 121.667 Horizontal 2L5x3 1/2x5/16x5/16 425 -22.97 101.57 22.6 i Pass 67- T12 196.56843 Horizontal 2L4x3x1/4x1/4 486 25.74 G 46.82 55 0 Pass T13 96.5843 71 5 Horizontal 2L4x3 112x5/16x114 547 29 91 63.59 47.0 Pass T14 i 71.5-51.417 Horizontal 2L3 1/2x2 1/2x1/4 1 612 32.04 ' 65.38 49.0 Pass 51.417 Horizontal 2L3 1/2x2 1/2x1/4 685 34.07 59.21 57 5 Pass T16 31.334-0 Horizontal 2L6x4x7116x112 774 -64.00 230.96 27.7 Pass 287.667 Ti 3 280-084 Top Girt L3x2 1/2x1/4 7 1 -0.55 30.04 1.8 Pass 084 T3 247,333 Top Girt L5x3x1/4 49 -2.91 39.78 73 Pass T4 247. 33- 23235 3 Top Girt 2L3 1/2x2 1/2x1/4x5/16 119 -5.05 7452 6.8 Pass T7 209.583-197 Top Girt 2L3x2x3/16x5/16 231 -11.09 2578 43.0 Pass tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 7 Section Critical P 8F*P allowu °l ievation{ft) Gomporeer�t Type ie {t�} Capaci Pass I Fail Rio. Eteenerit' {kC) ty 272.5- Redund Horz 1 T3 L2 1/2x2x3/16 75 -0.20 20.13 10 Pass 247.333 Bracing T5 232.5&3 Redund Horz 1 L2 1/2x1 1/2x3/16 171 0.78 11 10.67 74 Pass 222.166 Bracing i 222.166 Redund Horz 1 L2 1/2x2x3/16 201 -1.24 16 99 7 3 Pass 1 209.583 Bracing 3 T6 Redund Horz 1 T7 209.583-197 ` Bracing L2 1/2x2x3/16 239 -1.15 14.69 j 7.9 i Pass T8 197-181.3 , Redund Horz 1 212 112x2x3/16x1/4 271 1.46 43.83 i 3.3 Pass Bracing 181.3- Redund Horz 1 T9 170.833 Bracing L2 1/2x2x3/16 308 ± -1.96 10.36 18.9 Pass 83 _.. raci .._. 170.833 Redund Horz 1 T10 146.75 Bracing L2 1/2x1 1/2x3/16 347 -2.34 11 42 20.5 Pass 14T11 6Redund Horz 1 L2 1/2x1 1/2x3/16 408 -3.21 8.99 35.7 Pass 121.667 Bracing ..___ .. - ..._. - T12 121.667 ; Redund Horz 1 96.5843 Bracing L2 112x1 1/2x3/16 469 4.16 7.13 58.3 t Pass �_. .._. ...._...a Redund Horz 1 T13 96.5843-71.5 gracin g L2 1/2x2x3/16 554 -5.13 i 11.20 45.8 Pass Redund Horz 1 T14 71.5-51.417 gracing L2 1/2x2x3/16 } 629 -6 16 13.68 45.0 Pass T15 51.417 Redund Horz 1 2L2 1/2x2x3/16x1/4 693 -6.99 3&57 18.1 Pass 31334 Bracing Redund Horz 1 T16 31.334-0 L2 1/2x2 112x114(rz) 783 -6.98 2860 24.4 Pass Bracing T10 170.833 Redund Horz 2 L2 1/2x2 1/2x3/16 16 354 -2.34 7.56 309 Pass 146.75- Redund Horz 2 T11 121.667 Bracing L3x3x3/16 409 -3.21 10.48 306 Pass 121.667 Redund Horz 2 T12 96.5843 Bracing L3x3x3/16 470 4.16 8.39 49.5 Pass T13 ,96.5843-71 5 Redund Horz 2 L3x3x1/4 555 -5.13 8.96 1 57.3 Pass Bracing T14 71.5 51.417 Redund Horz 2 2L2 1/2x2 1/2x3/16 621 6.16 12.72 48.4 Pass Bracing T15 51.417 Redund Horz 2 2L2 1/2 x 2 1/2 x 3/16 x 694 6.99 14.15 49.4 Pass 31 334 Bracing 5/16 Redund Horz 2 T16 ( 31.334-0 g gracing L2 1/2x2 1(2x1/4(rz) 784 -6.98 9.57 72.9 Pass T16 31.334-0 Redund Horz 3 ? 2L3x3x1/4x1/2 803 6.98 36.63 19.0 Pass Bracing T3 E 272.5- Redund Diag 1 L2 1/2x2x3/16 106 -0.23 7.69 3.0 Pass 247.333 Bracing T5 232-583 Redund Diag 1 L2 1/2x2x3/16 ) 175 -0.63 8.71 7.3 Pass 222.166 Bracing ) 222.166 Redund Diag 1 T6 209.583 Bracing L2 1/2x2 1/2x3/16 202 -0.99 9.60 10.3 Pass 17 ;209.583-197 i Redund Diag 1 L2 1/2x2 1/2x3/16 261 -0.97 8.93 10.8 { Pass Bracing T8 197-181.3 Redund Diag 1 2L2 1/2x2x3/16x1/4 t 272 -1.27 27.17 4.7 Pass Bracing 181.3- 1 Redund Diag 1 T9 L2 1/2x2 1/2x3/16 309 -1.28 9.12 14.0 Pass 170.833 Bracing 170.833 = Redund Diag 1 110 146.75 Bracing 2L2 1/2x2x3/16x1(4 349 -2.53 29.76 8.5 Pass 146.75- Redund Diag 1 T11 i 2L2 1/2x2x3/16x1/4 410 -3.27 26.40 12.4 Pass 121.667 Bracing i 121.667 Redund Diag 1 T12 96.5843 Bracing 2L2 1/2x2x3(16x1/4 471 -3.90 25.42 15.3 Pass tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 8 Section Critical SP" allow % Elo�rtior {fft} omtrora�ntyp� le {C4}; I' l Fail Flo. ler:t {l4} cpclty Redund Diag 1 ' 21-2 1/2x2x3/16xl/4 556 4.49 24.47 18.3 Pass T13 196.5843-71.5 Bracing j Redund Diag 1 T14 !71.5 51 417 21-2 1/2x2x3/16xl/4 622 -4.43 27.77 16.0 Pass €...._ Bracing 51.417- 1 Redund Diag 1 I 1 T15 2L2 1/2x2x3/16x1/4 695 -4.86 26.82 18.1 i Pass 31.334 Bracing T16 31.334-0 Redund Diag 1 E L2 1/2x2 112x114(rz) ? 785 8.12 8.15 99.6 Pass I Bracing 170.833 Redund Diag 2 1 � T10 ; 21-2 1/2x2x3/16x1/4 i 356 1.59 18.83 8.5 Pass i 146.75 Bracing T11 146.75- Redund Diag 2 2L2 1/2x2x3/16x1/4 417 2.11 15.97 13.2 3 Pass 121.667 j Bracing T12 121.667 Redund Diag 2 2L2 1/2x2x3/16x1/4 472 -2.61 14.00 i 18.7 Pass i 96.5843 Bracing T13 96.5843-71.5 Redund Diag 2 2L2 1/2x2x3/16x1/4 557 3.11 12.33 25.2 c Pass ...__Bracing x_. i Redund Diag 2 T14 1 71 5 51 417 Bracm 2L2 1/2x2x3/16xl/4 623 3.93 16 73 23 5 . Pass g 51.417- Redund Diag 2 T15 2L2 1/2x2x3/16x1/4 I 696 4.36 15.29 28.5 Pass 31334 Bracing I T16 31334-0 Redund Diag 2 L3x3x3/16(rz) 787 -4.98 6.41 77.7 Pass Bracing Redund Diag 3 T16 31.334 0 Bracing 2L 5x3.5x5/16x3/8 i 757 49.23 3 97.66 50.4 Pass Redund Hip 1 2L2 1/2 x 2 1/2 x 3/16 x � T16 31334-0 Bracing 5116 814 0.38 61.40 0.6 Pass 170.833 Redund Hip 2 T10 L3 1/2x3 1/2x1/4 388 ! -0.10 12.80 0.7 Pass 146.75 Bracing 146.75- Redund Hip 2 T11 2L2 1/2x2 1/2x3/16x5/16 449 -0.11 i 13.66 0.8 Pass 121.667 ! Bracing 121.667 L�Redund Hip 2 � T12 96.5843 ? Bracing 2L2 1/2x3x1/4x1/4 510 -0.09 15.00 0.6 i Pass �.._ ._ 8__ Redund Hip 2 T13 196.5843-71.5 Bracing 2L2 1/2x3x1/4x1/4 571 0.10 12.36 0.8 Pass _.... Redund Hip 2 T14 `71.5-51.417 2L 3 x 3 1/2 x 1/4 x 1/4 640 0.07 18.18 0.4 1 Pass Bracing 51.417- Redund Hip 2 T15 31.334 ( 2L 3 x 3 1/2 x 1/4 x 1/4 698 -0.07 15.95 0.4 Pass Bracing Redund Hip 2 ; 2L2 1/2 x 2 1/2 x 3/16 x T16 31.334-0 791 -0.24 21.60 1.1 Pass Bracing 5/16 T16 31.334-0 Bracing Redund Hip 3 21-2 1/2x3x1/4x1/4 816 -0.21 13.06 1.6 Pass c Redund Hip T10 170833- 146.75 Diagonal 2 L3 1/2x3 1/2x1/4 ` 376 -0.16 5.97 2 6 3 Pass Bracing Redund Hip 711 146.75- 121.667 Diagonal 2 L3 1/2x3 1/2x1/4 437 0.17 4.90 3.4 Pass Bracing 121.667 Redund Hip �� T12 96.5843 Diagonal 2 2L2 1/2x2x3/16x1/4 511 -0.13 5.15 24 Pass �n.... Bracing Redund Hip T13 196.5843-71.5 Diagonal 2 2L2 1/2x2x3/16x1/4 572 -0.13 4.38 2.9 Pass Bracing Redund Hip T14 t 71.5-51.417 Diagonal 2 2L2 1/2x2x3/16x1/4 641 0.08 3.95 1 9 Pass { Bracing 51.417- Redund Hip T15 ! 31.334 Diagonal 2 2L2 1/2x2x3/16x1/4 714 -0.07 3.51 2.0 Pass Bracing tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 9 Section ritical S-C*P alto+ % Iavation(ft} �ornponont Iyp� is P{l } Bass l Fail Flo. lorrrent { } � paclty 1 Redund Hip T16 31.334-0 Diagonal 2 2L2 1/2x2x3/16x1/4 817 0.38 8.96 4.2 Pass Bracing T16 31.334. 0 .Redund Sub Horz 2L5x5x3/8 765 -49.49 150.10 33.0 Pass Bracing Redund T16 31.334-0 Diagonal BSacmg 2L5x3 1/2x5/16x3/8 796 t -61.93 13117 47.2 Pass _.....� _......_.w..._._.__. ..... B..__. _...._.. - .�........._.._ _...._......__ ...- _. ...,....` __, 2 .._ ...__ Ti 287.667 Inner Bracing 280.084 L3x3x3/16 13 0.00 8.08 0.2 Pass 280.084 T2 ? Inner Bracing L3x3x3/16 42 -0.00 6.76 0.2 Pass 272.5 T3 2725 Inner Bracing L3x3x3/16 88 -0.00 4.48 0.3 Pass _._ 247.333 s 247.333 T4 Inner Bracing L4x4xl/4 142 i_,.. 0.00 10 13 0.3 Pass 232.583 232.583 T5 222.166 i Inner Bracing L4x4x114 187 0.00 9.06 0.3 Pass 22,1 6 T6 222.166- Inner Bracing L4x4x1/4 224 0.00 7.82 1 0.4 Pass 209.583 T7 1209.583-197; Inner Bracing 2L3x2x3/16x5/16 237 0.00 6.73 0.3 Pass T8 197-181.3 Inner Bracing L7x4x3/8 298 0.01 23.59 0.3 Pass 181.3- T9 170.833 Inner Bracing L3 112x2 112x114 4 331 0.04 6.08 j 0.7 Pass T10 170.833 Inner Bracing i L3x3x3/16 393 -0.07 6.72 1 1 Pass 146 s T11 146.75 z Inner Bracing L5x3x1/4 454 -0.08 7.99 1.1 Pass 121.667 712 196 583 Inner Bracing 2L3 1/2x3 1/2x1/4x5/16 518 -0.01 17.87 06 Pass T13 796.5843-71.5 Inner Bracing 2L2x2-1/2x3/16x5/16 577 -0.07 8.35 0.9 1 Pass T14 71.5 51.417 Inner Bracing E 2L2 1/2x2 1/2x3/16x5/16 646 -0.06 7.16 0.9 Pass 715 31 3134 Inner Bracing 2L2 1/2x3x1/4x1/4 721 0.01 6.85 0.9 Pass 116 ₹ 31.334-0 Inner Bracing 2L2 112x2 1/2x3/16x5/16 828 -0.08 5.57 1.4 Pass Summary Leg(715) 42.7 Pass Diagonal ; 68.4 Pass (T14) Horizontal _ [ (T15) 57.5 Pass Top Girt 43 0 Pass (T7) Redund Horz 1 i 58.3 Pass Bracing I (T12) Redund Horz 2 1 Bracing 72 9 z Pass (T16) Redund i Horz 3 19.0 ? Pass Bracing {T16) Redund Drag 1 99.6 Pass Bracing (T16) tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 10 Section Critical F*ls atlow °do Elevation{ft} Component Type Size &�{i }' Rays f'Fail Rio. Element {!{} Capacity Redund Diag 2 77.7 Pass 1 Bracing (T16) Redund Diag 3 50.4 Pass Bracing (T16) Redund Hip 1 Bracing ; 0.6 Pass (T16) Redund Hip, 2 Bracing t 1 1 Pass (T16) Redund Hip _.. _..._e 3 Bracing 1.6 Pass (T16) Redund Hip Diagonal2 ` 4.2 Pass I Bracing (T16) ' Redund t Sub Horz Bracing 33.0 Pass (T16) Redund Sub Diagonal 47.2 Pass Bracing (T16) Inner Bracing 1.4 Pass (T16) 1Bolt Checks 65 6 Pass Rating=_� 99.6 Pass__._,_ Table 5 -Tower Component Stresses vs. Capacity - LC7 tJotes Component Fl vatrt (ft) °!° rapacity Pass I Fail 1 Anchor Rods 0 i 32.0 Pass Base Foundation (Structure) 0 57.4 Pass 1 Base Foundation (Soil Interaction) 0 82.5 Pass [=���S�tructure Rating iax from atl cornponents)= 99.6°0 Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed.Rating per TIA-222-H Section 15.5. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCl BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 11 APPENDIX A TNXTOWER R. UTPUT tnxTower Report-version 8.1.1.0 28775 SYMBOL UST _ p AARK SIZE RK i SIDE `x o Z 'R 280.i ft A L7x7x314+ N 2L5x3 7 (2)8'x1(2' 12x5/15x5 16 Z d l O m @1 L B L7x7x1 (2)8x374 0 i 2L5x3x5/16x5116 1 z m m 27252 - �' :� C 2L2112x2x3116x5116 P :2L6x3.5x5/16 x5,'16" 1k' m E 2112x2 1/2x114x5116 Q L2 112x1 172x3116 -LN2112x1I4x114 R 2L21ww3(16x114 m x F 2L2 1l2x3x114x114 �.. S L2 1/2x2x3/16 x x N N ryx!r ( ) 1 G 2L2l2x31f2x114x5116 T L21/2x2112x3/16 H 2L3112 x4x 114 x1/4 U L3112x21/201/4 247.3 ft I 2L 3 x 3 1i2 x 1I4 x 1 4 C v 21,3 1(2x3 172x114x5(16 m M l t 2L3 I 2x4x5 16x1/2 w 2L2x2-V2x3116x5176 } w v z 1 v r L3x2 112x11 i4 X 21-21(2x2 1 2x3/16x5/16 81 [ L 253112x2 1/2x1/4x5/16 Y 1O10.4166 --- 232 53( M 4L3x2x3716xt5`16 z 11O10.-0667 m zoo m � � 22220 MA R Fu IAE.. �m , 4Fu �A5 72-5a 65 ks: A36%50 ks: 36 58 ksi 2086 RR _ !r 1N, m � TOWER DESIGN NOTES 1. Tower is located in Pasco County Florida. ! 19/00 2. Tower designed for Exposure C to the TIA-222-H Standard. 0 .34.L49 3. Tower designed for a 138 mph basic wind in accordance with the TIA-222-H Standard. i e o of x1 4. Deflections are based upon a 60 mph wind. 81.3 n 5. Tower Risk Category II. 6. Topographic Category 1 with Crest Height of 0.00 ft S 1( (�' N 1 7_ TOWER RATING:99.6%X ( w hI 170.8 ft Q QI 7Z , N M 3 mi fm m� 14680 QI �I , I ' x I 1 p va N 1 0 12178 r ! Z N i 9660 m S' N' 7155 '1 I i ! ALL REACTIONS ARE FACTORED 51.40 , MAX. CORNER REACTIONS AT BASE: m DOWN: 607 K M SHEAR: 103 K on ( LL UPLIFT. -487 K 31.30 SHEAR: 88 K 1 1 � � � I ! AXIAL K 1 !� N 273K X X! J \ � 81 i IX: INN N N SHEAR MOMENT 257 K p 34688 kip-ft I I ._-�. 0 0 0 TORQUE 292 kip-ft REACTIONS-138 mph WIND , )1 =10 Crown Castle oh 8?629 2000 Corporate Drive P`ou`t Cannonsburg, PA 15317 el:eni Crown Castle iorawnby rconway Aped cone: e scale NTS The Pathway to Possible Phone:(724)416-2000 TIA-222-H pat 07101/21 FAY.; Path: I,Dwg No. July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 12 erInutData The main tower is a 4x free standing tower with an overall height of 287.67 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 10.00 ft at the top and 45.54 ft at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: • Tower is located in Pasco County, Florida. • Tower base elevation above sea level: 82.00 ft. • Basic wind speed of 138 mph. • Risk Category II. • Exposure Category C. ® Simplified Topographic Factor Procedure for wind speed-up calculations is used. • Topographic Category: 1. • Crest Height: 0.00 ft. • Deflections calculated using a wind speed of 60 mph. • Pressures are calculated at each section. • Stress ratio used in tower member design is 1. • Tower analysis based on target reliabilities in accordance with Annex S. • Load Modification Factors used: Kes(Fw) = 0.95. • Maximum demand-capacity ratio is: 1.05. • Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned N, Calculate Redundant Bracing Forces Consider Moments-Diagonals V Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification J Use Clear Spans For Wind Area SR Leg Bolts Resist Compression V Use Code Stress Ratios J Use Clear Spans For KUr All Leg Panels Have Same Allowable Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice V Bypass Mast Stability Checks V Consider Feed Line Torque Always Use Max Kz V Use Azimuth Dish Coefficients ' Include Angle Block Shear Check Use Special Wind Profile ' Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles V Secondary Horizontal Braces Leg J Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) V Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KUry For 60 Deg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 13 Leg A Leg B Face B e� Wind 90 < X m n L D �Face -rl-D--� Wind 0 c�crare Tower SectionGeometr Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections ft ft ft T1 287.67-280.08 � �- 10.00 1 7.58 T2 280.08-272.50 10.94 1 7.58 T3 272.50-247.33 11.87 1 25.17 T4 247.33-232.58 14.98 1 14.75 T5 232.58-222.17 16.81 1 10.42 T6 222.17-209.58 18.09 1 12.58 T7 209.58-197.00 19.65 1 12.58 T8 197.00-181,30 21.20 1 15.70 T9 181.30-170.83 23.14 1 10,47 T10 170.83-146.75 24.43 1 24.08 T11 146.75-121.67 27.41 1 25.08 T12 121.67-96.58 30.51 1 25.08 T13 96.58-71.50 33.61 1 25.08 T14 71.50-51.42 36.71 1 20.08 T15 51.42-31.33 39.19 1 20.08 T16 31.33-0.00 41.67 1 31.33 °Tower do eerrae ont'd Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in Ti 287.67-280.08 7.58 K Brace Down No Yes 0.0000 0.0000 T2 280.08-272.50 7.58 K Brace Down No Yes 0.0000 0.0000 T3 272.50-247.33 12.58 K1 Down No Yes 0.0000 0.0000 T4 247.33-232.58 7.38 K Brace Down No Yes 0.0000 0.0000 T5 232.58-222.17 10.42 K1 Down No Yes 0.0000 0.0000 T6 222.17-209.58 12.58 K1 Down No Yes 0.0000 0.0000 T7 209.58-197.00 12.58 K1 Down No Yes 0.0000 0.0000 T8 197.00-181.30 15.70 K1 Down No Yes 0.0000 0.0000 T9 181.30-170.83 10.47 K1 Down No Yes 0.0000 0.0000 T10 170.83-146.75 24.08 K2 Down No Yes 0.0000 0.0000 T11 146.75-121.67 25.08 K2 Down No Yes 0.0000 0.0000 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 14 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft _ Panels in in T12 —121.67-96.58 -' 25.08 K2 Down No Yes 0.0000 0.0000 T13 96.58-71.50 25.08 K2 Down No Yes 0.0000 0.0000 T14 71.50-51.42 20,08 K2A Down No Yes 0.0000 0.0000 T15 51.42-31.33 20.08 K2A Down No Yes 0.0000 0.0000 T16 31.33-0.00 31.33 Portal No Yes 0.0000 0.0000 r e t[ t ont' Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade _ft T1 287.67- Equal Angle L5x5x5/16 A572-50 _ Double Angle 2L2 1/2x2x3/16x5/16 A36 280.08 (50 ksi) (36 ksi) T2 280.08- Equal Angle L5x5x5/16 A572-50 Double Angle 2L2 1/2x2x3/16x5/16 A36 272.50 (50 ksi) (36 ksi) T3 272.50- Equal Angle L5x5x1/2 A572-50 Double Equal 2L2 112x2 1/2x1/4x5/16 A36 247.33 (50 ksi) Angle (36 ksi) T4 247.33- Equal Angle L8x8x5/8 A572-50 Double Angle 2L3x2 1/2x1/4x1/4 A36 232.58 (50 ksi) (36 ksi) T5 232.58- Equal Angle L8x8x5/8 A572-50 Double Angle 2L2 1/2x3x1/4x1/4 A36 222.17 (50 ksi) (36 ksi) T6 222.17- Equal Angle L8x8x5/8 A572-50 Double Angle 2L2 1/2x3 1/2x1/4x5/16 A36 209.58 (50 ksi) (36 ksi) T7 209.58- Equal Angle L8x8x5/8 A572-50 Double Angle 2L2 1/2x3 1/2x1/4x5/16 A36 197.00 (50 ksi) (36 ksi) T8 197.00- Equal Angle L8x8x1 1/8 A572-50 Double Angle 2L 3 1/2 x 4 x 1/4 x 1/4 A36 181.30 (50 ksi) (36 ksi) T9 181.30- Equal Angle L8x8x1 1/8 A572-50 Double Angle 2L 3 x 3 1/2 x 1/4 x 1/4 A36 170.83 (50 ksi) (36 ksi) T10 170.83- Equal Angle L8x8x1 1/8 A572-50 Double Angle 2L3 1/2x5x5/16x5/16 A36 146.75 (50 ksi) (36 ksi) T11 146.75- Arbitrary Shape L7x7x3/4+(2)8"x1/2" A572-50 Double Angle 2L3 1/2x5x5/16x5/16 A36 121.67 (50 ksi) (36 ksi) T12 121.67- Arbitrary Shape L7x7x1 +(2)8"x1/2" A572-50 Double Angle 2L3 1/2x5x5/16x5/16 A36 96.58 (50 ksi) (36 ksi) T13 96.58- Arbitrary Shape L7x7x1 +(2)8"x5/8" A572-50 Double Angle 2L3 1/2x5x5/16x5/16 A36 71.50 (50 ksi) (36 ksi) T14 71.50- Arbitrary Shape L7x7x1 +(2)8"x5/8" A572-50 Double Angle 2L 3 1/2 x 4 x 1/4 x 1/4 A36 51.42 (50 ksi) (36 ksi) T15 51.42- Arbitrary Shape L7x7x1 +(2)8"x3/4" A572-50 Double Angle 2L3 1/2x4x5/16x1/2 A36 31.33 (50 ksi) (36 ksi) T16 31.33-0.00 Arbitrary Shape L7x7x1 1/8+(2)PL 8x7/8 A572-50 Double Equal 2L5x5x3/8 x112 A36 (50 ksi An le 36 ksi tr car�t'd Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade _ft T3 272.50- Single Angle L5x3x1/4 A36 Flat Bar A36 247.33 (36 ksi) (36 ksi) T4 247.33- Double Angle 2L3 1/2x2 1/2x1/4x5/16 A36 Flat Bar A36 232.58 (36 ksi) (36 ksi) T7 209.58- Double Angle 2L3x2x3/16x5/16 A36 Flat Bar A36 197.00 36 ksi 36 ksi) tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 15 Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid ft Girls a__ Ti 287.67- None Flat Bar A36 Single Angle L3x2 1/2x1/4 A36 280.08 (36 ksi) (36 ksi) T2 280.08- None Flat Bar A36 Double Angle 2L2 1/2x2x3/16x5i16 A36 272.50 (36 ksi) (36 ksi) T3 272.50- None Flat Bar A36 Double Equal 2L2x2x3/16x5/16 A36 247.33 (36 ksi) Angle (36 ksi) T4 247.33- None Flat Bar A36 Double Angle 2L2 1/2x2x3/16x5/16 A36 232.58 (36 ksi) (36 ksi) T5 232.58- None Flat Bar A36 Double Angle 2L5x3 1/2x5i16x5/16 A36 222.17 (36 ksi) (36 ksi) T6 222.17- None Flat Bar A36 Double Angle 2L3x2x3/16x5/16 A36 209.58 (36 ksi) (36 ksi) T7 209.58- None Flat Bar A36 Double Angle 2L3x2x3/16x5/16 A36 197.00 (36 ksi) (36 ksi) T8 197.00- None Flat Bar A36 Double Angle 2L5x3x5/16x5/16 A36 181.30 (36 ksi) (36 ksi) T9 181.30- None Flat Bar A36 Double Angle 2L6x3.5x5/16"x5/16" A36 170.83 (36 ksi) (36 ksi) T10 170.83- None Flat Bar A36 Double Angle 2L3 1/2x2 A36 146,75 (36 ksi) 1/2x114x5/16 (36 ksi) T1 1 146.75- None Flat Bar A36 Double Angle 2L5x3 1/2x5/16x5/16 A36 121-67 (36 ksi) (36 ksi) T12 121.67- None Flat Bar A36 Double Angle 2L4x3x1/4x1/4 A36 96.58 (36 ksi) (36 ksi) T13 96.58- None Flat Bar A36 Double Angle 2L4x3 1/2x5/16x1/4 A36 71.50 (36 ksi) (36 ksi) T14 71.50- None Flat Bar A36 Double Angle 2L3 1/2x2 1/2x1/4 A36 51.42 (36 ksi) (36 ksi) T15 51.42- None Flat Bar A36 Double Angle 2L3 1/2x2 1/2x1/4 A36 31.33 (36 ksi) (36 ksi) T16 31.33-0.00 None Flat Bar A36 Double Angle 2L6x4x7t16x1/2 A36 @6 ks 36 ksi ___- Tower cti tr prat'r Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft -1-1-17_-11.2 ---A-3--- Ti 287.67- Equal Angle A36 Equala l L A3 Angle L3x3x3/16 6 280.08 (36 ksi) (36 ksi) T2 280.08- Equal Angle A36 Equal Angle L3x3x3116 A36 272.50 (36 ksi) (36 ksi) T3 272.50- Equal Angle A36 Equal Angle L3x3x3/16 A36 247.33 (36 ksi) (36 ksi) T4 247.33- Equal Angle A36 Equal Angle L4x4x1/4 A36 232.58 (36 ksi) (36 ksi) T5 232.58- Equal Angle A36 Equal Angle L4x4x1/4 A36 222.17 (36 ksi) (36 ksi) T6 222.17- Equal Angle A36 Equal Angle L4x4x1/4 A36 209.58 (36 ksi) (36 ksi) T7 209.58- Equal Angle A36 Double Angle 2L3x2x3/16x5/16 A36 197.00 (36 ksi) (36 ksi) T8 197.00- Equal Angle A36 Single Angle L7x4x3/8 A36 181.30 (36 ksi) (36 ksi) T9 181.30- Equal Angle A36 Single Angle L3 1/2x2 1/2x114 A36 170.83 (36 ksi) (36 ksi) T10 170.83- Equal Angle A36 Equal Angle L3x3x3116 A36 146.75 (36 ksi) (36 ksi) T11 146.75- Equal Angle A36 Single Angle L5x3x1/4 A36 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 16 Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft 121.67 (36 ksi) (36 ksi) T12 121.67- Equal Angle A36 Double Equal 2L3 112x3 1/2x1/4x5/16 A36 96.58 (36 ksi) Angle (36 ksi) T13 96.58- Equal Angle A36 Double Angle 2L2x2-1/2x3/16x5/16 A36 71.50 (36 ksi) (36 ksi) T14 71.50- Equal Angle A36 Double Equal 2L2 1/2x2 A36 51.42 (36 ksi) Angle 1/2x3/16x5116 (36 ksi) T15 51.42- Equal Angle A36 Double Angle 2L2 1/2x3x1/4x1/4 A36 31.33 (36 ksi) (36 ksi) 716 31.33-0.00 Equal Angle A36 Double Equal 2L2 1/2x2 A36 36 ksi An le 1/2x3/16x5/16 36 ksi erSectionGeometcont'd Tower Redundant Redundant Redundant K Factor Elevation Bracing Type Size Grade ft T3 272.50- A36 Horizontal(1) Single Angle L2 112x2x3/16 1 247.33 (36 ksi) Diagonal(1) Single Angle L2 1/2x2x3116 1 T5 232.58- A36 Horizontal(1) Single Angle L2 1/2x1 1/2x3/16 1 222.17 (36 ksi) Diagonal(1) Single Angle L2 1/2x2x3/16 1 T6 222.17- A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 209,58 (36 ksi) Diagonal(1) Equal Angle L2 1/2x2 1/2x3116 1 77209.58- A36 Horizontal(1) Single Angle L2 112x2x3/16 1 197.00 (36 ksi) Diagonal(1) Equal Angle L2 1/2x2 1/2x3/16 1 T8 197.00- A36 Horizontal(1) Double Angle 2L2 1/2x2x3/16x1/4 1 181.30 (36 ksi) Diagonal(1) Double Angle 2L2 1/2x2x3/16x1/4 1 T9 181.30- A36 Horizontal(1) Single Angle L2 1/2x2x3/16 1 170.83 (36 ksi) Diagonal(1) Equal Angle L2 112x2 1/2x3/16 1 710 170.83- A36 Horizontal(1) Single Angle L2 1/2x1 112x3/16 1 146.75 (36 ksi) Horizontal(2) L2 1/2x2 112x3/16 Diagonal(1) Double Angle 2L2 1/2x2x3/16x114 1 Diagonal(2) 2L2 1/2x2x3/16x1/4 711 146.75- A36 Horizontal(1) Single Angle L2 112x1 1/2x3/16 1 121.67 (36 ksi) Horizontal(2) L3x3x3/16 Diagonal(1) Double Angle 2L2 1/2x2x3/16x1/4 1 Diagonal(2) 2L2 1/2x2x3/16x1/4 T12 121.67- A36 Horizontal(1) Single Angle L2 1/2x1 112x3/16 1 96.58 (36 ksi) Horizontal(2) L3x3x3/16 Diagonal(1) Double Angle 2L2 1/2x2x3/16x1/4 1 Diagonal(2) 2L2 1/2x2x3/16x1/4 T13 96.58- A36 Horizontal(1) Single Angle L2 112x2x3/16 1 71.50 (36 ksi) Horizontal(2) L3x3x1/4 Diagonal(1) Double Angle 2L2 1/2x2x3/16x1/4 1 Diagonal(2) 2L2 1/2x2x3/16x1/4 T14 71.50- A36 Horizontal(1) Arbitrary Shape L2 1/2x2x3/16 1 51.42 (36 ksi) Horizontal(2) 2L2 1/2x2 1/2x3/16 Diagonal(1) Double Angle 2L2 1/2x2x3/16x1/4 1 Diagonal(2) 2L2 1/2x2x3/16x1/4 T15 51.42- A36 Horizontal(1) Double Angle 2L2 1/2x2x3/16x1/4 1 31.33 (36 ksi) Horizontal(2) 2L2 1/2 x 2 1/2 x 3/16 x Diagonal(1) Double Angle 5/16 1 Diagonal(2) 2L2 1/2x2x3/16x1/4 2L2 1/2x2x3/16x1/4 T16 31.33- A36 Horizontal(1) Arbitrary Shape L2 1/2x2 112x1/4(rz) 1 0.00 (36 ksi) Horizontal(2) L2 1/2x2 1/2x1/4(rz) Horizontal(3) 2L3x3x1/4x1/2 Diagonal(1) Arbitrary Shape L2 1/2x2 1/2x1/4(rz) 1 Diagonal(2) L3x3x3/16(rz) Diagonal(3) 2L 5x3.5x5/16x3/8" Sub-Diagonal Double Angle 2L5x3 1/2x5/16x3/8 1 Sub-Horizontal Double Equal 2L5x5x3/8 1 Hip 1 An,9 1e 2L2 1/2 x 2 1/2 x 3/16 x 1 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 17 Tower Redundant Redundant Redundant K Factor Elevation Bracing Type Size Grade ft Hip(2) Double Angle 5/16 Hip(3) 2L2 1/2 x 2 1/2 x 3/16 x 5/16 2L21/2x3x1/4x1/4 Tower Section eomet `cont'd Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in T1287.67 0.00 0.3125 A36 1.03 1 1.05 24.0000 25.5000 0.0000 280.08 (36 ksi) T2280.08 0.00 0.3125 A36 1.03 1 1.05 24.0000 25.5000 0.0000 272.50 (36 ksi) T3272.50 0.00 0.3125 A36 1.03 1 1.05 22.0000 22.0000 0.0000 247.33 (36 ksi) T4 247.33- 0.00 0.3125 A36 1.03 1 1.05 22.5000 25.5000 0.0000 232.58 (36 ksi) T5 232.58- 0.00 0.3125 A36 1.03 1 1.05 19.5000 26.5000 0.0000 222.17 (36 ksi) T6 222.17- 0.00 0.3125 A36 1.03 1 1 A5 25.0000 24.0000 0.0000 209.58 (36 ksi) T7 209.58- 0.00 0.3125 A36 1.03 1 1.05 25.0000 24.0000 0.0000 197.00 (36 ksi) T8 197.00- 0.00 0.3125 A36 1.03 1 1.05 22.0000 22.0000 23.0000 181.30 (36 ksi) T9181.30- 0.00 0.3125 A36 1.03 1 1.05 22.0000 22.0000 24.0000 170.83 (36 ksi) T10170.83- 0.00 0.3125 A36 1.03 1 1.05 26.5000 24.0000 24.0000 146.75 (36 ksi) T11146.75- 0.00 0.3125 A36 1.03 1 1.05 21.0000 24.0000 26.0000 121.67 (36 ksi) T12121.67- 0.00 0.3125 A36 1.03 1 1.05 22.0000 24.0000 25.0000 96.58 (36 ksi) T13 96.58- 0.00 0.3125 A36 1.03 1 1.05 24.0000 22.0000 24.0000 71.50 (36 ksi) T1471.50 0.00 0.3125 A36 1.03 1 1.05 21.0000 22.0000 25.5000 51.42 (36 ksi) T15 51.42- 0.00 0.3125 A36 1.03 1 1.05 23.0000 25.5000 24.5000 31.33 (36 ksi) T16 31.33- 0.00 0.5000 A36 1.03 1 1.05 18.0000 25.0000 26.0000 0.00 6 ksi r et ® e® tr cat'e K Factors' Tower Ca/c Caic Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y Ti 287.67 Yes No 1 1 1 1 1 1 1 280,08 1 1 1 1 1 1 1 T2 280.08- Yes No 1 1 1 1 1 1 1 1 272.50 1 1 1 1 1 1 1 T3272.50 Yes No 1 1 1 1 1 1 1 1 247.33 1 1 1 1 1 1 1 T4 247.33- Yes No 1 1 1 1 1 1 1 1 232.58 1 1 1 1 1 1 1 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 18 K Factors' Tower Caic Caic Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X Y Y Y Y Y Y Y T5 232.58- Yes No 1 1 1 1 .__ 1 1 1 1 222.17 1 1 1 1 1 1 1 T6 222.17- Yes No 1 1 1 1 1 1 1 1 209.58 1 1 1 1 1 1 1 T7209.58- Yes No 1 1 1 1 1 1 1 1 197.00 1 1 1 1 1 1 1 T8197.00- Yes No 1 1 1 1 1 1 1 0.5 181.30 1 1 1 1 1 1 1 T9181.30- Yes No 1 1 1 1 1 1 1 0.5 170.83 1 1 1 1 1 1 1 T10 170.83- Yes No 1 1 1 1 1 1 1 0.5 146.75 1 1 1 1 1 1 1 T11146.75- Yes No 1 1 1 1 1 1 1 0.5 121.67 1 1 1 1 1 1 1 T12 121.67- Yes No 1 1 1 1 1 1 1 0.5 96.58 1 1 1 1 1 1 1 113 96.58- Yes No 1 1 1 1 1 1 1 0.5 71.50 1 1 1 1 1 1 1 T1471 50- Yes No 1 1 1 1 1 1 1 0.5 51.42 1 1 1 1 0.5 1 1 T155142- Yes No 1 1 1 1 1 1 1 0.5 31.33 1 1 1 1 0.5 1 1 716 31.33- Yes No 1 1 1 1 1 1 1 0.5 0.00 1 2 1 1 0.5 1 1 'Note:K factors are applied to member segment lengths.K-braces without inner supporting members will have the K factor in the out-of- plane direction applied to the overall length. Tower Section Geometry (cont'd) Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal i Short Horizontal Elevation ft , iNet Width U 1 Net U Net Width U Net U Net U ; Net U Net U Deduct i Width Deduct Width Width Width Width in Deduct in Deduct Deduct Deduct (Deduct n . in S in - in in 11 287.67- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 i 0.0000 0.75 0.0000 0.75 280.08 T2 280.08— s 0.0000 1 0.0000 0.75 j 0.0000 0.75 1 0.0000 0.75 j 0.0000 0.75 1 0,0000 0.75 0.0000 0.75 272.50 T3 272.50- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 0.0000 0.75 247.33 3 74247 33- i 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 232.58 T5 232.58- 0.0000 1 0.0000 0.75 ; 0.0000 0.75 0.0000 0.75 0.0000 0.75 ,0.0000 0.75 0.0000 0.75 222.17 T6 222.17- i 0.0000 1 0.0000 0.75 1 0.0000 0.75 0.0000 0.75 € 0.0000 0.75 ]0.0000 0.75 0.0000 0.75 209.58 i i l T7 209.58- 0.0000 1 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 E 0.0000 0.75 1 0.0000 0.75 197.00 1 € I 1 T8 197.00- i 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 1 0.0000 0.75 0.0000 0.75 10.0000 0.75 181.30 I T9 181.30- ₹ 0,0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 (0.0000 0.75 0.0000 0.75 0.0000 0.75 170.83 4 710 170.83-j 0.0000 1 0.0000 0.75 € 0.0000 0.75 0.0000 0.75 0.0000 0.75 1 0.0000 0.75 ' 0.0000 0.75 146.75 E 111146.75- O.O000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 i 0.0000 0.75 0.0000 0.75 121.67 , T12 121.67- I 0,0000 1 i 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 ; 0.0000 0.75 1 0.0000 0.75 96.58 ' 113 96.58- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 1 0.0000 0.75 71.50 i tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 19 Tower Leg Diagonal Top Girt Bottom Girt T Mid Girt Long Horizontal Short Horizontal Elevation I _ Net Width U Net U INet Width U i Net U Net U Net U Net U Deduct 3 Width i Deduct I Width Width Width Width in 1 Deduct in i Deduct Deduct Deduct Deduct _ I in in in in in 114 71.5 0 0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0. 000 0 0.75 0.0000 0.75 '0.0000 0.75 51.42 115 51.42- 0.0000 1 j 0.0000 0.75 0.0000 0.75 ( 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 31.33 1 I 116 31.33- 0.0000 1 0.0000 0.75 ; 0.0000 0.75 ' 0.0000 0.75 I O.0000 0.75 00000 0.75 0.0000 0.75 0.00 Tower Redundant Redundant Redundant Sub-i Redundant i Redundant Hip ! Redundant Hip Elevation Horizontal Diagonal Diagonal i Horizontal 1 Vertical Diagonal ft 3 i Net With U Net U Net Width U , Net U Net U Net U Net U Deduct Width Deduct Width Width Width Width in Deduct in Deduct Deduct Deduct I Deduct in in in in # in 11 287.67 0.0000 0.75 0.0000 0.75 0.0000 0.75 i 0.0000 0.75 f 0.0000 0.75 0.0000 0.75 0.0000 075 280.08 T2 280.08- ' 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 272.50 T3 272.50- 0.0000 0.75 ? 0.0000 0.75 [ 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 247.33 T4 247.33- 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 1 0.0000 0.75 0.0000 0.75 232.58 T5 232.58- 0.0000 0.75 ' 0.0000 0.75 1 0.0000 0.75 0 0000 0.75 0.0000 0.75 O.0000 0.75 0 0000 0.75 222.17 T6 222.17- 0.0000 0,75 ( 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0,0000 0.75 z 0.0000 0.75 209.58 ! I T7 209.58- 1 0.0000 0.75 1 0.0000 0.75 ; O0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 197.00 T8 197.00- 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 181.30 T9 181.30- ] 0.0000 0.75 0.0000 0.75 0.0000 0.75 1 0.0000 0.75 0.0000 0.75 1 0.0000 0.75 i 0.0000 0.75 170.83 110 170.83- 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 10.0000 0.75 0.0000 0.75 10.0000 0.75 146.75 111146.75-? 0.0000 0.75 0.0000 0,75 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 1 0.0000 0.75 121.67 i I T12 121.67- 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 11 0.0000 0.75 100000 0.75 96.58 T13 96.58- ' 0.0000 0.75 0.0000 0.75 0.0000 0.75 i 0.0000 0.75 0.0000 0.75 i 0.0000 0.75 ,0.0000 0.75 71.50 T14 71.50- 1 0.0000 0.75 0.0000 0.75 0.0000 075 1 0.0000 0.75 1 0.0000 0.75 0.0000 0.75 1 0.0000 0.75 51.42 T15 51.42- ' 0.0000 0.75 0.0000 075 10.0000 0.75 ' 0.0000 0.75 1 0.0000 0.75 j0.0000 0.75 1 0.0000 0.75 31.33 T16 31.33- 0.0000 0.75 ' 0.0000 0.75 O0000 0.75 t 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.00 Tower Section Geometry (cont'd) Tower Leg Leg ! Diagonal Top Girt Bottom Girt 3 Mid Girt Long Horizonte Short Elevation Connection ` ; Horizontal ft Type Bolt Size No. Bolt Size No. Bolt Size No Bolt Size No, I Bolt Size No. E Bolt Size No. Bolt Size No. in _ in in in in I in in 11 287.67- (Sleeve DS 0.7500 0 0.7500 2` 0.7500 2 0.0000 0 0.6250 0 0.7500 2' 0.6250 0 28O08 A325N 9 A325N A325N A325N A325N = A325N A325N T2 280.08- Sleeve DS 0.7500 4 10.7500 2` 0.7500 0 ( 0.0000 0 0.6250 0 1 0.7500 2` 0.6250 0 272.50 A325N A325N A325N A325N 3 A325N A325N i A325N tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 20 Tower Leg Leg Diagonal 3 Top Girt E Bottom Girt 4 Mid Girt [,Long Horizontal Short Elevation Connection i 1 I Horizontal ft Type Bolt Size No. I Bolt Size No. 1 Bolt Size No. ≥Bolt Size No. Bolt Size No. I Bolt Size No. Bolt Size No. I in in in in j, in in T3 272.50- Sleeve DS 0.7500 8 1 0.7500 2' 0.7500 2 0.0000 0 0.6250 0 0.7500 2" 0.6250 0 247.33 A325N j A325N A325N A325N A325N A325N A325N T4 247.33- Sleeve DS 0.7500 0 i 0.7500 2" 0.7500 2` 0.0000 0 0.6250 0 1 0.7500 2" 0.6250 0 232.58 A325N A325N A325N A325N A325N I A325N A325N T5 232.58- Sleeve DS 1.0000 12 0.7500 3' 0.7500 0 0.0000 0 i 0.6250 0 i 0.7500 3' 0.6250 0 222.17 A325N I A325N A325N A325N A325N A325N A325N T6 222.17- Sleeve DS 1.0000 0 0.7500 3. 0.7500 0 0.0000 0 0.6250 0 0.7500 3' 0.6250 0 209.58 A325N A325N 1 A325N . A325N A325N A325N i A325N T7 209.58- Sleeve DS 1.0000 12 0.7500 3' 0.7500 3' 0.0000 0 0.6250 0 6 0.7500 3` 0.6250 0 197.00 A325N 3 A325N A325N A325N A325N 1 A325N A325N T8 197.00- Sleeve DS 0.8750 0 0.7500 4' 0.7500 0 10.0000 0 0.6250 0 0.7500 3. 0.6250 0 181.30 A325N A325N A325N A325N A325N ' A325N A325N T9 181.30- Sleeve DS 0.8750 16 10.7500 4' 0.7500 0 1 0.0000 0 0.6250 0 0.7500 3' 0.6250 0 170.83 A325N A325N A325N A325N A325N A325N A325N T10 170.83- Sleeve DS 1.0000 12 0.7500 6' 0.7500 0 10.0000 0 0.6250 0 0.7500 3" 0.6250 0 146.75 A325N A325N A325N A325N A325N A325N A325N T11 146.75- Sleeve DS 1.0000 16 0.7500 5' 0.7500 0 i 0.0000 0 0.6250 0 0.7500 3' 0.6250 0 121.67 A325N A325N ; A325N A325N A325N I A325N A325N T12 121.67- Sleeve DS 1.0000 20 0.7500 5' 0.7500 0 0.0000 0 0.6250 0 . 0.7500 3' i 0.6250 0 96.58 A325N A325N A325N A325N A325N A325N A325N T13 96.58- Sleeve DS 1.1250 20 0.7500 5. 0.7500 0 0.0000 0 0.6250 0 ? 07500 3' i 0.6250 0 71.50 A325N A325N A325N I A325N A325N i A325N A325N T14 71.50- Sleeve DS 1.1250 20 0.7500 5* 0.7500 0 0.0000 0 0.6250 0 10.7500 3' 0.6250 0 51.42 A325N A325N A325N A325N A325N A325N A325N T15 51.42- Sleeve DS 1.1250 20 , 0.7500 3' ' 0.7500 0 0.0000 0 0.6250 0 0.7500 3* 0.6250 0 31.33 A325N i A325N A325N ; A325N A325N i A325N A325N T16 31.33- Sleeve DS 1.1250 20 ; 0.8750 5" 0.7500 0 0.0000 0 0.6250 0 0.7500 4` 0.6250 0 0.00 A325N j, A325N A325N A325N A325N I A325N A325N Out-of-plane partial restraint assumed Description Face Allow Exclude Componen Placement Face Lateral # # Clear Width or Perimete Weight or Shield From t Offset Offset Per Spacin Diameter r Leg Torque Type ft in (Frac FW) Row g in pif Calculation in in Ladder Rails A No No Af(CaAa)_ 197.00- - 0.45 2 2 16.000 2.5000 2.44 (L2.5x2x3116 0.00 12.000 0 0 3.0000 Ladder A No No Ar(CaAa) 197.00- - O.45 1 1 3.0000 1.0000 2.00 Rungs 0.00 12.000 (3/4"SR, 16" 0 wide, 12" step) Ladder Rails D No No Af(CaAa) 287.67- - 0.45 2 2 16.000 2.5000 2.44 (L2.5x2x3/16 197.00 12.000 0 0 3.0000 Ladder D No No Ar(CaAa) 287.67- - 0.45 1 1 3.0000 1.0000 2.00 Rungs 197.00 12.000 (3/4"SR, 16" 0 wide, 12" step) Safety Line A No No Ar(CaAa) 287.67- - 0.45 1 1 0.3750 0.3750 0.22 3/8 0.00 12.000 0 *`A- Face** (1)MLE A No No Ar(CaAa) 177.00- 0.0000 -0.23 2 1 0.5000 1.6250 1.07 Hybrid 11.00 3Poweri6Fib er RL 2(1- 1/4)+(1) tnxTower Report-version 8.1.1.0 July 01 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 21 Description Face Allow Exclude Componen Placement Face Lateral # # Clear Width or Per/mete Weight or Shield From t Offset Offset Per Spacin Diameter r Leg Torque Type ft in (Frac Fl49 Row g in pit Calculation in in MLE Hybrid 9Power/18Fi ber RL 2(1- 5/8) LDF7-50A(1- A No No Ar(CaAa) 17700- 0.0000 -0.25 12 6 0.5000 1.9800 0.82 5/8) 11.00 07500 5/8"Cable A No No Ar(CaAa) 99.00- - 0.46 1 1 0.5000 0.6250 0.30 (Lights) 10.00 2.0000 7/16"Cable A No No Ar(CaAa) 186.00- - 0.48 1 1 0.4375 0.4375 0.30 (Lights) 10.00 2.0000 1"Rigid A No No Af(CaAa) 28767- - 0.48 1 1 0.5000 1.0000 0.60 Conduit 10.00 2.0000 7/8"Line A No No Ar(CaAa) 28767- - 0.49 1 1 0.5000 1.1020 0.30 10.00 2.0000 WG6 Rungs A No No Af(CaAa) 285.00- 0.0000 -0.25 1 1 3.0000 3.0750 5.01 25.00 WG6 Rails A No No Af(CaAa) 285.00- 0.0000 -0.25 2 2 41.000 2.5000 4.10 25.00 0 3.0000 Cage Rail A No No Af(CaAa) 33.00- - 0 1 1 0.0000 4.0000 7.20 11.00 0.4000 Cage Grate A No No Af(CaAa) 33.00- - 0 1 1 0.0000 4.5000 5.00 11.00 0.4000 Cage Rail A No No Af(CaAa) 33.00- 0.2000 0 1 1 0.0000 4.0000 7.20 11.00 Cage Grate A No No Af(CaAa) 33.00- 0.2000 0 1 1 0.0000 4.5000 5.00 11.00 Cage Rail A No No At(CaAa) 33.00- 0.3000 0 1 1 0.0000 4.0000 7.20 11.00 Cage Grate A No No Af(CaAa) 33.00- 0.3000 0 1 1 0.0000 4.5000 5.00 11.00 Cage Rail A No No At(CaAa) 33.00- 0.4000 0 1 1 0.0000 4.0000 7.20 11.00 Cage Grate A No No Af(CaAa) 33.00- 0.4000 0 1 1 0.0000 4.5000 5.00 11.00 "D Face** FB-L98B- D No No Ar(CaAa) 215.00- 1.0000 0.4 3 3 0.3937 0.3937 0.06 002- 10.00 XXX(3/8) WR- D No No Ar(CaAa) 215.00- 0.0000 0.4 6 6 0.5000 0.7950 0.58 VG86ST- 10.00 BRD(3/4) WG Rungs D No No Af(CaAa) 215.00- 0.0000 0.4 1 1 3.0000 0.4125 2.30 25.00 WG Rails D No No Af(CaAa) 215.00- 0.0000 0.4 2 2 22.000 1.5000 1.23 25.00 0 3.0000 Face**** TSZ 999 B No No Ar(CaAa) 203.00- 0.0000 -O2 3 3 0.5000 1.2000 1.14 0072(1-3/16) 0.00 TOWER B No No Ar(CaAa) 203.00- 0.0000 -0.17 1 1 0.5000 1.3700 1.08 HYBRID 0.00 CABLE 6X6 AWG(1-3/8) LDF2-50(3/8) B No No Ar(CaAa) 203.00- 0.0000 -0.18 2 2 0.4400 0.4400 0.08 0.00 WG1 Rungs B No No Af(CaAa) 200.00- 0.0000 -0.15 1 1 3.0000 0.4125 2.30 25.00 WG1 Rails B No No Af(CaAa) 200.00- 0.0000 -0.15 2 2 22.000 1.5000 1.23 25.00 0 3.0000 E60(ELLIPTI B No No Ar(CaAa) 239.00- 0.0000 0.08 1 1 0.5000 2.2000 0.68 CAL) 210.00 E60(ELLIPTI B No No Ar(CaAa) 210.00- 0.0000 0.08 2 1 0.5000 2.2000 0.68 CAL) 180.00 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 22 Description Face Allow Exclude Componen Placement Face Lateral # # Clear Width or Perimete Weight or Shield From t Offset Offset Per Spacin Diameter r Leg Torque Type ft in (Frac FW} Row g in pif __ Calculation in in E60(ELLIPTI B No No Ar(CaAa) 180.00- 0.0000 0.08 3 2 0.5000 2.2000 0.68 CAL) 0.00 E65(ELLIPTI B No No Ar(CaAa) 277.00- 0-0000 0.08 1 1 0.5000 2.0000 0.67 CAL) 0.00 LDF4- B No No Ar(CaAa) 283.00- 0.0000 0.11 1 1 0.5000 0.6300 0.15 50A(1/2) 0.00 RLSS 8AWG B No No Ar(CaAa) 283.00- 0.0000 0.1 1 1 0.5000 0.7350 0.49 DC(3/4) 0.00 561(1-5/8) B No No Ar(CaAa) 283.00- 0.0000 0.09 1 1 0.5000 1.6250 1.35 10.00 WG2 Rungs B No No Af(CaAa) 285.00- 0.0000 0.1 1 1 3.0000 1.6250 1.11 0.00 WG2 Rails B No No Af(CaAa) 285.00- 0.0000 0.1 2 2 26.000 2.0000 1.65 0.00 0 3.0000 L3x3x3/16" B No No Af(CaAa) 122.00- 0.0000 0.35 1 1 3.0000 3.0000 3.71 32,00 L3x3x3/16" B No No Af(CaAa) 150.00- 0.0000 0.25 1 1 3.0000 3.0000 3.71 32.00 L3x3x3/16" B No No Af(CaAa) 184.00- 0.0000 0.15 1 1 3.0000 3.0000 3.71 32.00 CAT5E(1/4) B No No Ar(CaAa) 203.00- 0.0000 0.38 1 1 0.2500 0.2500 0.10 0.00 New WG B No No Af(CaAa) 203.00• 0.0000 0.38 1 1 3.0000 0.4125 2.30 Rungs 0.00 New WG B No No Af(CaAa) 203.00- 0.0000 0.38 2 2 22.000 1.5000 1.23 Rails 0.00 0 3.0000 * C-Face* (8)EC7- C No No Ar(CaAa) 195.00- 0.0000 -0.3 11 6 0.5000 1.9960 2.50 50(1-5/8)+ 7.00 (3)HB158- 21 U6S24- xxM_TMO(1- 5/8) WG3 Rungs C No No Af(CaAa) 200.00- 0.0000 -0.25 1 1 3.0000 1.6250 1.11 12.00 WG3 Rails C No No Af(CaAa) 200.00- 0.0000 -0.25 2 2 26.000 2.0000 1.65 12.00 0 3.0000 WG4 Rungs C No No At(CaAa) 200.00- 0.0000 0.25 1 1 3.0000 1.5417 1.23 15.00 WG4 Rails C No No At(CaAa) 200.00- 0.0000 0.25 2 2 37.000 1.5000 1.23 15.00 0 3.0000 **D- Face`* WG5 Rungs D No No Af(CaAa) 226.00- 0.0000 0.25 1 1 3.0000 1.6250 1.11 11.00 WG5 Rails D No No Af(CaAa) 226.00- 0.0000 0.25 2 2 26.000 2.0000 1.65 11.00 0 3.0000 L3x3x3/16" D No No Af(CaAa) 122.00- 0.0000 -0.35 1 1 3.0000 3.0000 3.71 32.00 L3x3x3116" D No No Af(CaAa) 150.00- 0.0000 -025 1 1 3.0000 3.0000 3.71 32.00 L3x3x3/16" D No No Af(CaAa) 184.00- 0.0000 -0.15 1 1 3.0000 3.0000 3.71 32.00 CU12PSM9P D No No Ar(CaAa) 148.00- 0.0000 0.4 1 1 1.6000 1.6000 2.35 6XXX(11/2 0.00 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCl BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 23 Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ff2lft pit Calculation Lin elLinr A na nc es S ectonre as Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n _ f 2 ft ft2 ft2 ._. _..�.K Ti 287.67-280.08 A 0.000 0.000 9.001 0.000 0.07 B 0.000 0,000 5.481 0.000 0.03 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 7.078 0.000 0.05 T2 280.08-272.50 A 0.000 0.000 12.590 0.000 0.11 B 0.000 0.000 10.277 0.000 0.05 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 7.078 0.000 0.05 T3 272.50-247.33 A 0.000 0.000 41.782 0.000 0.36 B 0.000 0.000 36.152 0.000 0.18 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 23.489 0.000 0.17 T4 247.33-23258 A 0.000 0.000 24.488 0.000 0.21 B 0.000 0.000 22.600 0.000 0.11 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 13.767 0.000 0.10 T5 232.58-222.17 A 0.000 0.000 17.294 0.000 0.15 B 0.000 0.000 17.255 0.000 0.08 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 13.316 0.000 0.09 T6 222.17-209.58 A 0.000 0.000 20.891 0.000 0.18 B 0.000 0.000 20.936 0.000 0.10 C 0.000 0.000 0.000 0.000 0.00 D 0.000 0.000 29.845 0.000 0.19 T7 209.58-197.00 A 0.000 0.000 20.891 0.000 0.18 B 0.000 0.000 32.391 0.000 0.18 C 0.000 0.000 5.083 0.000 0.02 D 0.000 0.000 38.186 0.000 0.25 T8 197.00-181.30 A 0.000 0.000 40.924 0.000 0.33 B 0.000 0.000 58.247 0.000 0.37 C 0.000 0.000 56.683 0.000 0.50 D 0.000 0.000 34.341 0.000 0.21 T9 181.30-170.83 A 0.000 0.000 44.260 0.000 0.30 B 0.000 0.000 45.181 0.000 0.28 C 0.000 0.000 40.716 0.000 0.37 D 0.000 0.000 27.228 0.000 0.17 T10 170.83-146.75 A 0.000 0.000 128.562 0.000 0.81 B 0.000 0.000 106.241 0.000 0.66 C 0.000 0.000 93.684 0.000 0.86 D 0.000 0.000 64.473 0.000 0.41 T11 146.75-121.67 A 0.000 0.000 133.900 0.000 0.84 B 0.000 0.000 121.668 0.000 0.77 C 0.000 0.000 97.574 0.000 0.89 D 0.000 0.000 81.971 0.000 0.57 T12 121.67-96.58 A 0.000 0.000 134.051 0.000 0.84 B 0.000 0.000 134.044 0.000 0.87 C 0.000 0.000 97.574 0.000 0.89 D 0.000 0.000 94.346 0.000 0.66 T13 96.58-71.50 A 0.000 0.000 135.475 0.000 0.85 B 0.000 0.000 134.050 0.000 0.87 C 0.000 0.000 97.579 0.000 0.89 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 24 Tower Tower Face AR Ar CAAA CAAA Weight Sectio Elevation In Face Out Face n ft w�.. ft2 ft2 ft2 ft2 K D 0.000 0.000 94.351 0.000 0.66 T14 71.50-51.42 A 0.000 0.000 108.464 0.000 0.68 B 0.000 0.000 107.324 0.000 0.69 C 0.000 0.000 78.124 0.000 0.71 D 0.000 0.000 75.539 0.000 0.53 T15 51.42-31.33 A 0.000 0.000 117.904 0.000 0.76 B 0.000 0.000 106.325 0.000 0.69 C 0.000 0.000 78.124 0.000 0.71 D 0.000 0.000 74.540 0.000 0.52 T16 31.33-0.00 A 0.000 0.000 217.266 0.000 1.57 B 0.000 0.000 104.604 0.000 0.60 C 0.000 0.000 83.917 0.000 0.81 D 0.000 0.000 40.375 0.000 0.27 inecenterofPressure Section Elevation CPx CPC CPx CPC Ice Ice ft in in in in Ti 287.67-280.08 -6.4946 4.0534 -6.4946 4.0534 T2 280.08-272.50 -6.6048 3.5094 -6.6048 3.5094 T3 272.50-247.33 -6.8291 3.3555 -6.8291 33555 T4 247.33-232.58 -6.3570 2.7444 -6.3570 2.7444 T5 232.58-222.17 -6.9619 2.2210 -6.9619 2.2210 T6 222.17-209.58 -11.6564 3.4014 -11.6564 3.4014 T7 209.58-197.00 -13.8448 1.2410 -13.8448 1.2410 T8 197.00-181.30 -9.5634 -15.3600 -9.5634 -15.3600 T9 181.30-170.83 -9.9310 -12.0482 -9.9310 -12.0482 T10 170.83-146.75 -14.0611 -12.1702 -14.0611 -12.1702 T11 146.75-121.67 -13.0366 -11.4718 -13.0366 -11.4718 T12 121.67-96.58 -10.6416 -122673 -10.6416 -122673 T13 96.58-71.50 -11.7229 -13.3815 -11.7229 -13.3815 T14 71.50-51.42 -11.3481 -12.9571 -11.3481 -12.9571 T15 51.42-31.33 -12.7005 -13.8480 -12.7005 -13.8480 T16 31.33-0.00 -12.9995 -17.8448 -12.9995 -17.8448 eIdinFactorKa', Tower Feed Line Description Feed Line Ka K, Section Record No. Segment No Ice Ice Elev. Ti 3 Ladder Rails(L2.5x2x3/16) 280.08- 0.6000 0.6000 287.67 Ti 4 Ladder Rungs(3/4"SR, 16" 280.08- 0.6000 0.6000 wide, 12"step) 287.67 Ti 5 Safety Line 3/8 280.08- 0.6000 0.6000 287.67 Ti 12 1"Rigid Conduit 280.08- 0.6000 0.6000 287.67 Ti 13 7/8"Line 280.08- 0.6000 0.6000 287.67 Ti 14 WG6 Rungs 280.08- 0.6000 0.6000 285.00 Ti 15 WG6 Rails 280.08- 0.6000 0.6000 285.00 Ti 40 LDF4-50A(1/2) 280.08- 0.6000 0.6000 283.00 Ti 41 RLSS BAWG DC(3/4) 280.08- 0.6000 0.6000 283.00 T1 42 561(1-5/8) 280.08- 0.6000 0.6000 283.00 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCi BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 25 Tower Feed Line Description Feed Line K3 Ka Section Record No. Segment No ice Ice Elev. _ Ti 43 WG2 Rungs 280.08- 0.6000 0.6000 285.00 Ti 44 WG2 Rails 280.08- 0.6000 0.6000 285.00 T2 3 Ladder Rails(L2.5x2x3/16) 272.50- 0.6000 0.6000 280.08 T2 4 Ladder Rungs(3/4"SR, 16" 272.50- 0.6000 0.6000 wide,12"step) 280.08 T2 5 Safety Line 3/8 272.50- 0.6000 0.6000 280.08 T2 12 1"Rigid Conduit 272.50- 0.6000 0.6000 280.08 T2 13 7/8"Line 272.50- 0.6000 0.6000 280.08 T2 14 WG6 Rungs 272.50- 0.6000 0.6000 280.08 T2 15 WG6 Rails 272.50- 0.6000 0.6000 280.08 T2 39 E65(ELLIPTICAL) 272.50- 0.6000 0.6000 277.00 T2 40 LDF4-50A(1/2) 272.50- 0.6000 0.6000 280.08 T2 41 RLSS 8AWG DC(3/4) 272.50- 0.6000 0.6000 280.08 T2 42 561(1-5/8) 272.50- 0.6000 0.6000 280.08 T2 43 WG2 Rungs 272.50- 0.6000 0.6000 280.08 T2 44 WG2 Rails 272.50- 0.6000 0.6000 280.08 T3 3 Ladder Rails(L2.5x2x3/16) 247.33- 0.6000 0.6000 272.50 T3 4 Ladder Rungs(3/4"SR, 16" 247.33- 0.6000 0.6000 wide, 12"step) 272.50 T3 5 Safety Line 3/8 247.33- 0.6000 0.6000 272.50 T3 12 1"Rigid Conduit 247.33- 0.6000 0.6000 272.50 T3 13 7/8"Line 247.33- 0.6000 0.6000 272.50 T3 14 WG6 Rungs 247.33- 0.6000 0.6000 272.50 T3 15 WG6 Rails 247.33- 0.6000 0.6000 272.50 T3 39 E65(ELLIPTICAL) 247.33- 0.6000 0.6000 272.50 T3 40 LDF4-50A(1/2) 247.33- 0.6000 0.6000 272.50 T3 41 RLSS 8AWG DC(3/4) 247.33- 0.6000 0.6000 272.50 T3 42 561(1-5/8) 247.33- 0.6000 0.6000 272.50 T3 43 WG2 Rungs 247.33- 0.6000 0.6000 272.50 T3 44 WG2 Rails 247.33- 0.6000 0.6000 272.50 T4 3 Ladder Rails(L2.5x2x3116) 232.58- 0.6000 0.6000 247.33 T4 4 Ladder Rungs(3/4"SR,16" 232.58- 0.6000 0,6000 wide, 12"step) 247.33 T4 5 Safety Line 3/8 232.58- 0.6000 0.6000 247.33 T4 12 1"Rigid Conduit 232.58- 0.6000 0.6000 247.33 T4 13 7/8"Line 232.58- 0.6000 0.6000 247.33 T4 14 WG6 Rungs 232.58- 0.6000 0.6000 247.33 T4 15 WG6 Rails 232.58- 0.6000 0.6000 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 26 Tower Feed Line Description Feed Line Ka K3 Section Record No. Segment No Ice Ice Elev. 247.33 T4 36 E60(ELLIPTICAL) 232.58- 0.6000 0.6000 239.00 T4 39 E65(ELLIPTICAL) 232.58- 0.6000 0.6000 247.33 T4 40 LDF4-50A(1/2) 232.58- 0.6000 0.6000 247.33 T4 41 RLSS BAWG DC(314) 232.58- 0.6000 0.6000 247.33 T4 42 561(1-5/8) 232.58- 0.6000 0.6000 247.33 T4 43 WG2 Rungs 232.58- 0.6000 0.6000 247.33 T4 44 WG2 Rails 232.58- 0.6000 0.6000 247.33 T5 3 Ladder Rails(L2.5x2x3/16) 222.17- 0.6000 0.6000 232.58 T5 4 Ladder Rungs(3/4"SR, 16" 222.17- 0.6000 0.6000 wide, 12"step) 232.58 T5 5 Safety Line 318 222.17- 0.6000 0.6000 232.58 T5 12 1"Rigid Conduit 222.17- 0.6000 0.6000 232.58 T5 13 7/8"Line 222.17- 0.6000 0.6000 232.58 T5 14 WG6 Rungs 222.17- 0.6000 0.6000 232.58 T5 15 WG6 Rails 222.17- 0.6000 0.6000 232.58 T5 36 E60(ELLIPTICAL) 222.17- 0.6000 0.6000 232.58 T5 39 E65(ELLIPTICAL) 222.17- 0.6000 0.6000 232.58 T5 40 LDF4-50A(1/2) 222.17- 0.6000 0.6000 232.58 T5 41 RLSS BAWG DC(3/4) 222.17- 0.6000 0.6000 232.58 T5 42 561(1-5/8) 222.17- 0.6000 0.6000 232.58 T5 43 WG2 Rungs 222.17- 0.6000 0.6000 232.58 T5 44 WG2 Rails 222.17- 0.6000 0.6000 232.58 T5 59 WG5 Rungs 222.17- 0.6000 0.6000 226.00 T5 60 WG5 Rails 222.17- 0.6000 0.6000 226.00 T6 3 Ladder Rails(L2.5x2x3/16) 209.58- 0.6000 0.6000 222,17 T6 4 Ladder Rungs(3/4"SR, 16" 209.58- 0.6000 0.6000 wide, 12"step) 222.17 T6 5 Safety Line 3/8 209.58- 0.6000 0.6000 222.17 T6 12 1"Rigid Conduit 209.58- 0.6000 0.6000 222.17 T6 13 7/8"Line 209.58- 0.6000 0.6000 222.17 T6 14 WG6 Rungs 209.58- 0.6000 0.6000 222.17 T6 15 WG6 Rails 209.58- 0.6000 0.6000 222.17 T6 25 FB-L98B-002-XXX(3/8) 209.58- 0.6000 0.6000 215.00 T6 26 WR-VG86ST-BRD(3/4) 209.58- 0.6000 0.6000 215.00 T6 27 WG Rungs 209.58- 0.6000 0.6000 215.00 T6 28 WG Rails 209.58- 0.6000 0.6000 215.00 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 27 Tower Feed Line Description Feed Line K Ka Section Record No. Segment No Ice Ice Elev. T6 36 E60(ELLIPTICAL) 210.00- 0.6000 0.6000 222.17 T6 37 E60(ELLIPTICAL) 209.58- 0.6000 0.6000 210.00 T6 39 E65(ELLIPTICAL) 209.58- 0.6000 0.6000 222.17 T6 40 LDF4-50A(112) 209.58- 0.6000 0.6000 222.17 T6 41 RLSS 8AWG DC(314) 209.58- 0.6000 0.6000 222.17 T6 42 561(1-5/8) 209.58- 0.6000 0.6000 222.17 T6 43 WG2 Rungs 209.58- 0.6000 0.6000 222.17 T6 44 WG2 Rails 209.58- 0.6000 0.6000 222.17 T6 59 WG5 Rungs 209,58- 0.6000 0.6000 222.17 T6 60 WG5 Rails 209.58- 0.6000 0.6000 222.17 T7 3 Ladder Rails(L2.5x2x3/16) 197.00- 0.6000 0.6000 209.58 T7 4 Ladder Rungs(314"SR, 16" 197.00- 0.6000 0.6000 wide, 12"step) 209.58 T7 5 Safety Line 3/8 197.00- 0.6000 0.6000 209.58 T7 12 1"Rigid Conduit 197.00- 0.6000 0.6000 209.58 T7 13 7/8"Line 197.00- 0.6000 0.6000 209.58 T7 14 WG6 Rungs 197.00- 0.6000 0.6000 209.58 T7 15 WG6 Rails 197.00- 0.6000 0.6000 209.58 T7 25 FB-L98B-002-XXX(3/8) 197.00- 0.6000 0.6000 209.58 T7 26 WR-VG86ST-BRD(3/4) 197.00- 0.6000 0.6000 209.58 T7 27 WG Rungs 197.00- 0.6000 0.6000 209.58 T7 28 WG Rails 197.00- 0.6000 0.6000 209.58 T7 30 TSZ 999 0072(1-3/16) 197.00- 0.6000 0.6000 203.00 T7 31 TOWER HYBRID CABLE 197.00- 0.6000 0.6000 6X6 AWG(1-3/8) 203.00 T7 32 LDF2-50(3/8) 197.00- 0.6000 0.6000 203.00 T7 33 WG1 Rungs 197.00- 0.6000 0.6000 200.00 T7 34 WG1 Rails 197.00- 0.6000 0.6000 200.00 T7 37 E60(ELLIPTICAL) 197.00- 0.6000 0.6000 209.58 T7 39 E65(ELLIPTICAL) 197.00- 0.6000 0.6000 209.58 T7 40 LDF4-50A(1/2) 197.00- 0.6000 0.6000 209.58 T7 41 RLSS 8AWG DC(3/4) 197.00- 0.6000 0.6000 209.58 T7 42 561(1-5/8) 197.00- 0.6000 0.6000 209.58 T7 43 WG2 Rungs 197.00- 0.6000 0.6000 209.58 T7 44 WG2 Rails 197.00- 0.6000 0.6000 209.58 T7 49 CAT5E(1/4) 197.00- 0.6000 0.6000 203.00 T7 50 New WG Rungs 197.00- 0.6000 0.6000 tnxTower Report-version 8.1,1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC!BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 28 Tower Feed Line Description Feed Line KK KC Section Record No. Segment No Ice Ice Elev. 203.00 T7 51 New WG Rails 197.00- 0.6000 0.6000 203.00 T7 54 WG3 Rungs 197.00- 0.6000 0.6000 200.00 T7 55 WG3 Rails 197.00- 0.6000 0.6000 200.00 T7 56 WG4 Rungs 197.00- 0.6000 0.6000 200.00 T7 57 WG4 Rails 197.00- 0.6000 0.6000 200.00 T7 59 WG5 Rungs 197.00- 0.6000 0.6000 209.58 T7 60 WG5 Rails 197.00- 0.6000 0.6000 209.58 T8 1 Ladder Rails(L2.5x2x3/16) 181.30- 0.6000 0.6000 197.00 T8 2 Ladder Rungs(3/4"SR, 16" 181.30- 0.6000 0.6000 wide, 12"step) 197.00 T8 5 Safety Line 3/8 181.30- 0.6000 0.6000 197.00 T8 11 7/16"Cable(Lights) 181.30- 0.6000 0.6000 186.00 T8 12 1"Rigid Conduit 181.30- 0.6000 0.6000 197.00 T8 13 7/8"Line 181.30- 0.6000 0.6000 197.00 T8 14 WG6 Rungs 181.30- 0.6000 0.6000 197.00 T8 15 WG6 Rails 181.30- 0.6000 0.6000 197.00 T8 25 FB-L98B-002-XXX(3/8) 181.30- 0.6000 0.6000 197.00 T8 26 WR-VG86ST-BRD(3/4) 181.30- 0.6000 0.6000 197.00 T8 27 WG Rungs 181.30- 0.6000 0.6000 197.00 T8 28 WG Rails 181.30- 0.6000 0.6000 197.00 T8 30 TSZ 999 0072(1-3/16) 181.30- 0.6000 0.6000 197.00 T8 31 TOWER HYBRID CABLE 181.30- 0.6000 0.6000 6X6 AWG(1-318) 197.00 T8 32 LDF2-50(3/8) 181.30- 0.6000 0.6000 197.00 T8 33 WG1 Rungs 181.30- 0.6000 0.6000 197.00 T8 34 WG1 Rails 181.30- 0.6000 0.6000 197.00 T8 37 E60(ELLIPTICAL) 181.30- 0.6000 0.6000 197.00 T8 39 E65(ELLIPTICAL) 181.30- 0.6000 0.6000 197.00 T8 40 LDF4-50A(1/2) 181.30- 0.6000 0.6000 197.00 T8 41 RLSS 8AWG DC(3/4) 181.30- 0.6000 0.6000 197.00 T8 42 561(1-5/8) 181.30- 0.6000 0.6000 197.00 T8 43 WG2 Rungs 181.30- 0.6000 0.6000 197.00 T8 44 WG2 Rails 181.30- 0.6000 0.6000 197.00 T8 47 L3x3x3/16" 181.30- 0.6000 0.6000 184.00 T8 49 CAT5E(1/4) 181.30- 0.6000 0.6000 197.00 T8 50 New WG Rungs 181.30- 0.6000 0.6000 197.00 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 29 Tower Feed Line Description Feed Line K,, Ka Section Record No. Segment No lee Ice Elev. T8 51 New WG Rails 181.30- 0.6000 0.6000 197.00 T8 53 (8)EC7-50(1-5/8)+(3) 181.30- 0.6000 0.6000 HB158-21U6S24- 195.00 xxM_TMO(1-5/8) T8 54 WG3 Rungs 181.30- 0.6000 0.6000 197.00 T8 55 WG3 Rails 181.30- 0.6000 0.6000 197.00 T8 56 WG4 Rungs 181.30- 0.6000 0.6000 197.00 T8 57 WG4 Rails 181.30- 0.6000 0.6000 197.00 T8 59 WG5 Rungs 181.30- 0.6000 0.6000 197.00 T8 60 WG5 Rails 181.30- 0.6000 0.6000 197.00 T8 63 L3x3x3/16" 181.30- 0.6000 0.6000 184.00 T9 1 Ladder Rails(L2.5x2x3/16) 170.83- 0.6000 0.6000 181.30 T9 2 Ladder Rungs(3/4"SR, 16" 170.83- 0.6000 0.6000 wide, 12"step) 181.30 T9 5 Safety Line 3/8 170.83- 0.6000 0.6000 181.30 T9 7 (1)MLE Hybrid 170.83- 0.6000 0.6000 3Power/6Fiber RL 2(1-1/4) 177.00 +(1)MLE Hybrid 9Powerl18Fiber RL 2(1- 5/8) T9 8 LDF7-50A(1-5/8) 170.83- 0.6000 0.6000 177.00 T9 11 7/16"Cable(Lights) 170.83- 0.6000 0,6000 181.30 T9 12 1"Rigid Conduit 170.83- 0.6000 0.6000 181.30 T9 13 7/8"Line 170.83- 0.6000 0.6000 181.30 T9 14 WG6 Rungs 170.83- 0.6000 0.6000 181.30 T9 15 WG6 Rails 170.83- 0.6000 0.6000 181.30 T9 25 FB-L98B-002-XXX(3/8) 170.83- 0.6000 0.6000 181.30 T9 26 WR-VG86ST-BRD(3/4) 170.83- 0.6000 0.6000 181.30 T9 27 WG Rungs 170.83- 0.6000 0.6000 181.30 T9 28 WG Rails 170.83- 0.6000 0.6000 181.30 T9 30 TS.Z 999 0072(1-3/16) 170.83- 0.6000 0.6000 181.30 T9 31 TOWER HYBRID CABLE 170.83- 0.6000 0.6000 6X6 AWG(1-3/8) 181.30 T9 32 LDF2-50(3/8) 170.83- 0.6000 0.6000 181.30 T9 33 WG1 Rungs 170.83- 0.6000 0.6000 181.30 T9 34 WG1 Rails 170.83- 0.6000 0.6000 181.30 T9 37 E60(ELLIPTICAL) 180.00- 0.6000 0.6000 181.30 T9 38 E60(ELLIPTICAL) 170.83- 0.6000 0.6000 180.00 T9 39 E65(ELLIPTICAL) 170.83- 0.6000 0.6000 181.30 T9 40 LDF4-50A(1/2) 170.83- 0.6000 0.6000 181.30 T9 41 RLSS 8AWG DC(3/4) 170.83- 0.6000 0.6000 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC!BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 30 Tower Feed Line Description Feed Line K Ka Section Record No. Segment No Ice Ice Elev. 181.30 T9 42 561(1-5/8) 170.83- 0.6000 0.6000 181.30 T9 43 WG2 Rungs 17083- 0.6000 0.6000 181.30 T9 44 WG2 Rails 170.83- 0.6000 0.6000 181.30 T9 47 L3x3x3/16" 170.83- 0.6000 0.6000 181.30 T9 49 CAT5E(1/4) 170.83- 0.6000 0.6000 181.30 T9 50 New WG Rungs 170.83- 0.6000 0.6000 181.30 T9 51 New WG Rails 170.83- 0,6000 0.6000 181.30 T9 53 (8)EC7-50(1-5/8)+(3) 170.83- 0.6000 0.6000 HB158-21U6S24- 181.30 xxM_TMO(1-518) T9 54 WG3 Rungs 170.83- 0.6000 0.6000 181.30 T9 55 WG3 Rails 170.83- 0.6000 0.6000 181.30 T9 56 WG4 Rungs 170.83- 0.6000 0.6000 181.30 T9 57 WG4 Rails 170.83- 0.6000 0.6000 181.30 T9 59 WG5 Rungs 170.83- 0.6000 0.6000 181.30 T9 60 WG5 Rails 170.83- 0.6000 0.6000 181.30 T9 63 L3x3x3/16" 170.83- 0.6000 0.6000 181.30 T10 1 Ladder Rails(L2.5x2x3/16) 146.75- 0.6000 0.6000 170.83 T10 2 Ladder Rungs(314"SR, 16" 146.75- 0.6000 0.6000 wide, 12"step) 170.83 T10 5 Safety Line 3/8 146.75- 0.6000 0.6000 170.83 TI0 7 (1)MLE Hybrid 146.75- 0.6000 0.6000 3Power/6Fiber RL 2(1-1/4) 170.83 +(1)MLE Hybrid 9Power/18Fiber RL 2(1- 5/8) T10 8 LDF7-50A(1-5/8) 146.75- 0.6000 0.6000 170.83 T10 11 7/16"Cable(Lights) 146.75- 0.6000 0.6000 170.83 T10 12 1"Rigid Conduit 146.75- 0.6000 0.6000 170.83 T10 13 7/8"Line 146.75- 0.6000 0.6000 170.83 T10 14 WG6 Rungs 146.75- 0.6000 0.6000 170.83 T10 15 WG6 Rails 146.75- 0.6000 0.6000 170.83 T10 25 FB-L98B-002-XXX(3/8) 146.75- 0.6000 0.6000 170.83 T10 26 WR-VG86ST-BRD(3/4) 146.75- 0.6000 0.6000 170.83 T10 27 WG Rungs 146.75- 0.6000 0.6000 170.83 T10 28 WG Rails 146.75- 0.6000 0.6000 170.83 T10 30 TSZ 999 0072(1-3/16) 146.75- 0.6000 0.6000 170.83 T10 31 TOWER HYBRID CABLE 146.75- 0.6000 0.6000 6X6 AWG(1-3/8) 170.83 TI0 32 LDF2-50(3/8) 146.75- 0.6000 0.6000 170.83 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 31 Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. T10 33 WG1 Rungs 146.75- 0.6000 0.6000 170.83 T10 34 WG1 Rails 146.75- 0.6000 0.6000 170.83 T10 38 E60(ELLIPTICAL) 146.75- 0.6000 0.6000 170.83 T10 39 E65(ELLIPTICAL) 146.75- 0.6000 0.6000 170.83 T10 40 LDF4-50A(1/2) 146.75- 0.6000 0.6000 170.83 T10 41 RLSS 8AWG DC(3/4) 146.75- 0.6000 0.6000 170.83 T10 42 561(1-5/8) 146.75- 0.6000 0.6000 170.83 T10 43 WG2 Rungs 146.75- 0.6000 0.6000 170.83 T10 44 WG2 Rails 146.75- 0.6000 0.6000 170.83 T10 46 L3x3x3/16" 146.75- 0.6000 0.6000 150.00 T10 47 L3x3x3/16" 146.75- 0.6000 0.6000 170.83 T10 49 CAT5E(1/4) 146.75- 0.6000 0.6000 170.83 T10 50 New WG Rungs 146.75- 0.6000 0.6000 170.83 T10 51 New WG Rails 146.75- 0.6000 0.6000 170.83 T10 53 (8)EC7-50(1-5/8)+(3) 146.75- 0.6000 0.6000 HB158-21U6S24- 170.83 xxM_TMO(1-5/8) T10 54 WG3 Rungs 146.75- 0.6000 0.6000 170.83 T10 55 WG3 Rails 146.75- 0.6000 0.6000 170.83 T10 56 WG4 Rungs 146.75- 0.6000 0.6000 170.83 T10 57 WG4 Rails 146.75- 0.6000 0.6000 170.83 T10 59 WG5 Rungs 146.75- 0.6000 0.6000 170.83 T10 60 WG5 Rails 146.75- 0.6000 0.6000 170.83 T10 62 L3x3x3/16" 146.75- 0.6000 0.6000 150.00 T10 63 L3x3x3/16" 146.75- 0.6000 0.6000 170.83 T10 67 CU12PSM9P6XXX(1-1/2) 146.75- 0.6000 0.6000 148.00 T11 1 Ladder Rails(L2.5x2x3/16) 121.67- 0.6000 0-6000 146.75 T11 2 Ladder Rungs(3/4"SR, 16" 121.67- 0.6000 0.6000 wide, 12"step) 146.75 T11 5 Safety Line 3/8 121.67- 0.6000 0.6000 146.75 T11 7 (1)MLE Hybrid 121.67- 0.6000 0.6000 3Power/6Fiber RL 2(1-1/4) 146.75 +(1)MLE Hybrid 9Power/18Fiber RL 2(1- 5/8) T11 8 LDF7-50A(1-5/8) 121.67- 0.6000 0.6000 146.75 T11 11 7/16"Cable(Lights) 121.67- 0.6000 0.6000 146.75 T11 12 1"Rigid Conduit 121.67- 0.6000 0.6000 146.75 T11 13 7/8"Line 121.67- 0.6000 0.6000 146.75 T11 14 WG6 Rungs 121.67- 0.6000 0.6000 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 32 Tower Feed Line Description Feed Line K,, K, Section Record No. Segment No Ice Ice Elev. 146.75 T11 15 WG6 Rails 121.67- 0.6000 0.6000 146.75 T11 25 FB-L98B-002-XXX(3/8) 121.67- 0.6000 0.6000 146.75 T11 26 WR-VG86ST-BRD(3/4) 121.67- 0.6000 0.6000 146.75 T11 27 WG Rungs 121.67- 0.6000 0.6000 146.75 T11 28 WG Rails 121.67- 0.6000 0.6000 146.75 T11 30 TSZ 999 0072(1-3/16) 121.67- 0.6000 0.6000 146.75 T11 31 TOWER HYBRID CABLE 121.67- 0.6000 0.6000 6X6 AWG(1-3/8) 146.75 T11 32 LDF2-50(3/8) 121.67- 0.6000 0.6000 146.75 T11 33 WG1 Rungs 121.67- 0.6000 0.6000 146.75 T11 34 WG1 Rails 121.67- 0.6000 0.6000 146.75 T11 38 E60(ELLIPTICAL) 121.67- 0.6000 0.6000 146.75 T11 39 E65(ELLIPTICAL) 121.67- 0.6000 0.6000 146.75 T11 40 LDF4-50A(1/2) 121.67- 0.6000 0.6000 146.75 T11 41 RLSS 8AWG DC(3/4) 121.67- 0.6000 0.6000 146.75 T11 42 561(1-5/8) 121.67- 0.6000 0.6000 146.75 T11 43 WG2 Rungs 121.67- 0.6000 0.6000 146.75 T11 44 WG2 Rails 121.67- 0.6000 0.6000 146.75 T11 45 L3x3x3/16" 121.67- 0.6000 0.6000 122.00 T11 46 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 T11 47 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 T11 49 CAT5E(1/4) 121.67- 0.6000 0.6000 146.75 T11 50 New WG Rungs 121.67- 0.6000 0.6000 146.75 T11 51 New WG Rails 121.67- 0.6000 0.6000 146.75 T11 53 (8)EC7-50(1-5/8)+(3) 121.67- 0.6000 0.6000 HB158-21 U6S24- 146.75 xxM_TMO(1-5/8) T11 54 WG3 Rungs 121.67- 0.6000 0.6000 146.75 T11 55 WG3 Rails 121.67- 0.6000 0.6000 146.75 T11 56 WG4 Rungs 121.67- 0.6000 0.6000 146.75 T11 57 WG4 Rails 121.67- 0.6000 0.6000 146.75 T11 59 WG5 Rungs 121.67- 0.6000 0.6000 146.75 T11 60 WG5 Rails 121.67- 0.6000 0.6000 146.75 T11 61 L3x3x3/16" 121.67- 0.6000 0.6000 122.00 T11 62 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 T11 63 L3x3x3/16" 121.67- 0.6000 0.6000 146.75 T11 67 CU12PSM9P6XXX(1-1/2) 121.67- 0.6000 0.6000 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCl BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 33 Tower Feed Line Description Feed Line K, Ke Section Record No. Segment No ice ice Elev. 146.75 T12 1 Ladder Rails(L2.5x2x3/16) 96.58- 0.6000 0.6000 121.67 T12 2 Ladder Rungs(3/4"SR, 16" 96.58- 0.6000 0.6000 wide,12"step) 121.67 T12 5 Safety Line 3/8 96.58- 0.6000 0.6000 121.67 T12 7 (1)MLE Hybrid 96.58- 0.6000 0.6000 3Power/6Fiber RL 2(1-1/4) 121.67 +(1)MLE Hybrid 9Power/18Fiber RL 2(1- 5/8) T12 8 LDF7-50A(1-5/8) 96.58- 0,6000 0.6000 121.67 T12 10 5/8"Cable(Lights) 96.58- 0.6000 0.6000 99.00 T12 11 7/16"Cable(Lights) 96.58- 0.6000 0.6000 121.67 T12 12 1"Rigid Conduit 96.58- 0.6000 0.6000 121.67 T12 13 7/8"Line 96.58- 0.6000 0.6000 121.67 T12 14 WG6 Rungs 96.58- 0.6000 0.6000 121.67 T12 15 WG6 Rails 96.58- 0.6000 0.6000 121.67 T12 25 FB-L98B-002-XXX(3/8) 96.58- 0.6000 0.6000 121.67 T12 26 WR-VG86ST-BRD(3/4) 96.58- 0.6000 0.6000 121.67 T12 27 WG Rungs 96.58- 0.6000 0.6000 121.67 T12 28 WG Rails 96.58- 0.6000 0.6000 121.67 T12 30 TSZ 999 0072(1-3/16) 96.58- 0.6000 0.6000 121.67 T12 31 TOWER HYBRID CABLE 96.58- 0.6000 0.6000 6X6 AWG(1-3/8) 121.67 T12 32 LDF2-50(3/8) 96.58- 0.6000 0.6000 121.67 T12 33 WG1 Rungs 96.58- 0.6000 0.6000 121.67 T12 34 WG1 Rails 96.58- 0.6000 0,6000 121.67 T12 38 E60(ELLIPTICAL) 96.58- 0.6000 0.6000 121.67 T12 39 E65(ELLIPTICAL) 96.58- 0.6000 0.6000 121.67 T12 40 LDF4-50A(1/2) 96.58- 0.6000 0.6000 121.67 T12 41 RLSS 8AWG DC(3/4) 96.58- 0.6000 0.6000 121.67 T12 42 561(1-5/8) 96.58- 0.6000 0.6000 121.67 T12 43 WG2 Rungs 96.58- 0.6000 0.6000 121.67 T12 44 WG2 Rails 96.58- 0.6000 0.6000 121.67 T12 45 L3x3x3/16" 96.58- 0.6000 0.6000 121.67 T12 46 L3x3x3/16" 96.58- 0.6000 0.6000 121.67 T12 47 L3x3x3/16" 96.58- 0.6000 0.6000 121.67 T12 49 CAT5E(1/4) 96.58- 0.6000 O,6000 121.67 T12 50 New WG Rungs 96.58- 0.6000 0.6000 121.67 T12 51 New WG Rails 96.58- 0.6000 0.6000 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 34 Tower Feed Line Description Feed Line KK K. Section Record No. Segment No Ice Ice Elev. 121.67 T12 53 (8)EC7-50(1-5/8)+(3) 96.58- 0.6000 0.6000 H8158-21U6S24- 121.67 xxM_TMO(1-5/8) T12 54 WG3 Rungs 96.58- 0.6000 0.6000 121.67 T12 55 WG3 Rails 96.58- 0.6000 0.6000 121.67 T12 56 WG4 Rungs 96.58- 0.6000 0.6000 121.67 T12 57 WG4 Rails 96.58- 0.6000 0.6000 121.67 T12 59 WG5 Rungs 96.58- 0.6000 0.6000 121.67 T12 60 WG5 Rails 96.58- 0.6000 0.6000 121.67 T12 61 L3x3x3/16" 96.58- 0.6000 0.6000 121.67 T12 62 L3x3x3/16" 96.58- 0.6000 0.6000 121.67 T12 63 L3x3x3/16" 96.58- 0.6000 0.6000 121.67 T12 67 CU12PSM9P6XXX(1-1/2) 96.58- 0.6000 0.6000 121.67 T13 1 Ladder Rails(L2.5x2x3/16) 71.50- 0.6000 0.6000 96.58 T13 2 Ladder Rungs(3/4"SR, 16" 71.50- 0.6000 0.6000 wide, 12"step) 96.58 T13 5 Safety Line 3/8 71.50- 0.6000 0.6000 96.58 T13 7 (1)MLE Hybrid 71.50- 0.6000 0.6000 3Power/6Fiber RL 2(1-1/4) 96.58 +(1)MLE Hybrid 9Power/18Fiber RL 2(1- 5/8) T13 8 LDF7-50A(1-5/8) 71.50- 0.6000 0.6000 96.58 T13 10 5/8"Cable(Lights) 71.50- 0.6000 0.6000 96.58 T13 11 7/16"Cable(Lights) 71.50- 0.6000 0.6000 96.58 T13 12 1"Rigid Conduit 71.50- 0.6000 0.6000 96.58 T13 13 7/8"Line 71.50- 0.6000 0.6000 96.58 T13 14 WG6 Rungs 71.50- 0.6000 0.6000 96.58 T13 15 WG6 Rails 71.50- 0.6000 0.6000 96.58 T13 25 FB-L98B-002-XXX(3/8) 71.50- 0.6000 0.6000 96.58 T13 26 WR-VG86ST-BRD(3/4) 71.50- 0.6000 0.6000 96.58 T13 27 WG Rungs 71.50- 0.6000 0.6000 96.58 T13 28 WG Rails 71.50- 0.6000 0.6000 96.58 T13 30 TSZ 999 0072(1-3/16) 71.50- 0.6000 0.6000 96.58 T13 31 TOWER HYBRID CABLE 71.50- 0.6000 0.6000 6X6 AWG(1-3/8) 96.58 T13 32 LDF2-50(3/8) 71.50- 0.6000 0.6000 96.58 T13 33 WG1 Rungs 71.50- 0.6000 0.6000 96.58 T13 34 WG1 Rails 71.50- 0.6000 0.6000 96.58 T13 38 E60(ELLIPTICAL) 71.50- 0.6000 0.6000 96.58 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 35 Tower Feed Line Description Feed Line Ka K3 Section Record No. Segment No Ice Ice Elev. T13 39 E65(ELLIPTICAL) 71.50- 0.6000 0.6000 96.58 T13 40 LDF4-50A(1/2) 71.50- 0.6000 0.6000 96.58 T13 41 RLSS 8AWG DC(3/4) 71.50- 0.6000 0.6000 96.58 T13 42 561(1-5/8) 71.50- 0.6000 0.6000 96.58 T13 43 WG2 Rungs 71.50- 0.6000 0.6000 96.58 T13 44 WG2 Rails 71.50- 0.6000 0.6000 96.58 T13 45 L3x3x3/16" 71.50- 0.6000 0.6000 96.58 T13 46 L3x3x3/16" 71.50- 0.6000 0.6000 96.58 T13 47 L3x3x3/16" 71.50- 0.6000 0.6000 96.58 T13 49 CAT5E(1/4) 71.50- 0.6000 0.6000 96.58 T13 50 New WG Rungs 71.50- 0.6000 0.6000 96.58 T13 51 New WG Rails 71.50- 0.6000 0.6000 96.58 T13 53 (8)EC7-50(1-5/8)+(3) 71.50- 0.6000 0.6000 HB158-21U6S24- 96.58 xxM_TMO(1-518) T13 54 WG3 Rungs 71.50- 0.6000 0.6000 96.58 T13 55 WG3 Rails 71.50- 0.6000 0.6000 96.58 T13 56 WG4 Rungs 71.50- 0.6000 0.6000 96.58 T13 57 WG4 Rails 71.50- 0.6000 0.6000 96.58 T13 59 WG5 Rungs 71.50- 0.6000 0.6000 96.58 T13 60 WG5 Rails 71.50- 0.6000 0.6000 96.58 T13 61 L3x3x3/16" 71.50- 0.6000 0.6000 96.58 T13 62 L3x3x3/16" 71.50- 0.6000 0.6000 96.58 T13 63 L3x3x3/16" 71.50- 0.6000 0.6000 96.58 T13 67 CUI2PSM9P6XXX(1-1/2) 71.50- 0.6000 0.6000 96.58 T14 1 Ladder Rails(L2.5x2x3/16) 51.42- 0.6000 0.6000 71.50 714 2 Ladder Rungs(3/4"SR, 16" 51.42- 0.6000 0.6000 wide, 12"step) 71.50 T14 5 Safety Line 3/8 51.42- 0.6000 0.6000 71.50 T14 7 (1)MLE Hybrid 51.42- 0.6000 0.6000 3Power/6Fiber RL 2(1-1/4) 71.50 +(1)MLE Hybrid 9Power/18Fiber RL 2(1- 5/8) T14 8 LDF7-50A(1-5/8) 51.42- 0.6000 0.6000 71.50 T14 10 5/8"Cable(Lights) 51.42- 0.6000 0.6000 71.50 T14 11 7/16"Cable(Lights) 51.42- 0.6000 0.6000 71.50 T14 12 1"Rigid Conduit 51.42- 0.6000 0.6000 71.50 T14 13 7/8"Line 51.42- 0.6000 0.6000 71.50 T14 14 WG6 Rungs 51.42- 0.6000 0.6000 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880. Order 557031, Revision 0 Page 36 Tower Feed Line Description Feed Line K3 K? Section Record No. Segment No Ice Ice Elev. 71.50 T14 15 WG6 Rails 51.42- 0.6000 0.6000 71.50 T14 25 FB-L98B-002-XXX(3/8) 51.42- 0.6000 0.6000 71.50 T14 26 WR-VG86ST-BRD(3/4) 51.42- 0.6000 0.6000 71.50 T14 27 WG Rungs 51.42- 0.6000 0.6000 71.50 T14 28 WG Rails 51.42- 0.6000 0.6000 71.50 T14 30 TSZ 999 0072(1-3/16) 51.42- 0.6000 0.6000 71.50 T14 31 TOWER HYBRID CABLE 51.42- 0.6000 0.6000 6X6 AWG(1-3/8) 71.50 T14 32 LDF2-50(3/8) 51.42- 0.6000 0.6000 71.50 T14 33 WG1 Rungs 51.42- 0.6000 0.6000 71.50 T14 34 WG1 Rails 51.42- 0.6000 0.6000 71.50 T14 38 E60(ELLIPTICAL) 51.42- 0.6000 0.6000 71.50 T14 39 E65(ELLIPTICAL) 51.42- 0.6000 0.6000 71.50 T14 40 LDF4-50A(1/2) 51.42- 0.6000 0.6000 71.50 T14 41 RLSS 8AWG DC(314) 51.42- 0.6000 0.6000 71.50 T14 42 561(1-5/8) 51.42- 0.6000 0.6000 71.50 T14 43 WG2 Rungs 51.42- 0.6000 0.6000 71.50 T14 44 WG2 Rails 51.42- 0.6000 0.6000 71.50 T14 45 L3x3x3/16" 51.42- 0.6000 0.6000 71.50 T14 46 L3x3x3116" 51.42- 0.6000 0.6000 71.50 T14 47 L3x3x3I16" 51.42- 0.6000 0.6000 71.50 T14 49 CAT5E(1/4) 51.42- 0.6000 0.6000 71.50 T14 50 New WG Rungs 51.42- 0.6000 0.6000 71.50 T14 51 New WG Rails 51.42- 0.6000 0.6000 71.50 T14 53 (8)EC7-50(1-5/8)+(3) 51.42- 0.6000 0.6000 H8158-21U6S24- 71.50 xxM_TMO(1-5/8) T14 54 WG3 Rungs 51.42- 0.6000 0.6000 71.50 T14 55 WG3 Rails 51.42- 0.6000 0.6000 71.50 T14 56 WG4 Rungs 51.42- 0.6000 0.6000 71.50 T14 57 WG4 Rails 51.42- 0.6000 0.6000 71.50 T14 59 WG5 Rungs 51.42- 0.6000 0.6000 71.50 T14 60 WG5 Rails 51.42- 0.6000 0.6000 71.50 T14 61 L3x3x3/16" 51.42- 0.6000 0.6000 71.50 T14 62 L3x3x3/16" 51.42- 0.6000 0.6000 71.50 T14 63 L3x3x3/16" 51.42- 0.6000 0.6000 71.50 T14 67 CU12PSM9P6XXX(1-1/2) 51.42- 0.6000 0.6000 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis 0Ci BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 37 Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev, 71,50 T15 1 Ladder Rails(L2.5x2x3/16) 31.33- 0.6000 0.6000 51.42 T15 2 Ladder Rungs(3/4"SR, 16" 31.33- 0.6000 0.6000 wide, 12"step) 51.42 T15 5 Safety Line 3/8 31.33- 0.6000 0.6000 51.42 T15 7 (1)MLE Hybrid 31.33- 0.6000 0.6000 3Power/6Fiber RL 2(1-1/4) 51.42 +(1)MLE Hybrid 9Power/18Fiber RL 2(1- 5/8) T15 8 LDF7-50A(1-5/8) 31.33- 0.6000 0.6000 51.42 T15 10 5/8"Cable(Lights) 31.33- 0.6000 0.6000 51.42 T15 11 7/16"Cable(Lights) 31.33- 0.6000 0.6000 51.42 T15 12 1"Rigid Conduit 31.33- 0.6000 0.6000 51.42 T15 13 7/8"Line 31.33- 0.6000 0.6000 51.42 T15 14 WG6 Rungs 31.33- 0.6000 0.6000 51.42 T15 15 WG6 Rails 31.33- 0.6000 0.6000 51.42 T15 16 Cage Rail 31.33- 0.6000 0.6000 33.00 T15 17 Cage Grate 31.33- 0.6000 0.6000 33.00 T15 18 Cage Rail 31.33- 0.6000 0.6000 33.00 T15 19 Cage Grate 31.33- 0.6000 0.6000 33.00 T15 20 Cage Rail 31.33- 0.6000 0.6000 33.00 T15 21 Cage Grate 31.33- 0.6000 0.6000 33.00 T15 22 Cage Rail 31.33- 0.6000 0.6000 33.00 T15 23 Cage Grate 31.33- 0.6000 0.6000 33.00 T15 25 FB-L98B-002-XXX(3/8) 31.33- 0.6000 0.6000 51.42 T15 26 WR-VG86ST-BRD(3/4) 31.33- 0.6000 0.6000 51.42 T15 27 WG Rungs 31.33- 0.6000 0.6000 51.42 T15 28 WG Rails 31.33- 0.6000 0.6000 51.42 T15 30 TSZ 999 0072(1-3/16) 31.33- 0.6000 0.6000 51.42 T15 31 TOWER HYBRID CABLE 31.33- 0.6000 0.6000 6X6 AWG(1-3/8) 51.42 T15 32 LDF2-50(3/8) 31.33- 0.6000 0.6000 51.42 T15 33 WG1 Rungs 31.33- 0.6000 0.6000 51.42 T15 34 WG1 Rails 31.33- 0.6000 0.6000 51.42 T15 38 E60(ELLIPTICAL) 31.33- 0.6000 0.6000 51.42 T15 39 E65(ELLIPTICAL) 31.33- 0.6000 0.6000 51.42 T15 40 LDF4-50A(112) 31.33- 0.6000 0.6000 51.42 T15 41 RLSS 8AWG DC(3/4) 31.33- 0.6000 0.6000 51.42 T15 42 561(1-5/8) 31,33- 0.6000 0.6000 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCl BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 38 Tower Feed Line Description Feed Line Ka K, Section Record No. Segment No Ice Ice Elev. 51.42 T15 43 WG2 Rungs 3133- 0.6000 0.6000 51.42 T15 44 WG2 Rails 3133- 0.6000 0.6000 51.42 T15 45 L3x3x3/16" 3200- 0.6000 0.6000 51.42 T15 46 L3x3x3116" 3200- 0.6000 0.6000 51.42 T15 47 L3x3x3/16" 3200- 0.6000 0.6000 51.42 T15 49 CAT5E(1/4) 31.33- 0.6000 0.6000 51.42 T15 50 New WG Rungs 31.33- 0.6000 0.6000 51.42 T15 51 New WG Rails 31.33- 0.6000 0.6000 51.42 T15 53 (8)EC7-50(1-518)+(3) 31.33- 0.6000 0.6000 HB158-21U6S24- 51.42 xxM TMO(1-5/8) T15 54 WG3 Rungs 31.33- 0.6000 0.6000 51.42 T15 55 WG3 Rails 31.33- 0.6000 0.6000 51.42 T15 56 WG4 Rungs 31.33- 0.6000 0.6000 51.42 T15 57 WG4 Rails 31.33- 0.6000 0.6000 51.42 T15 59 WG5 Rungs 31.33- 0.6000 0.6000 51.42 T15 60 WG5 Rails 31.33- 0.6000 0.6000 51.42 T15 61 L3x3x3/16" 32.00- 0.6000 0.6000 51.42 T15 62 L3x3x3/16" 32.00- 0.6000 0.6000 51.42 T15 63 L3x3x3/16" 32.00- 0.6000 0.6000 51.42 T15 67 CU12PSM9P6XXX(1-1/2) 31.33- 0.6000 0.6000 51.42 T16 1 Ladder Rails(L2.5x2x3116) 0.00-31.33 0.6000 0.6000 T16 2 Ladder Rungs(3/4"SR, 16" 0.00-31.33 0.6000 0.6000 wide, 12"step) T16 5 Safety Line 3/8 0.00-31.33 0.6000 0.6000 T16 7 (1)MLE Hybrid 11.00- 0.6000 0.6000 3Power/6Fiber RL 2(1-1/4) 31.33 +(1)MLE Hybrid 9Power/18Fiber RL 2(1- 5/8) T16 8 LDF7-50A(1-518) 11.00- 0.6000 0.6000 31.33 T16 10 5/8"Cable(Lights) 10.00- 0.6000 0.6000 31.33 T16 11 7/16"Cable(Lights) 10.00- 0,6000 0.6000 31.33 T16 12 1"Rigid Conduit 10.00- 0.6000 0.6000 31.33 T16 13 7/8"Line 10.00- 0.6000 0.6000 31.33 T16 14 WG6 Rungs 25.00- 0.6000 0.6000 31.33 T16 15 WG6 Rails 25.00- 0.6000 0.6000 31.33 T16 16 Cage Rail 11.00- 0.6000 0.6000 31.33 T16 17 Cage Grate 11.00- 0.6000 0.6000 31.33 T16 18 Cage Rail 11.00- 0.6000 0.6000 31.33 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 39 Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. T16 19 Cage Grate 11.00- 0.6000 0.6000 31.33 T16 20 Cage Rail 11.00- 0.6000 0.6000 31.33 T16 21 Cage Grate 11.00- 0.6000 0.6000 31.33 T16 22 Cage Rail 11.00- 0.6000 0.6000 31.33 T16 23 Cage Grate 11.00- 0.6000 0.6000 31.33 T16 25 FB-L98B-002-XXX(3/8) 10.00- 0.6000 0.6000 31.33 T16 26 WR-VG86ST-BRD(3/4) 10.00- 0.6000 0.6000 31.33 T16 27 WG Rungs 25.00- 0.6000 0.6000 31.33 T16 28 WG Rails 25.00- 0.6000 0.6000 31.33 T16 30 TSZ 999 0072(1-3/16) 0.00-31.33 0.6000 0.6000 T16 31 TOWER HYBRID CABLE 0.00-31.33 0.6000 0.6000 6X6 AWG(1-3/8) T16 32 LDF2-50(3/8) 0.00-31.33 0.6000 0.6000 T16 33 WG1 Rungs 25.00- 0.6000 0.6000 31.33 T16 34 WG1 Rails 25.00- 0.6000 0.6000 31.33 T16 38 E60(ELLIPTICAL) 0.00-31.33 0.6000 0.6000 T16 39 E65(ELLIPTICAL) 0.00-31.33 0.6000 0.6000 T16 40 LDF4-50A(1/2) 0.00-31.33 0.6000 0.6000 T16 41 RLSS 8AWG DC(3/4) 0.00-31.33 0.6000 0.6000 T16 42 561(1-5/8) 10.00- 0.6000 0.6000 31.33 T16 43 WG2 Rungs 0.00-31.33 0.6000 0.6000 T16 44 WG2 Rails 0.00-31.33 0.6000 0,6000 T16 49 CAT5E(1/4) 0.00-31.33 0.6000 0.6000 T16 50 New WG Rungs 0.00-31.33 0.6000 0.6000 T16 51 New WG Rails 0.00-31.33 0.6000 0.6000 T16 53 (8)EC7-50(1-5/8)+(3) 7.00-31.33 0.6000 0.6000 HB158-21 U6S24- xxM_TMO(1-5/8) T16 54 WG3 Rungs 12.00- 0.6000 0.6000 31.33 T16 55 WG3 Rails 12.00- 0.6000 0.6000 31.33 T16 56 WG4 Rungs 15.00- 0.6000 0.6000 31.33 T16 57 WG4 Rails 15.00- 0.6000 0.6000 31.33 T16 59 WG5 Rungs 11.00- 0.6000 0.6000 31,33 T16 60 WG5 Rails 11.00- 0.6000 0.6000 31.33 T16 67 GUI2PSM9P6XXX 1-1/2 0.00-31.33 0.6000 0.6000 r to Tower Loads tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 40 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ft Lighting Rod 3/4"x 4' B From Leg 0.00 0.0000 287.70 No Ice 0.30 0.30 0.03 0.00 12.00 4.5"Die x 16.5-ft Pipe B From Leg 0.00 0.0000 287.70 No Ice 7.42 7.42 0.18 0.00 5.00 Flash Beacon Lighting B From Leg 0.00 0.0000 285.00 No Ice 2.70 2.70 0.05 0.00 10.00 Side Lighting A From Leg 0.50 0.0000 186.00 No Ice 0.10 0.10 0.01 0.00 0.00 Side Lighting B From Leg 0.50 0.0000 99.00 No Ice 0.10 0.10 0.01 0.00 0.00 Side Lighting D From Leg 0.50 0.0000 99.00 No Ice 0.10 0.10 0.01 0.00 0.00 **283** DS8A1 0F36U-D B From Leg 4.00 0.0000 283.00 No Ice 4.15 4.15 0.04 0.00 7.00 DS8A10F36U-D C From Leg 4.00 0.0000 283.00 No Ice 4.15 4.15 0.04 0.00 7.00 ATS8TMA10 B From Leg 0.50 0.0000 283.00 No Ice 1.59 2.35 0.03 0.00 2.00 Side Arm Mount[SO 306- B From Leg 0.00 0.0000 283.00 No Ice 0.41 2.26 0.04 1] 0.00 0.00 Side Arm Mount[SO 306- C From Leg 0.00 0.0000 283.00 No Ice 0.41 2.26 0.04 1] 0.00 0.00 **277*" Pipe Mount[PM 601-1] A From Leg 0.50 0.0000 277.00 No Ice 1.32 1.32 0.07 0.00 0.00 1.9"dia x 10'long B From Face 0.50 0-O000 277.00 No Ice 1.90 0.03 0.10 Stabilizer 0.00 0.00 2.4"dia.x 76"Stabilizer A From Face 0.50 0.0000 277.00 No Ice 1.80 0.05 0.03 0O0 0.00 **239** Pipe Mount[PM 601-1] A From Leg 0.50 0.0000 239.00 No Ice 1.32 1.32 0.07 0.00 0.00 "*215"* NNHH-65B-R4 W/Mount A From Leg 3.00 0.0000 215.00 No Ice 7.55 4.23 0.11 Pipe 0.00 0.00 NNHH-65B-R4 w/Mount C From Leg 3.00 0.0000 215.00 No Ice 7.55 4.23 0.11 Pipe 0O0 0.00 (2)SBNHH-1 D65B W/ A From Leg 3.00 0.0000 215.00 No Ice 4.09 3.30 0.07 Mount Pipe 0.00 0.00 (4)SBNHH-1 D85B w/ B From Leg 3.00 0.0000 215.00 No Ice 4.09 3.30 0.07 Mount Pipe 0.00 0.00 (2)SBNHH-1 D65B w/ C From Leg 3.00 0.0000 215.00 No Ice 4.09 3.30 0.07 Mount Pipe 0.00 0O0 (3)DC6-48-60-18-8C A From Leg 3.00 0.0000 215.00 No Ice 1.14 1.14 0.03 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 41 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft it 0.00 0.00 (2)RRUS 4449 B5/B12 A From Leg 3.00 0.0000 215.00 No Ice 1.97 1.41 0.07 0.00 0.00 RRUS 4449 B51B12 C From Leg 3.00 0.0000 215.00 No Ice 1.97 1.41 0.07 0.00 0.00 RRUS 8843 B2/B66A A From Leg 3.00 0.0000 215.00 No Ice 1.64 1.35 0.07 0.00 0.00 (2)RRUS 8843 B2/B66A B From Leg 3.00 0.0000 215.00 No Ice 1.64 1.35 0.07 0.00 0.00 (4)DC2-48-60-0-9E B From Leg 3.00 0.0000 215.00 No Ice 0.93 0.56 0.02 0.00 0.00 (2)DC2-48-60-0-9E C From Leg 3.00 0.0000 215.00 No Ice 0.93 0.56 0.02 0.00 0.00 (2)RRUS 32 B30 B From Leg 3.00 0.0000 215.00 No Ice 2.69 1.57 0.06 0.00 0.00 RRUS 32 B30 C From Leg 3.00 0.0000 215.00 No Ice 2.69 1.57 0.06 0.00 0.00 (3)RRUS 4478 B14 C From Leg 3.00 0.0000 215.00 No Ice 1.84 1.06 0.06 0.00 0.00 Sector Mount[SM 502-1] A From Leg 0.00 0.0000 215.00 No Ice 15.40 11.11 0.56 0.00 0.00 Sector Mount[SM 502-1] B From Leg 0.00 0.0000 215.00 No Ice 15.40 11.11 0.56 0.00 0.00 Sector Mount[SM 502-1] C From Leg 0.00 0.0000 215.00 No Ice 15.40 11.11 0.56 0.00 0.00 8 x 2"Mount Pipe C From Leg 3.00 0.0000 215.00 No Ice 1.90 1.90 0.03 0.00 0.00 **210** Pipe Mount[PM 601-1] D From Leg 0.50 0.0000 210.00 No Ice 1.32 1.32 0.07 0.00 0.00 **203** TTTT65AP-1XR w/Mount A From Leg 4.00 0.0000 203.00 No Ice 5.30 3.18 0.06 Pipe 0.00 3.00 TTTT65AP-1XR w/Mount B From Leg 4.00 0.0000 203.00 No Ice 5.30 3.18 0.06 Pipe 0.00 3.00 TTTT65AP-1XR WI Mount C Frorn Leg 4.00 0.0000 203.00 No Ice 5.30 3.18 0.06 Pipe 0.00 3.00 APXV9ERR18-C WI Mount A From Leg 4.00 0.0000 203.00 No Ice 4.60 4.01 0.10 Pipe 0.00 1.00 APXVERR18-C w/Mount B From Leg 4.00 0.0000 203.00 No Ice 4.60 4.01 0.08 Pipe 0.00 1.00 APXV9ERR18-C w/Mount C From Leg 4.00 0.0000 203.00 No Ice 4.60 4.01 0.10 Pipe 0.00 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 42 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ft 1.00 FZHJ-RRH A From Leg 4.00 0.0000 203.00 No Ice 1.26 1.01 0.06 0.00 0.00 FZHJ-RRH B From Leg 4.00 0.0000 203.00 No Ice 1.26 1.01 0.06 0.00 0.00 FZHJ-RRH C From Leg 4.00 0.0000 203.00 No Ice 1.26 1.01 0.06 0.00 0.00 RRUS 31 825 A From Leg 4.00 0.0000 203.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 31 825 B From Leg 4.00 0.0000 203.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 31 825 C From Leg 4.00 0.0000 203.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 11 B26A A From Leg 4.00 0.0000 203.00 No Ice 2.79 1.19 0.05 0.00 0.00 RRUS 11 B26A B From Leg 4.00 0.0000 203.00 No Ice 2.79 1.19 0.05 0.00 0.00 RRUS 11 B26A C From Leg 4.00 0.0000 203.00 No Ice 2.79 1.19 0.05 0.00 0.00 (3)ACU-A20-N A From Leg 4.00 0.0000 203.00 No Ice 0.07 0.12 0.00 0.00 0.00 (3)ACU-A20-N B From Leg 4.00 0.0000 203.00 No Ice 0.07 0.12 0.00 0.00 0.00 (3)ACU-A20-N C From Leg 4.00 0.0000 203.00 No Ice 0.07 0.12 0.00 0.00 0.00 FIBEAIR IP-20C A From Leg 4.00 0.0000 203.00 No Ice 0.68 0.29 0.01 0.00 1.00 (2)TN11/2X 248T/256X B From Leg 4.00 0.0000 203.00 No Ice 1.07 0.40 0.01 HP 0.00 0.00 Sector Mount[SM 503-1] A From Leg 0.00 0.0000 203.00 No Ice 15.94 11.11 0.56 0.00 0.00 Sector Mount[SM 503-1] B From Leg 0.00 0.0000 203.00 No Ice 15.94 11.11 0.56 0.00 0.00 Sector Mount[SM 503-1] C From Leg 0.00 0.0000 203.00 No Ice 15.94 11.11 0.56 0.00 0.00 Pipe Mount[PM 601-1] A From Leg 0.50 0.0000 203.00 No Ice 1.32 1.32 0.07 0.00 0.00 Pipe Mount[PM 601-1] B From Leg 0.50 0.0000 203.00 No Ice 1.32 1.32 0.07 0.00 0.00 Pipe Mount[PM 601-1] C From Leg 0.50 0.0000 203.00 No Ice 1.32 1.32 0.07 0.00 0.00 8 x 2"Mount Pipe A From Leg 4.00 0.0000 203.00 No Ice 1.90 1.90 0.03 0.00 0.00 8'x 2"Mount Pipe B From Leg 4.00 0.0000 203.00 No Ice 1.90 1.90 0.03 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 43 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ft 0.00 0.00 (2)8'x 2"Mount Pipe C From Leg 4.00 0.0000 203.00 No Ice 1.90 1.90 0.03 0.00 0.00 `"195"* AIR6449 B41_T-MOBILE A From Leg 3.00 0.0000 195.00 No Ice 5.19 2.71 0.13 WI Mount Pipe 0.00 0.00 AIR6449 B41_T-MOBILE B From Leg 3.00 0.0000 195.00 No Ice 5.19 2.71 0.13 W/Mount Pipe 0.00 0.00 AIR6449 B41 T-MOBILE C From Leg 3.00 0.0000 195.00 No Ice 5.19 2.71 0,13 WI Mount Pipe 0.00 0.00 FFHH-65C-R3 WI Mount A From Leg 3.00 0.0000 195-O0 No Ice 12.97 6.20 0.16 Pipe 0.00 0.00 FFHH-65C-R3 w/Mount B From Leg 3.00 0.0000 195.00 No Ice 12.97 6.20 0.16 Pipe 0.00 0.00 FFHH-65C-R3 w/Mount C From Leg 3.00 0.0000 195.00 No Ice 12.97 6.20 0.16 Pipe 0.00 0.00 RADIO 4480 B71_TMO A From Leg 3.00 0.0000 195.00 No Ice 2.85 1.38 0.09 0.00 0.00 RADIO 4480 B71_TMO B From Leg 3.00 0.0000 195.00 No Ice 2.85 1.38 0.09 0.00 0.00 RADIO 4480 B71_TMO C From Leg 3.00 0.0000 195.00 No Ice 2.85 1.38 0.09 0.00 0.00 RADIO 4460 B2/B25 A From Leg 3.00 0.0000 195.00 No Ice 2.14 1.69 0.11 B66_TMO 0.00 0.00 RADIO 4460 B2/B25 B From Leg 3.00 0.0000 195.00 No Ice 2.14 1.69 0.11 B66_TM O 0.00 0.00 RADIO 4460 B2/B25 C From Leg 3.00 0.0000 195.00 No Ice 2.14 1.69 0.11 B66_TMO 0.00 0.00 Sector Mount[SM 502-1] A From Leg 0.00 0.0000 195.00 No Ice 15.40 11.11 0.56 0.00 0.00 Sector Mount[SM 502-1] B From Leg 0.00 0.0000 195.00 No Ice 15.40 11.11 0.56 0.00 0.00 Sector Mount[SM 502-1] C From Leg 0.00 0.0000 195.00 No Ice 15.40 11.11 0.56 0.00 0.00 Pipe Mount[PM 601-1] A From Leg 0.50 0.0000 195.00 No Ice 1.32 1.32 0.07 0.00 0.00 Pipe Mount[PM 601-1] B From Leg 0.50 0.0000 195.00 No Ice 1.32 1.32 0.07 0.00 0.00 Pipe Mount[PM 601-1] C From Leg 0.50 0.0000 195.00 No Ice 1.32 1.32 0.07 0.00 0.00 (2)8'x 2"Mount Pipe A From Leg 3.00 0.0000 195.00 No Ice 1.90 1.90 0.03 0.00 0.00 (2)8'x 2"Mount Pipe B From Leg 3.00 0.0000 195.00 No Ice 1.90 1.90 0.03 0.00 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis OO1 BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 44 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ftt fth K ft ft 0.00 (2)8 x 2"Mount Pipe C From Leg 3.00 0.0000 195.00 No Ice 1.90 1.90 0.03 0.00 0.00 **180`* Pipe Mount[PM 601-1] C From Leg 0.50 0.0000 180.00 No Ice 1.32 1.32 0.07 0.00 0.00 **177** (2)MC06FRO860-02 A From Leg 4.00 0.0000 177.00 No Ice 9.01 6.19 0.07 0.00 0.00 (2)MC06FRO860-02 B From Leg 4.00 0.0000 177.00 No Ice 9.01 6.19 0.07 0.00 0.00 (2)MC06FRO860-02 C From Leg 4.00 0.0000 177.00 No Ice 9.01 6.19 0.07 0.00 0.00 Sub6 Antenna WI Mount A From Leg 4.00 0.0000 177.00 No Ice 4.23 2.88 0-09 Pipe 0.00 0.00 Sub6 Antenna w/Mount B From Leg 4.00 0.0000 177.00 No Ice 4.23 2.88 0.09 Pipe 0.00 0.00 Sub6 Antenna W/Mount C From Leg 4.00 0.0000 177.00 No Ice 4.23 2.88 0.09 Pipe 0.00 0.00 X7CQAP-86-865-VRO w/ A From Leg 4.00 0.0000 177.00 No Ice 10.80 8.39 0.11 Mount Pipe 0.00 0.00 X7CQAP-86-865-VRO w/ B From Leg 4.00 0.0000 177.00 No Ice 10.80 8.39 0.11 Mount Pipe 0.00 0.00 X7CQAP-86-865-VRO w/ C From Leg 4.00 0.0000 177.00 No Ice 10.80 8.39 0.11 Mount Pipe 0.00 0.00 RHSDC-6627-PF-48 A From Leg 4.00 0.0000 177.00 No Ice 4.06 3.10 0.03 0.00 0.00 RHSDC-3315-PF-48 B From Leg 4.00 0.0000 177.00 No Ice 3.36 2.19 0.03 0.00 0.00 4449 A From Leg 4.00 0.0000 177.00 No Ice 1.97 1.40 0.07 0.00 0.00 4449 B From Leg 4.00 0.0000 177.00 No Ice 1.97 1.40 0.07 0.00 0.00 4449 C From Leg 4.00 0.0000 177.00 No Ice 1.97 1.40 0.07 0.00 0.00 8843 A From Leg 4.00 0.0000 177.00 No Ice 1.65 1.36 0.07 0.00 0.00 8843 B From Leg 4.00 0.0000 177.00 No Ice 1.65 1.36 0,07 0.00 0.00 8843 C From Leg 4.00 0.0000 177.00 No Ice 1.65 1.36 0.07 0.00 0.00 Sector Mount[14.5'SM A From Leg 0.00 0.0000 177.00 No Ice 10.65 7.05 0.30 404-1] 0.00 0.00 Sector Mount[14.5'SM B From Leg 0.00 0.0000 177.00 No Ice 10.65 7.05 0.30 404-1] 0.00 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC!BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 45 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft' ft2 K ft ft 0.00 Sector Mount[14.5 SM C From Leg 0.00 0.0000 177.00 No Ice 10.65 7.05 0.30 404-1] 0.00 0.00 Site Pro 1 SFS-V Sector A From Leg 0.00 0.0000 177.00 No Ice 2.84 2.67 0.07 Frame Stabilizer 0.00 0.00 Site Pro 1 SFS-V Sector B From Leg 0.00 0.0000 177.00 No Ice 2.84 2.67 0.07 Frame Stabilizer 0.00 0.00 Site Pro 1 SFS-V Sector C From Leg 0.00 0.0000 177.00 No Ice 2.84 2.67 0.07 Frame Stabilizer 0.00 0.00 Pipe Mount[PM 601-1] C From Face 0.50 0.0000 235.00 No Ice 1.32 1.32 0.07 0.00 0.00 Zephyrhills Platform A From Face 0.00 0.0000 197.00 No Ice 41.00 10.00 0.90 0.00 0.00 Platfrom Rail B From Face 0.00 0.0000 197.00 No Ice 16.00 2.00 0.16 0.00 0.00 Platfrom Rail C From Face 0.00 0.0000 197.00 No Ice 16.00 2.00 0.16 0.00 0.00 Zephyrhills Platform A From Face 0.00 0.0000 97.00 No Ice 100.00 18.00 0.96 0.00 0.00 Zephyrhills Platform B From Face 0.00 0.0000 97.00 No Ice 100.00 18.00 0.96 0.00 0.00 Platfrom Rail A From Face 0.00 0.0000 247.00 No Ice 12.00 2.00 0.16 0.00 0.00 Platfrom Rail B From Face 0.00 0.0000 247.00 No Ice 12.00 2.00 0.16 0.00 0.00 Platfrom Rail C From Face 0.00 0.0000 247.00 No Ice 12.00 2.00 0.16 0.00 0.00 Platfrom Rail A From Face 0.00 0.0000 287.70 No Ice 9.80 3.00 0.16 0.00 0.00 Platfrom Rail C From Face 0.00 0.0000 287.70 No Ice 9.80 3.00 0.16 0.00 0.00 WG11 A From Face 0.00 0.0000 7.67 No Ice 128.80 3.50 1.36 0.00 0.00 WG12 D From Face 0.00 0.0000 7.67 No Ice 128.80 3.50 1.36 0.00 0.00 ``Ineffective RH3<.* (2)2L2.5x2.5x3116"mid A From Face 0.00 0.0000 134.25 No Ice 2.88 0.03 0.29 panel redundant 0.00 0.00 (2)2L2.5x2.5x3116"mid B From Face 0.00 0.0000 134.25 No Ice 2.88 0.03 029 panel redundant 0.00 0.00 (2)2L2.5x2.5x3/16"mid C From Face 0.00 0.0000 134.25 No Ice 2.88 0.03 0.29 panel redundant 0.00 0.00 (2)2L2.5x2.5x3/16"mid D From Face 0.00 0.0000 134.25 No Ice 2.88 0.03 029 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCl BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 46 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ft panel redundant 0.00 0.00 (2)2L2.5x2.5x3/16"mid A From Face 0.00 0.0000 159.00- No Ice 2.88 0.03 0.29 panel redundant 0.00 134.25 0.00 (2)2L2.5x2.5x3/16"mid B From Face 0.00 0.0000 159.00- No Ice 2.88 0.03 0.29 panel redundant 0.00 134.25 0.00 (2)2L2.5x2.5x3/16"mid C From Face 0.00 0.0000 15900- No Ice 2.88 0.03 0.29 panel redundant 0.00 134.25 0.00 (2)2L2.5x2.5x3/16"mid D From Face 0.00 0.0000 159.00- No Ice 2.88 0.03 029 panel redundant 0.00 134.25 0.00 (2)2L2.5x2.5x3/16"mid C From Face 0.00 0.0000 159.00- No Ice 2.88 0.03 0.29 panel redundant 0-00 134.25 0.00 (2)2L2.5x2.5x3l16"mid D From Face 0.00 0.0000 159.00- No Ice 2.88 0.03 0.29 panel redundant 0.00 134.25 0.00 shes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft ft2 K *277* _.____... PAD8-65AC A Paraboloid From 1.00 -30.0000 277.00 8.00 No Ice 50.30 0.29 w/Radome Leg 0.00 0.00 *239* PAD6-59BC A Paraboloid w/o From 1.00 -23.0000 239.00 6.58 No Ice 34.04 0.14 Radome Leg 0.00 0.00 `210** PAD6-59BC D Paraboloid w/o From 1.00 -85.0000 210.00 6.58 No Ice 34.04 0.14 Radome Leg 0.00 0.00 *203* SC2-19OBB A Paraboloid w/o From 4.00 -45.0000 203.00 2.20 No Ice 3.80 0.02 Radome Leg 0.00 1.00 ANT2 0.6 11 HPX B Paraboloid w/o From 4.00 25.0000 203.00 2.17 No Ice 3.72 0.03 (TR) Radome Leg 0.00 2.00 "180* PADS-59BC C Paraboloid w/o From 1.00 5.0000 180.00 6.58 No Ice 34.04 0.14 Radome Leg 0.00 0.00 oadGombinations tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 47 Comb. Description No. 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 45 deg-No Ice 5 0.9 Dead+1.0 Wind 45 deg-No Ice 6 1.2 Dead+1.0 Wind 90 deg-No Ice 7 0.9 Dead+1.0 Wind 90 deg-No Ice 8 1.2 Dead+1.0 Wind 135 deg-No Ice 9 0.9 Dead+1.0 Wind 135 deg-No Ice 10 1.2 Dead+1.0 Wind 180 deg-No Ice 11 0.9 Dead+1.0 Wind 180 deg-No Ice 12 1.2 Dead+1.0 Wind 225 deg-No Ice 13 0.9 Dead+1.0 Wind 225 deg-No Ice 14 1.2 Dead+1.0 Wind 270 deg-No Ice 15 0.9 Dead+1.0 Wind 270 deg-No Ice 16 1.2 Dead+1.0 Wind 315 deg-No lce 17 0.9 Dead+1.0 Wind 315 deg-No Ice 18 Dead+Wind 0 deg-Service 19 Dead+Wind 45 deg-Service 20 Dead+Wind 90 deg-Service 21 Dead+Wind 135 deg-Service 22 Dead+Wind 180 deg-Service 23 Dead+Wind 225 deg-Service 24 Dead+Wind 270 deg-Service 25 Dead+Wind 315 de -Service Maximum r Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Ti 287.667- Leg Max Tension 5 0.38 0.57 0.32 280.084 Max.Compression 4 -1.04 -0.25 -0.60 Max.Mx 6 0.05 0.85 -0.12 Max.My 7 -0.76 0.16 -0.81 Max.Vy 10 -0.39 0.54 -0.01 Max.Vx 2 -0.38 0.05 0.44 Diagonal Max Tension 15 0.86 0.00 0.00 Max.Compression 14 -1.04 0.00 0.00 Max.Mx 2 0.09 0.04 0.00 Max.My 2 -0.23 0.00 0.00 Max.Vy 2 -0.02 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 15 0.52 0.00 0.00 Max.Compression 14 -0.55 0.00 0.00 Max. Mx 6 0.01 0.02 0.00 Max.My 14 0.03 0.02 -0.00 Max.Vy 6 0.02 0.02 0.00 Max.Vx 14 0.00 0.02 -0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 12 -0.01 0.00 0.00 Max.Mx 2 -0.00 -0.06 0.00 Max.Vy 2 0.02 0.00 0.00 T2 280.084- Leg Max Tension 5 0.90 0.57 0.32 272.5 Max.Compression 16 -2.48 -0.21 -0.29 Max.Mx 6 0.37 -1.12 -0.12 Max.My 7 -1.58 0.16 1.08 Max.Vy 6 0.69 0.85 -0.12 Max.Vx 7 -0.66 0.16 -0.81 Diagonal Max Tension 7 3.02 0.00 0.00 Max.Compression 6 -3.22 0.00 0.00 Max.Mx 2 -0.03 0.05 0.00 Max. My 2 -0.14 0.00 0.00 Max.Vy 2 -0.02 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 48 Sectio Elevation Component Condition Gov. Axial MajorAxis MinorAxis n ft Type Load Moment Moment No. Comb, K kip-ft kip-ft Horizontal Max Tension 6 1.92 -0.03 0.00 Max.Compression 7 -1.88 -0.02 0.00 Max.Mx 14 -0.20 -0.03 -0.00 Max.My 6 -0.19 -0.02 0.01 Max.Vy 14 -0.02 -0.03 -0.00 Max.Vx 6 0.00 -0.02 0.01 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -0.01 0.00 0.00 Max.Mx 2 -0.00 -0.07 0.00 Max.Vy 2 0.03 0.00 0.00 T3 272.5- Leg Max Tension 9 9.37 0.14 0.13 247.333 Max.Compression 16 -13.45 -0.08 -0.10 Max. Mx 6 1.42 0.78 -0.20 Max.My 7 -4.12 0.24 -0.73 Max.Vy 4 0.27 0.72 -0.59 Max.Vx 7 -0.25 0.24 -0.73 Diagonal Max Tension 7 7.45 -0.01 0.02 Max.Compression 6 -7.75 0.00 0.00 Max. Mx 4 -5.85 -0.05 -0.02 Max.My 6 0.45 -0.04 0.02 Max.Vy 4 -0.03 -0.05 -0.02 Max.Vx 6 -0.01 0.00 0.00 Horizontal Max Tension 6 3.83 -0.04 0.00 Max.Compression 6 -3.83 -0.04 0.00 Max.Mx 6 -0.26 -0.04 -0.01 Max.My 6 0.21 -0.03 0.01 Max.Vy 6 0.03 -0.04 -0.01 Max.Vx 6 -0.00 -0.03 0.01 Top Girt Max Tension 6 2.92 0.05 -0.00 Max.Compression 6 -2.91 0.05 -0.00 Max.Mx 14 0.31 0.07 0.00 Max.My 6 0.28 0.02 -0.01 Max.Vy 14 -0.04 0.07 0.00 Max.Vx 6 0.00 0.02 -0.01 Redund Horz 1 Max Tension 16 0.21 0.00 0.00 Bracing Max.Compression 9 -0.20 0.00 0.00 Max.Mx 2 -0.11 -0.00 0.00 Max.My 2 -0.11 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Diag 1 Max Tension 8 0.28 0.00 0.00 Bracing Max.Compression 17 -0.17 0.00 0.00 Max.Mx 2 0.19 -0.01 0.00 Max.My 2 0.19 0.00 -0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -0.01 0.00 0.00 Max.Mx 2 -0.00 -0.11 0.00 Max.Vy 2 0.03 0.00 0.00 T4 247.333- Leg Max Tension 9 24.24 0.36 0.29 232.583 Max.Compression 8 -31.55 -0.31 -0.23 Max.Mx 4 -3.62 1.48 -1.22 Max.My 12 -5.64 -1.23 1.30 Max.Vy 8 0.90 0.36 0.29 Max.Vx 5 -0.98 -0.23 -0.31 Diagonal Max Tension 7 8.21 0.00 0.00 Max.Compression 6 -8.70 0.00 0.00 Max.Mx 2 0.25 0.13 0.00 Max.My 2 -0.71 0.00 -0.01 Max.Vy 2 -0.05 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Horizontal Max Tension 6 6.45 -0.06 0.00 Max.Compression 7 -6.18 -0.04 0.00 Max. Mx 6 0.92 -0.06 -0.01 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis COt BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 49 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft k -ft Max. My 6 -0.15 -0.05 0.02 Max.Vy 6 -0.04 -0.06 -0.01 Max.Vx 6 0.00 -0.05 0.02 Top Girt Max Tension 6 5.11 -0.09 0.01 Max.Compression 7 -5.05 -0.06 0.00 Max.Mx 14 -0.26 -0.10 -0,01 Max.My 6 -0.10 -0.07 0.02 Max.Vy 14 -0.06 -0.10 -0.01 Max.Vx 6 0.01 -0.07 0.02 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -0.02 0.00 0.00 Max. Mx 2 -0.00 -0.26 0.00 Max.Vy 2 0.07 0.00 0.00 T5 232.583- Leg Max Tension 9 31.01 0.49 0.21 222.166 Max.Compression 8 -40.32 0.15 0.23 Max.Mx 4 -4.03 1.84 -1.56 Max. My 12 -7.06 -1.48 1.78 Max.Vy 4 -0.74 1.84 -1.56 Max.Vx 12 -0.72 -1.48 1.78 Diagonal Max Tension 7 10.80 0.00 0.00 Max.Compression 6 -11.36 -0.05 -0.02 Max.Mx 4 -8,39 -0.06 -0.02 Max.My 6 -0.37 -0.05 -0.02 Max.Vy 4 -0.03 -0.06 -0.02 Max.Vx 6 -0.01 0.00 0.00 Horizontal Max Tension 6 7.32 -0.20 0.01 Max.Compression 7 -7.13 -0.15 0.01 Max. Mx 6 -0.61 -0.30 -0.02 Max.My 6 0.19 -0.11 0.04 Max.Vy 6 -0.13 -0.30 -0.02 Max.Vx 6 0.01 -0.11 0.04 Redund Horz 1 Max Tension 4 0.89 0.00 0.00 Bracing Max.Compression 9 -0.78 0.00 0.00 Max.Mx 2 -0.57 -091 0.00 Max.My 2 -0.57 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Diag 1 Max Tension 8 0.69 0.00 0.00 Bracing Max.Compression 5 -0,63 0.00 0.00 Max.Mx 2 0.46 -0.01 0.00 Max.My 2 0.53 0.00 -0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -0.03 0.00 0.00 Max. Mx 2 -0.00 -0.29 0.00 Max.Vy 2 0.07 0.00 0.00 T6 222.166- Leg Max Tension 9 40.77 0.14 -0.06 209.583 Max.Compression 8 -53.85 -0.00 -0.09 Max. Mx 8 -10.64 2.98 -2.55 Max. My 16 -7.29 -2.43 2.83 Max.Vy 16 -1.90 2.66 -2.31 Max.Vx 17 1.68 2.62 -2.35 Diagonal Max Tension 7 14.54 -0.02 0.02 Max.Compression 6 -15.03 090 0.00 Max.Mx 4 -10.80 -0.08 -0.03 Max.My 6 0.44 -0.07 -0.03 Max.Vy 4 -0.04 -0.08 -0.03 Max.Vx 6 -0.01 0.00 0.00 Horizontal Max Tension 6 8.78 -0.08 0.01 Max.Compression 7 -8.63 -0.06 0.00 Max. Mx 6 -0.58 -0.10 -0.01 Max. My 6 0.13 -0.07 0.02 Max.Vy 6 0.05 -0.10 -0.01 Max.Vx 6 -0.00 -0.07 0.02 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 50 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Redund Horz 1 Max Tension 8 1.27 0.00 0.00 Bracing Max.Compression 17 -1.24 0.00 0.00 Max.Mx 2 -0.77 -0.01 0.00 Max.My 2 -0.77 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Diag 1 Max Tension 16 1.14 0.00 0.00 Bracing Max.Compression 9 -0.99 0.00 0.00 Max.Mx 2 0.75 -0.02 0.00 Max.My 2 0.75 0.00 -0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 0.00 0.00 0,00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -0.02 0.00 0.00 Max. Mx 2 -0.00 -0.34 0.00 Max.Vy 2 0.08 0.00 0.00 T7 209.583- Leg Max Tension 9 55.86 0.62 0.14 197 Max.Compression 8 -73.11 -0.28 -0.45 Max.Mx 8 -14.06 4.52 -3.88 Max.My 16 -9.94 -3.74 4.31 Max.Vy 8 -1.30 4.52 -3.88 Max.Vx 12 -1.26 -3.67 4.24 Diagonal Max Tension 7 17.12 -0.02 0.02 Max.Compression 6 -17.70 0.00 0.00 Max.Mx 4 -13.36 -0.09 -0.03 Max.My 6 -0.27 -0.08 0.03 Max.Vy 4 -0.04 -0.09 -0.03 Max.Vx 6 -0.01 0.00 0.00 Top Girt Max Tension 7 11.04 -0.07 0.01 Max.Compression 6 -11.09 -0.10 0.01 Max.Mx 6 -0.73 -0.12 -0.01 Max.My 6 -0.07 -0.08 0.02 Max.Vy 6 0.05 -0.12 -0.01 Max.Vx 6 -0.00 -0.08 0.02 Redund Horz 1 Max Tension 14 1.32 0.00 0.00 Bracing Max.Compression 3 -1.15 0.00 0.00 Max.Mx 2 -1.14 -0.01 0.00 Max.My 2 -1.14 0.00 0.00 Max.Vy 2 -0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Diag 1 Max Tension 2 1.01 0.00 0.00 Bracing Max.Compression 15 -0.97 0.00 0.00 Max.Mx 2 -0.66 -0.02 0.00 Max.My 2 -0.07 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -0.02 0.00 0.00 Max. Mx 2 -0.00 0.37 0.00 Max.Vy 2 -0.08 0.00 0.00 T8 197-181.3 Leg Max Tension 9 74.18 1.11 0.50 Max.Compression 8 -96.97 -0.13 -0.36 Max. Mx 8 -15.88 4.52 -3.88 Max.My 16 -10.95 -3.74 4.31 Max.Vy 6 2.64 3.45 -2.11 Max.Vx 14 2.67 -2.21 3.51 Diagonal Max Tension 7 24.43 0.00 0.00 Max.Compression 6 -2536 -0.14 -0.06 Max. Mx 4 -17.59 -0.16 -0.06 Max.My 6 0.23 -0.14 -0.06 Max.Vy 4 -0.06 -0.16 -0.06 Max.Vx 6 -0.01 0.00 0.00 Horizontal Max Tension 7 14.58 -0.23 0.02 Max.Compression 6 -14.81 -0.31 0.02 tnxTower Report-version 8.1-1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CG1 BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 51 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No, Comb. K k -ft ki -ft Max.Mx 6 0.90 X0.42 -0.02 Max.My 14 0.77 -0.20 0.05 Max.Vy 6 0.15 -0.42 -0.02 Max.Vx 14 -0.01 -0.20 0.05 Redund Horz 1 Max Tension 16 1.37 0.00 0,00 Bracing Max.Compression 17 -1.25 0.00 0.00 Max.Mx 2 -1.13 0.02 0.00 Max.My 2 -1.13 0.00 -0,00 Max.Vy 2 -0.02 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Diag 1 Max Tension 16 1.27 0.00 0.00 Bracing Max.Compression 17 -1.10 0.00 0.00 Max. Mx 2 1.17 0.04 0.00 Max. My 2 1,17 0.00 0.00 Max.Vy 2 -0.02 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Inner Bracing Max Tension 1 0,00 0.00 0.00 Max.Compression 8 -0,05 0.00 0,00 Max.Mx 2 -0.01 -0.96 0.00 Max,Vy 2 0.18 0.00 0.00 T9 181,3- Leg Max Tension 9 100.27 1.01 0,30 170.833 Max.Compression 8 -130.18 0.05 -0.12 Max. Mx 8 -24.33 5.20 -4.57 Max.My 16 -17.73 -4.55 5.14 Max,Vy 8 2.06 4.31 -3.75 Max.Vx 16 2.14 -3.69 4.19 Diagonal Max Tension 15 22.47 0.00 0.00 Max.Compression 14 -23.33 0.00 0.00 Max. Mx 8 -18,82 -0.13 -0.03 Max.My 6 -0.73 -0.10 -0.03 Max.Vy 8 -0.06 -0,13 -0.03 Max.Vx 6 -0.01 0.00 0.00 Horizontal Max Tension 14 17.41 0.00 0.00 Max.Compression 15 -17.21 0.00 0.00 Max.Mx 6 1.34 -0.58 -0.03 Max.My 14 1.52 -0.30 0.08 Max.Vy 6 0.19 -0.58 -0.03 Max.Vx 14 -0.02 -0.30 0.08 Redund Horz 1 Max Tension 2 1.90 0.00 0.00 Bracing Max.Compression 15 -1.68 0.00 0.00 Max,Mx 2 -1.60 -0.01 0.00 Max.My 2 -1.60 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Diag 1 Max Tension 14 1.21 0.00 0,00 Bracing Max.Compression 3 -1.15 0.00 0.00 Max.Mx 2 1.18 -0.02 0.00 Max.My 2 1.18 0.00 -0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 16 -0.04 0.00 0,00 Max. Mx 2 -0.00 -0.41 0.00 Max.Vy 2 0.07 0.00 0.00 T10 170.833- Leg Max Tension 9 120.44 0.87 0.15 146.75 Max.Compression 8 -155.53 1.34 1,23 Max. Mx 8 -29.14 6.65 -5.09 Max. My 16 -21.77 -5.12 6.48 Max.Vy 8 -1.49 6.65 -5.09 Max.Vx 12 -1.48 -5.00 6.43 Diagonal Max Tension 15 40.05 0.00 0.00 Max.Compression 14 -40,95 0.00 0.00 Max. Mx 14 -40.62 -0.19 0.29 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 52 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K ki -ft kipft Max.My 8 -31.99 -0.18 -0.31 Max.Vy 8 -0.07 -0.16 0.15 Max.Vx 8 0.04 0.00 0.00 Horizontal Max Tension 14 19.97 0.00 0.00 Max.Compression 15 -19.83 0.00 0.00 Max. Mx 6 -1.38 -0.31 -0.02 Max.My 14 -1.74 -0.18 0.05 Max.Vy 6 0.10 -0.31 -0.02 Max.Vx 14 0.01 -0.18 0.05 Redund Horz 1 Max Tension 6 1.23 0.00 0.00 Bracing Max.Compression 15 -1,03 0.00 0.00 Max.Mx 2 -0.95 -0.01 0.00 Max.My 2 -0.95 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Harz 2 Max Tension 3 0.82 0.00 0.00 Bracing Max.Compression 10 -0,93 0.00 0.00 Max. Mx 2 -0.79 -0.03 0.00 Max.My 2 -0.79 0.00 0.00 Max.Vy 2 0.02 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Diag 1 Max Tension 14 1.28 0.00 0.00 Bracing Max.Compression 6 -1.23 0.00 0.00 Max.Mx 2 1.23 0.03 0.00 Max.My 2 1.17 0.00 -0.00 Max.Vy 2 -0.01 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Diag 2 Max Tension 10 1.05 0.00 0.00 Bracing Max.Compression 15 -0.59 0.00 0.00 Max. Mx 2 0.92 0.07 0.00 Max.My 2 0.92 0.00 0.01 Max.Vy 2 0.03 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Hip 2 Max Tension 17 0.04 0.00 0.00 Bracing Max.Compression 4 -0.10 0.00 0.00 Max.Mx 2 -0.01 -0.12 0.00 Max.Vy 2 0.04 0.00 0.00 Redund Hip Max Tension 8 0.15 0.00 0.00 Diagonal 2 Bracing Max.Compression 16 -0.16 0.00 0.00 Max.Mx 2 -0.00 -0.23 0.00 Max.Vy 2 0.05 0.00 0.00 Inner Bracing Max Tension 15 0.03 0.00 0.00 Max.Compression 10 -0.07 0.00 0.00 Max. Mx 2 -0.00 -0.35 0.00 Max.Vy 2 0.06 0.00 0.00 T11 146.75- Leg Max Tension 9 168.70 0.20 0.45 121.667 Max.Compression 8 -213.50 0.16 -0.02 Max.Mx 8 -212.25 5.44 -0.06 Max.My 8 -33.15 -1.10 8.30 Max.Vy 8 1.41 5.44 -0.06 Max.Vx 5 -1.53 -0.95 7.15 Diagonal Max Tension 15 43.59 -0.08 0.03 Max.Compression 14 -45.80 0.00 0.00 Max. Mx 6 -1.07 -0.20 -0.20 Max.My 14 -44.38 -0.18 0.38 Max.Vy 6 -0.08 -0.20 -0.20 Max.Vx 14 -0.05 0.00 0.00 Horizontal Max Tension 15 22.57 0.00 0.00 Max.Compression 14 -22.97 0.00 0.00 Max. Mx 6 1.13 -0.80 -0.02 Max. My 14 1.57 -0.33 0.09 Max.Vy 6 -0.21 -0.80 -0.02 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 53 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kjpjt ki -ft Max.Vx 14 0.02 -0.33 0.09 Redund Horz 1 Max Tension 8 1.62 0.00 0.00 Bracing Max.Compression 9 -1.24 0.00 0.00 Max.Mx 2 -0.95 -0.01 0.00 Max.My 2 -0.95 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Horz 2 Max Tension 15 0.94 0.00 0.00 Bracing Max.Compression 6 -1.00 0.00 0.00 Max. Mx 2 -0.91 -0.05 0.00 Max. My 2 -0.91 0.00 0.00 Max.Vy 2 0.02 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Diag 1 Max Tension 9 1.44 0.00 0.00 Bracing Max.Compression 8 -1.55 0.00 0.00 Max. Mx 2 1.21 0.03 0.00 Max.My 2 1.18 0.00 0.00 Max.Vy 2 -0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Diag 2 Max Tension 10 1.10 0.00 0.00 Bracing Max.Compression 15 -0.67 0.00 0.00 Max. Mx 2 1.03 0.09 0.00 Max. My 2 1.04 0.00 -0.01 Max.Vy 2 -0.03 0.00 0.00 Max.Vx 2 400 0.00 0.00 Redund Hip 2 Max Tension 15 0.05 0.00 0.00 Bracing Max.Compression 6 -0.11 0.00 0.00 Max.Mx 2 -0.03 0.16 0.00 Max.Vy 2 -0.05 0.00 0.00 Redund Hip Max Tension 8 0.16 0.00 0.00 Diagonal 2 Bracing Max.Compression 16 -0.17 0.00 0.00 Max. Mx 2 -0.01 -0.28 0.00 Max.Vy 2 406 0.00 0.00 Inner Bracing Max Tension 17 0.02 0.00 0.00 Max.Compression 8 -0.08 0.00 0.00 Max. Mx 2 -0.01 -0.78 0.00 Max.Vy 2 0.11 0.00 0.00 T12 121.667- Leg Max Tension 9 220.26 1.79 0.33 96.5843 Max.Compression 8 -276.50 0.59 -0.01 Max. Mx 8 -274.87 5.78 -0.06 Max.My 5 -18.44 -1.05 8.73 Max.Vy 8 1.49 5.78 -0.06 Max.Vx 5 -3.13 -1.05 8.73 Diagonal Max Tension 15 45.59 0.00 0.00 Max.Compression 14 -4&.09 0.00 0.00 Max. Mx 14 -46.74 -0.23 0.24 Max.My 14 -47.07 -0.23 0.25 Max.Vy 14 0.08 -0.23 0.24 Max.Vx 14 -0.03 0.00 0.00 Horizontal Max Tension 15 25.47 0.00 0.00 Max.Compression 14 -25.74 0.00 0.00 Max.Mx 6 1.27 -0.53 -0.02 Max.My 14 1.57 -0.35 0.07 Max.Vy 6 -0.14 -0.53 -0.02 Max.Vx 14 -0.01 -0.35 0.07 Redund Horz 1 Max Tension 6 1.67 0.00 0.00 Bracing Max.Compression 7 -1.23 0.00 0.00 Max. Mx 2 -1.10 -0.01 0.00 Max. My 2 -1.10 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 54 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K ki -ft k -ft Redund Horz 2 Max Tension 14 1.13 0.00 0.00 Bracing Max.Compression 7 -1.00 0.00 0.00 Max.Mx 2 -0.90 -0.06 0.00 Max.My 2 -0.90 0.00 0.00 Max.Vy 2 0.02 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Diag 1 Max Tension 9 1.34 0.00 0.00 Bracing Max.Compression 6 -1.45 0.00 0.00 Max.Mx 2 1.25 0.04 0.00 Max.My 2 1.25 0.00 0.00 Max.Vy 2 -0.02 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Diag 2 Max Tension 6 1.09 0.00 0.00 Bracing Max.Compression 15 -0.75 0.00 0.00 Max. Mx 2 0.42 0.11 0.00 Max. My 2 0.42 0.00 0.01 Max.Vy 2 -0.03 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Hip 2 Max Tension 15 0.02 0.00 0.00 Bracing Max.Compression 6 -0.09 0.00 0.00 Max.Mx 2 -0.04 0.29 0.00 Max.Vy 2 -0.08 0.00 0.00 Redund Hip Max Tension 6 0.11 0.00 0.00 Diagonal 2 Bracing Max.Compression 14 -0.13 0.00 0.00 Max. Mx 2 0.01 0.33 0.00 Max.Vy 2 -0.06 0.00 0.00 Inner Bracing Max Tension 11 0.01 0.00 0.00 Max.Compression 10 -0.07 0.00 0.00 Max.Mx 2 -0.01 1.68 0.00 Max.Vy 2 -0.22 0.00 0.00 T13 96.5843- Leg Max Tension 9 272.59 1.52 0.35 71.5 Max.Compression 16 -341.42 0.46 0.07 Max.Mx 16 -340.43 -7.01 -0.15 Max.My 5 -20.67 -1.05 8.73 Max.Vy 16 1.83 6.78 0.09 Max.Vx 5 1.60 -1.05 8.73 Diagonal Max Tension 7 50.24 -0.12 -0.06 Max.Compression 14 -52.78 0.00 0.00 Max. Mx 14 -51.46 -0.24 0.25 Max. My 14 -51.46 -0.24 0.26 Max.Vy 14 0.09 -0.24 0.25 Max.Vx 14 -0.03 0.00 0.00 Horizontal Max Tension 15 29.69 0.00 0.00 Max.Compression 14 -29.91 0.00 0.00 Max. Mx 6 1.40 -0.81 -0.03 Max, My 14 1.71 -0.59 0.11 Max.Vy 6 -0.21 -0.81 -0.03 Max,Vx 14 -0.02 -0.59 0.11 Redund Horz 1 Max Tension 8 1.98 0.00 0.00 Bracing Max.Compression 9 -1.54 0.00 0.00 Max. Mx 2 -1.14 -0.01 0.00 Max.My 2 -1.14 0.00 0.00 Max.Vy 2 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Horz 2 Max Tension 6 1.21 0.00 0.00 Bracing Max.Compression 7 -1.10 0.00 0.00 Max.Mx 2 -1.00 -0.10 0.00 Max.My 2 -1.00 0.00 0.01 Max.Vy 2 0.03 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Diag 1 Max Tension 9 1.54 0.00 0.00 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCl BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 55 Sectio Elevation Component Condition Gov. Axial MajorAxis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft k -ft Bracing Max.Compression 8 -1.61 0.00 0.00 Max. Mx 2 1.24 0.04 0.00 Max. My 2 -0.60 0.00 -0.01 Max.Vy 2 -0.02 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Diag 2 Max Tension 14 1.18 0.00 0.00 Bracing Max.Compression 15 -0.76 0.00 0.00 Max. Mx 2 1.13 0.13 0.00 Max.My 2 1.11 0.00 -0.01 Max.Vy 2 -0.04 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Hip 2 Max Tension 15 0.02 0.00 0.00 Bracing Max.Compression 6 -0.10 0.00 0.00 Max.Mx 2 -0.04 0.35 0-00 Max.Vy 2 -0.09 0.00 0.00 Redund Hip Max Tension 6 0.11 0.00 0.00 Diagonal 2 Bracing Max.Compression 14 -0.13 0.00 0.00 Max.Mx 2 0.01 0.39 0.00 Max.Vy 2 -0.07 0.00 0.00 Inner Bracing Max Tension 11 0.01 0.00 0.00 Max.Compression 6 -0.07 0.00 0.00 Max.Mx 2 -0.01 0.98 0.00 Max.Vy 2 -0.12 0.00 0.00 T14 71.5- Leg Max Tension 17 330.74 4.23 -0.07 51.417 Max.Compression 16 -409.96 1.21 -0.00 Max.Mx 16 -409.24 -7.01 -0.15 Max.My 5 -26.65 -0.82 7.23 Max.Vy 16 -1.36 1.21 -0.00 Max.Vx 5 -2.14 -0.82 7.23 Diagonal Max Tension 15 45.37 0.00 0.00 Max.Compression 14 -47.05 0.00 0.00 Max. Mx 14 -46.20 -0.23 0.03 Max.My 14 0.40 -0.11 0.20 Max.Vy 14 0.08 -0.23 0.03 Max.Vx 14 -0.03 -0.11 0.20 Horizontal Max Tension 14 31.74 0.00 0.00 Max.Compression 14 -32.04 0.03 -0.04 Max. Mx 14 31.70 -0.26 -0.04 Max.My 14 1.64 -0.04 0.09 Max.Vy 14 0.08 -0.26 -0.04 Max.Vx 14 -0.02 -0.04 0.09 Redund Horz 1 Max Tension 6 2.15 0.00 0.00 Bracing Max.Compression 7 -1.61 0.00 0.00 Max. Mx 2 -1,46 0.02 0.00 Max.My 2 -1.46 0.00 -0.00 Max.Vy 2 -0.01 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Horz 2 Max Tension 8 1.12 0.00 0.00 Bracing Max.Compression 5 -0.36 0.00 0.00 Max.Mx 2 -0.13 0.14 0.00 Max.My 2 -0.13 0.00 -0.01 Max.Vy 2 -0.05 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Diag 1 Max Tension 7 1.30 0.00 0.00 Bracing Max.Compression 6 -1.46 0.00 0.00 Max.Mx 2 1.17 0.04 0.00 Max.My 2 1.23 0.00 0.00 Max.Vy 2 -0.02 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Diag 2 Max Tension 8 0.51 0.00 0.00 Bracing tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC!BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 56 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.Compression 8 -1.19 0.00 0.00 Max.Mx 2 -1.09 0.10 0.00 Max.My 2 -1.07 0.00 0.01 Max.Vy 2 0.03 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Hip 2 Max Tension 1 0.00 0.00 0.00 Bracing Max.Compression 4 -0.07 0.00 0.00 Max.Mx 2 -0.02 0.50 0.00 Max.Vy 2 -0.12 0.00 0.00 Redund Hip Max Tension 6 0.06 0.00 0.00 Diagonal 2 Bracing Max.Compression 14 -0.08 0.00 0.00 Max.Mx 2 0.01 0.45 0.00 Max.Vy 2 -0.08 0.00 0.00 Inner Bracing Max Tension 13 0.01 0.00 0.00 Max.Compression 8 -0.06 0.00 0.00 Max.Mx 2 -0.01 1.30 0.00 Max.Vy 2 -0.14 0.00 0.00 T15 51.417- Leg Max Tension 17 376.23 1.12 -0.09 31.334 Max.Compression 16 -465.20 -4.09 -0.27 Max.Mx 16 -464.60 6.30 0.16 Max.My 5 -30.64 -1.22 12.67 Max.Vy 16 1.67 6.30 0.16 Max.Vx 5 -3.09 -1.22 12.67 Diagonal Max Tension 15 46.82 0.00 0.00 Max.Compression 14 -48.60 -0.07 0.07 Max. Mx 14 -48.47 -0.30 -0.00 Max.My 12 -33.77 -0.26 0.22 Max.Vy 14 0.10 -0.30 -0.00 Max.Vx 12 -0.03 -0.26 0.22 Horizontal Max Tension 14 34.36 0.00 0.00 Max.Compression 14 -34.07 0.00 -0.05 Max. Mx 14 33.91 -0.26 -0.05 Max.My 14 1.49 -0.07 0.10 Max.Vy 14 0.09 -0.26 -0.05 Max.Vx 14 0.02 -0.07 0.10 Redund Horz 1 Max Tension 8 3.15 0.00 0.00 Bracing Max.Compression 5 -2.37 0.00 0.00 Max.Mx 2 -2.09 0.04 0.00 Max.My 2 -2.09 0.00 -0.00 Max.Vy 2 -0.02 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Horz 2 Max Tension 6 1.08 0.00 0.00 Bracing Max.Compression 7 -0.24 0.00 0.00 Max.Mx 2 -0.06 0.16 0.00 Max.My 2 -0.06 0.00 -0.01 Max.Vy 2 -0.05 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Diag 1 Max Tension 5 1.80 0.00 0.00 Bracing Max.Compression 8 -2.03 0.00 0.00 Max. Mx 2 1.60 0.05 0.00 Max.My 2 1.68 0.00 0.00 Max.Vy 2 -0.02 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Diag 2 Max Tension 14 0.46 0.00 0.00 Bracing Max.Compression 6 -1.26 0.00 0.00 Max. Mx 2 -1.19 0.11 0.00 Max. My 2 -1.19 0.00 -0.01 Max.Vy 2 0.04 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Hip 2 Max Tension 1 0.00 0.00 0.00 Bracing Max.Compression 6 -0.07 0.00 0.00 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 57 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K k -ft kj -ft Max.Mx 2 -0.03 0.57 0.00 Max.Vy 2 -0.12 0.00 0.00 Redund Hip Max Tension 6 0.05 0.00 0.00 Diagonal 2 Bracing Max.Compression 14 -0.07 0.00 0.00 Max. Mx 2 0.01 0.50 0.00 Max.Vy 2 -0.08 0.00 0.00 Inner Bracing Max Tension 13 0.00 0.00 0.00 Max.Compression 8 -0.07 0.00 0.00 Max. Mx 2 -0.01 2.16 0.00 Max.Vy 2 -0.22 0.00 0.00 T16 31.334-0 Leg Max Tension 17 370.59 0.80 -0.13 Max.Compression 16 -464.34 0.28 0.07 Max. Mx 16 -459.31 9.81 0.10 Max.My 5 -30.47 -1.22 12.67 Max.Vy 4 2.22 9.38 -0.39 Max.Vx 5 2.48 -1.22 12.67 Diagonal Max Tension 7 80.50 -0.06 -0.79 Max.Compression 14 -90.32 0.00 0.00 Max.Mx 14 -18.59 0.63 -0.55 Max.My 16 -80.18 0.53 1.42 Max.Vy 8 -0.14 -0.16 025 Max.Vx 16 0.18 -0.16 0.48 Horizontal Max Tension 14 70.93 0.00 0.00 Max.Compression 7 -64.00 0.58 -0.02 Max. Mx 14 70.93 -2.36 -0.02 Max.My 14 -15.00 0.49 0.27 Max.Vy 14 -0.64 -2.36 -0.02 Max.Vx 14 -0.05 0.49 0.27 Redund Horz I Max Tension 8 2,53 0.00 0.00 Bracing Max.Compression 9 -2.16 0.00 0.00 Max.Mx 2 -1.21 0.01 0.00 Max.My 2 -1.21 0.00 -0.00 Max.Vy 2 -0.01 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Horz 2 Max Tension 7 1.37 0.00 0.00 Bracing Max.Compression 6 -1.61 0.00 0.00 Max.Mx 2 -0.28 0.03 0.00 Max.My 2 -0.28 0.00 -0.00 Max.Vy 2 -0.02 0.00 0.00 Max.Vx 2 0.00 0.00 0.00 Redund Horz 3 Max Tension 9 0.91 -0.21 -0.01 Bracing Max.Compression 16 -1.21 -0.00 -0.01 Max.Mx 14 -0.49 -0.43 0.05 Max. My 12 0.01 -0.36 0.06 Max.Vy 14 0.11 -0.43 0.05 Max.Vx 12 0.01 -0.36 0.06 Redund Diag 1 Max Tension 9 3.07 0.00 0.00 Bracing Max.Compression 8 -3.27 0.00 0.00 Max. Mx 2 1.94 0.02 0.00 Max. My 2 1.88 0.00 0.00 Max.Vy 2 -0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Diag 2 Max Tension 6 1.78 0.00 0.00 Bracing Max.Compression 15 -1.09 0.00 0.00 Max. Mx 2 0.33 0.04 0.00 Max.My 2 0.33 0.00 0.00 Max.Vy 2 -0.02 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 Redund Diag 3 Max Tension 5 42.37 0.00 0.00 Bracing Max.Compression 8 -49.23 0.00 0.00 Max. Mx 2 19.53 0.37 0.00 Max.My 2 16.37 0.00 0.03 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC!BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 58 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft ki -ft Max.Vy 2 -0.11 0.00 0.00 Max.Vx 2 -0.01 0.00 0.00 Redund Hip 1 Max Tension 16 0.38 0.00 0.00 Bracing Max.Compression 17 -0.30 0.00 0.00 Max.Mx 2 -0.16 0.03 0.00 Max.Vy 2 -0.02 0.00 0.00 Redund Hip 2 Max Tension 15 0.13 0.00 0.00 Bracing Max.Compression 6 -0.24 0.00 0.00 Max.Mx 2 0.09 0.10 0.00 Max.Vy 2 -0.04 0.00 0.00 Redund Hip 3 Max Tension 15 0.05 0.00 0.00 Bracing Max.Compression 6 -0.21 0.00 0.00 Max.Mx 2 -0.07 0.33 0.00 Max.Vy 2 -0.09 0.00 0.00 Redund Hip Max Tension 4 0.34 0.00 0.00 Diagonal 2 Bracing Max.Compression 12 -0.38 0.00 0.00 Max. Mx 2 -0.06 0.18 0.00 Max.Vy 2 0.05 0.00 0.00 Redund Sub Horz Max Tension 5 40.92 0.13 0.03 Bracing Max.Compression 8 -49.49 -0.39 0.06 Max.Mx 6 -30.36 -0.47 -0.12 Max.My 14 20.91 -0.24 -0.13 Max.Vy 12 -0.21 -0.44 -0.12 Max.Vx 14 -0.03 -0.41 0.05 Redund Sub Max Tension 14 60.40 0.00 0.00 Diagonal Bracing Max.Compression 14 -61.93 0.00 0.00 Max.Mx 2 -59.44 0.13 0.00 Max. My 2 1.34 0.00 0.02 Max.Vy 2 -0.06 0.00 0.00 Max.Vx 2 -0.01 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 8 -0.08 0.00 0.00 Max.Mx 2 -0.01 1.68 0.00 Max.Vy 2 -0.16 0.00 0.00 axmurn Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Leg D ._._. __ Max.Vert 12 582.25 69.30 72.43 Max. H. 12 582.25 69.30 -72.43 Max.H. 5 -469.95 -59.27 62.33 Min.Vert 5 -469.95 -59.27 62.33 Min. Hx 5 -469.95 -59.27 62.33 Min. Hz 12 582.25 69.30 -72.43 Leg C Max.Vert 8 604.74 -72.46 -73.56 Max. Hx 17 -487.01 62.11 62.80 Max. Hz 17 -487.01 62.11 62.80 Min.Vert 17 -487.01 62.11 62.80 Min.Hx 8 604.74 -72.46 -73.56 Min. H. 8 604.74 -72.46 -73.56 Leg B Max.Vert 4 589.59 -73.17 69.75 Max.Hx 13 -463.11 61.75 -58.74 Max.Hz 4 589.59 -73.17 69.75 Min.Vert 13 -463.11 61.75 -58.74 Min.Hx 4 589.59 -73.17 69.75 Min.Hz 13 -463.11 61.75 -58.74 Leg A Max.Vert 16 606.81 73.63 72.59 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 59 Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Max.Hx 16 606.81 73.63 72.59 Max. H, 16 606.81 73.63 72.59 Min.Vert 9 -485.75 -62.98 -61.80 Min.H. 9 -485.75 -62.98 -61.80 Min. H, 9 -485.75 -62.98 -61.80 stReactionSumma Load Vertical Shear, Shear,. Overturning Overturning Torque Combination Moment, M, Moment, M,. K K kip-ft kip-ft Rip-ft Dead Only 227.41 0.00 0.00 98.97 22.69 -0.00 1.2 Dead+1.0 Wind 0 deg- 272.89 -4.57 -225.25 -30254.69 925.72 -181.16 No Ice 0.9 Dead+1.0 Wind 0 deg- 204.67 -4.57 -225.25 -30224.99 918.91 -181.16 No Ice 1.2 Dead+1.0 Wind 45 deg- 272.89 180.13 -176.19 -23317.26 -24170.97 -291.71 No Ice 0.9 Dead+1.0 Wind 45 deg- 204.67 180.13 -176.19 -23287.57 -24177.78 -291.71 No Ice 1.2 Dead+1.0 Wind 90 deg- 272.89 233.27 2.28 376.86 -31302.46 -233.73 No Ice 0.9 Dead+1.0 Wind 90 deg- 204.67 233.27 2.28 406.55 -31309.26 -233.73 No Ice 1.2 Dead+1.0 Wind 135 deg 272.89 183.92 180.03 23934.68 -24932.88 -104.07 -No Ice 0.9 Dead+1.0 Wind 135 deg 204.67 183.92 180.03 23964.37 -24939.69 -104.07 -No Ice 1.2 Dead+1.0 Wind 180 deg 272.89 3.28 224.61 29948.89 -733.94 128.77 -No Ice 0.9 Dead+1.0 Wind 180 deg 204.67 3.28 224.61 29978.58 -740.75 128.77 -No Ice 1.2 Dead+1.0 Wind 225 deg 272.89 -178.12 176.30 23115.98 23702.86 279.72 -No Ice 0.9 Dead+1.0 Wind 225 deg 204.67 -178.12 176.30 23145.67 23696.05 279.72 -No Ice 1.2 Dead+1.0 Wind 270 deg 272.89 -233.41 -4.93 -1081.29 31298.78 223.68 -No Ice 0.9 Dead- 1.0 Wind 270 deg 204.67 -233.41 -4.93 -1051.60 31291.97 223.68 -No Ice 1.2 Dead+1.0 Wind 315 deg 272.89 -182.90 -181.22 -24369.25 24686.60 75.01 -No Ice 0.9 Dead+1.0 Wind 315 deg 204.67 -182.90 -181.22 -24339.56 24679.79 75.01 -No Ice Dead+Wind 0 deg-Service 227.41 -0.91 -44.83 -6099.04 201.48 -36.01 Dead+Wind 45 deg-Service 227.41 35.85 -35.07 -4717.58 -4794.84 -58.05 Dead+Wind 90 deg-Service 227.41 46.43 0.45 -0.35 -6214.92 -46.55 Dead+Wind 135 deg- 227.41 36.61 35.83 4689.76 -4946.45 -20.76 Service Dead+Wind 180 deg- 227.41 0.65 44.71 5887.51 -128.77 25.58 Service Dead+Wind 225 deg- 227.41 -35.45 35.09 4526.85 4736.24 55.66 Service Dead+Wind 270 deg- 227.41 -46.46 -0.98 -290.50 6248.73 44.55 Service Dead+Wind 315 deg- 227.41 -36.40 -36.07 -4926.91 4931.99 14.98 Service utionSumma tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 60 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -227.41 0.00 0.00 227.41 R -0.00 0.000% 2 -4.57 -272.89 -225.25 4.57 272.89 225.25 0.000% 3 -4.57 -204.67 -225.25 4.57 204.67 225.25 0.000% 4 180.13 -272.89 -176.19 -180.13 272.89 176.19 0.000% 5 180.13 -204,67 -176.19 -180.13 204.67 176.19 0.000% 6 233.27 -272.89 2.28 -233.27 272.89 -2.28 0.000% 7 233.27 -204.67 2.28 -233.27 204.67 -2.28 0.000% 8 183.92 -272.89 180.03 -183.92 272.89 -180.03 0.000% 9 183.92 -204.67 180.03 -183.92 204.67 -180.03 0.000% 10 3.28 -272.89 224.61 -3.28 272.89 -224,61 0.000% 11 3.28 -204.67 224.61 -3.28 204.67 -224.61 0.000% 12 -178.12 -272.89 176.30 178.12 272.89 -176.30 0.000% 13 -178.12 -204.67 17630 178.12 204.67 -176.30 0.000% 14 -233.41 -272.89 -4.93 233.41 272.89 4.93 0.000% 15 -233.41 -204.67 -4.93 233.41 204.67 4.93 0.000% 16 -182.90 -272.89 -181.22 182.90 272.89 181.22 0.000% 17 -182.90 -204.67 -181.22 182.90 204.67 181.22 0.000% 18 -0.91 -227.41 -44.83 0.91 227.41 44.83 0.000% 19 35.85 -227.41 -35.07 -35.85 227.41 35.07 0.000% 20 46.43 -227.41 0.45 -46.43 227.41 -0.45 0.000% 21 36.61 -227.41 35.83 -36.61 227.41 -35.83 0.000% 22 0.65 -227.41 44.71 -0.65 227.41 -44.71 0.000% 23 -35.45 -227.41 35.09 35.45 227.41 -35.09 0.000% 24 -46.46 -227.41 -0.98 46.46 227.41 0.98 0.000% 25 -36.40 -227.41 -36.07 36.40 227.41 36.07 0.000% Maximume I cti ice Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. Ti 287.667- 1.827 25 0.0383 0.0104 280.084 T2 280.084-272.5 1.766 25 0.0383 0.0104 T3 272.5-247333 1.703 25 0.0382 0.0102 T4 247.333- 1.491 25 0.0369 0.0088 232.583 T5 232.583- 1.369 25 0.0359 0.0082 222.166 T6 222.166- 1285 25 0.0349 0.0077 209.583 T7 209.583-197 1,182 25 0.0335 0.0071 T8 197-1813 1.080 25 0.0317 0.0064 T9 181.3-170.833 0.959 25 0.0302 0.0058 T10 170.833-146.75 0.879 25 0.0289 0.0055 T11 146.75- 121.667 0.704 25 0.0256 0.0046 T12 121.667- 0.545 25 0.0213 0.0038 96.5843 T13 96.5843-715 0.402 25 0.0170 0.0031 T14 71.5-51 417 0.283 21 0.0124 0.0024 T15 51.417-31.334 0.185 21 0.0085 0.0017 T16 31.334-0 0.109 21 0.0045 0.0012 Critical Deflections and Radius ®f`Curvature - Service in Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 287.70 Lighting Rod 314"x 4' 25 1.827 0.0383 0.0104 364269 285.00 Flash Beacon Lighting 25 1.806 0.0383 0.0104 364269 283.00 DS8A10F36U-D 25 1.790 0.0383 0.0104 364269 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 61 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 277.00 PADS-65AO 25 1.740 0.0383 0.0104 331530 247.00 Platfrom Rail 25 1.488 0.0369 0.0088 Inf 239.00 PAD6-59BC 25 1.422 0.0364 0.0085 650935 235.00 Pipe Mount[PM 601-1] 25 1.389 0.0361 0.0083 516918 215.00 NNHH-65B-R4 W/Mount Pipe 25 1.227 0.0341 0.0073 Inf 210.00 PAD6-59BC 25 1.186 0.0335 0.0071 Inf 205.00 ANT2 0.6 11 HPX(TR) 25 1.145 0.0328 0.0068 574711 204.00 SC2-190BB 25 1.137 0.0327 0.0068 507648 203.00 TTTT65AP-1XR w/Mount Pipe 25 1.129 0.0325 0.0067 454600 197.00 Zephyrhills Platform 25 1.080 0.0317 0.0064 300206 195.00 AIR6449 B41T-MOBILE w/ 25 1.064 0.0315 0.0063 316982 Mount Pipe 186.00 Side Lighting 25 0.995 0.0307 0.0060 997478 180.00 PAD6-59BC 25 0.949 0.0301 0.0058 Inf 177.00 (2)MC06FRO860-02 25 0.926 0.0297 0.0057 Inf 159.00 (2)2L2.5x2.5x3/16"mid panel 25 0.791 0.0273 0.0051 370805 redundant 152.81 (2)2L2.5x2.5x3116"mid panel 25 0.747 0.0265 0.0048 310374 redundant 146.63 (2)2L2.5x2.5x3/16"mid panel 25 0.704 0.0255 0.0046 274210 redundant 140.44 (2)2L2.5x2.5x3/16"mid panel 25 0.662 0.0245 0.0044 315025 redundant 13425 (2)2L2.5x2.5x3116"mid panel 25 0.622 0.0235 0.0042 393076 redundant 99.00 Side Lighting 25 0.415 0.0174 0.0032 223574 97.00 Zephyrhills Platform 25 0.404 0.0170 0.0031 221737 7.67 WGII 21 0.027 0.0010 0.0003 Inf ximumTowerDefIectionsDesinWind Section Elevation Hors. Gov. Tilt Twist No. Deflection Load ft in Comb. T1 287.667- 9.105 9 0.1873 0.0528 280.084 T2 280.084-272.5 8.804 9 0.1873 0.0531 T3 272.5-247.333 8.493 9 0.1873 0.0519 T4 247.333- 7.441 9 0.1824 0.0449 232.583 T5 232.583- 6.833 9 0.1778 0.0416 222.166 T6 222166- 6.413 9 0.1729 0.0391 209.583 T7 209.583- 197 5.900 9 0.1661 0.0359 T8 197-1813 5.392 16 0.1572 0.0326 T9 181.3-170.833 4.791 16 0.1499 0.0295 T10 170.833-146.75 4.394 16 0.1434 0.0279 T11 146.75-121.667 3.524 16 0.1267 0.0236 T12 121.667- 2.729 16 0.1052 0.0196 96.5843 T13 96.5843-71.5 2.019 16 0.0838 0.0159 T14 71.5-51417 1.417 17 0.0613 0.0123 T15 51.417-31 334 0.927 8 0.0420 0.0088 T16 31.334-0 0.544 8 0.0223 0.0060 esnWndi Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 62 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 287.70 Lighting Rod 3/4"x4 9 9.105 0.1873 0.0528 76548 285.00 Flash Beacon Lighting 9 9.000 0.1873 0.0530 76548 283.00 DS8A10F36U-D 9 8.921 0.1873 0.0531 76548 277.00 PADS-65AO 9 8.679 0.1873 0.0528 71534 247.00 Platfrom Rail 9 7.427 0.1823 0.0448 296120 239.00 PAD6-59BC 9 7.095 0.1801 0.0429 138647 235.00 Pipe Mount[PM 601-1] 9 6.931 0.1787 0.0421 110103 215.00 NNHH-65B-R4 WI Mount Pipe 9 6.122 0.1693 0.0373 219909 210.00 PAD6-59BC 9 5.917 0.1664 0.0360 410044 205.00 ANT2 0.6 11 HPX(TR) 9 5.713 0.1628 0.0347 128386 204.00 SC2-190BB 9 5.672 01620 0.0344 112115 203.00 TTTT65AP-1XR W/Mount Pipe 9 5.632 0.1613 0.0342 99503 197.00 Zephyrhills Platform 16 5.392 0.1572 0.0326 62114 195.00 AIR6449 B41 T-MOBILE w/ 16 5.313 0.1560 0.0322 65545 Mount Pipe 186.00 Side Lighting 16 4.969 0.1521 0.0303 225161 180.00 PAD6-59BC 16 4.741 0.1492 0.0293 676812 177.00 (2)MC06FRO860-02 16 4.627 0.1474 0.0288 350442 159.00 (2)2L2.5x2.5x3/16"mid panel 16 3.955 0.1355 0.0258 76323 redundant 152.81 (2)2L2.5x2.5x3/16"mid panel 16 3.734 0.1312 0.0247 61888 redundant 146.63 (2)2L2.5x2.5x3/16"mid panel 16 3.520 0.1266 0.0236 54595 redundant 140.44 (2)2L2.5x2,5x3/16"mid panel 16 3.314 0.1216 0.0225 62676 redundant 134.25 (2)2L2.5x2.5x3/16"mid panel 16 3.116 0.1163 0.0215 77997 redundant 99.00 Side Lighting 16 2.082 0.0859 0.0162 45294 97.00 Zephyrhills Platform 16 2.030 0.0842 0.0159 44942 7.67 WG11 8 0.132 0.0048 0.0016 lnf t es n Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio ft in Bolts per Bolt per Bolt Allowable K K T1 287.667 Diagonal A325N 0.7500 2 0.43 15.70 0.027 1.05 Member Block Shear Top Girt A325N 0.7500 2 0.26 11.15 0.023 1.05 Member Block Shear T2 280.084 Leg A325N 0.7500 4 1.24 23.46 0.053 1.05 Bearing Diagonal A325N 0.7500 2 1.51 15.70 0.096 1.05 Member Block Shear Horizontal A325N 0.7500 2 0.96 15.70 0.061 1.05 Member Block Shear T3 272.5 Leg A325N 0.7500 8 3.36 39.76 0.085 1.05 Bolt DS Diagonal A325N 0.7500 2 3.72 20.93 0.178 1.05 Gusset Bearing Horizontal A325N 0.7500 2 1.92 13.66 0.140 1.05 Member Block Shear Top Girt A325N 0.7500 2 1.46 15.23 0.096 1.05 Member Block Shear T4 247.333 Diagonal A325N 0.7500 2 4.10 20.93 0.196 1.05 Gusset Bearing Horizontal A325N 0.7500 2 3.22 15.70 0.205 1.05 Member Block Shear Top Girt A325N 0.7500 2 2.56 20.93 0.122 1.05 Gusset Bearing T5 232.583 Leg A325N 1.0000 12 6.72 70.69 0.095 1.05 Bolt DS Diagonal A325N 0.7500 3 3.60 19.94 0.180 1.05 Member Block Shear Horizontal A325N 0.7500 3 2.44 22.66 0.108 1.05 Gusset Bearing T6 222.166 Diagonal A325N 0.7500 3 4.85 19.94 0.243 1.05 Member Block Shear Horizontal A325N 0.7500 3 2.93 15.63 0.187 1.05 Member Block Shear tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCl BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 63 Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio ft in Bolts per Bolt per Bolt Allowable K K T7 209.583 Leg A325N 1.0000 12 12.19 70.69 0.172 1.05 Bolt DS Diagonal A325N 0.7500 3 5.71 19.94 0.286 1.05 Member Block Shear Top Girt A325N 0.7500 3 3.68 15.63 0.235 1.05 Member Block Shear T8 197 Diagonal A325N 0.7500 4 6.11 21.48 0.284 1.05 Member Block Shear Horizontal A325N 0.7500 3 4.86 22.66 0.214 1.05 Gusset Bearing T9 181.3 Leg A325N 0.8750 16 16.27 54.12 0.301 1.05 Bolt DS Diagonal A325N 0.7500 4 5.62 20.12 0.279 1.05 Member Block Shear Horizontal A325N 0.7500 3 5.80 22.66 0.256 1.05 Gusset Bearing T10 170.833 Leg A325N 1.0000 12 25.92 70.69 0.367 1.05 Bolt DS Diagonal A325N 0.7500 6 6.68 24.38 0.274 1.05 Gusset Bearing Horizontal A325N 0.7500 3 6.66 22.66 0.294 1.05 Member Block Shear T11 146.75 Leg A325N 1.0000 16 26.61 70.69 0.376 1.05 Bolt DS Diagonal A325N 0.7500 5 8.72 24.03 0.363 1.05 Gusset Bearing Horizontal A325N 0.7500 3 7.52 22.66 0.332 1.05 Gusset Bearing T12 121.667 Leg A325N 1.0000 20 27.60 70.69 0.390 1.05 Bolt DS Diagonal A325N 0.7500 5 9.12 24.03 0.379 1.05 Gusset Bearing Horizontal A325N 0.7500 3 8.49 22.66 0.375 1.05 Gusset Bearing T13 96.5843 Leg A325N 1.1250 20 34.04 89.46 0.381 1.05 Bolt DS Diagonal A325N 0.7500 5 10.05 24.03 0.418 1.05 Gusset Bearing Horizontal A325N 0.7500 3 9.90 22.66 0.437 1.05 Gusset Bearing T14 71.5 Leg A325N 1.1250 20 40.97 89.46 0.458 1.05 Bolt DS Diagonal A325N 0.7500 5 9.07 20.77 0.437 1.05 Member Block Shear Horizontal A325N 0.7500 3 10.58 22.66 0.467 1.05 Member Block Shear T15 51.417 Leg A325N 1.1250 20 46.52 89.46 0.520 1.05 Bolt DS Diagonal A325N 0.7500 3 15.61 22.66 0.689 1.05 Gusset Bearing Horizontal A325N 0.7500 3 11.45 22.66 0.505 1.05 Gusset Bearing T16 31.334 Leg A325N 1.1250 20 46.13 89.46 0.516 1.05 Bolt DS Diagonal A325N 0.8750 5 16.10 38.42 0.419 1.05 Member Block Shear Horizontal A325N 0.7500 4 17.73 37.63 0.471 1.05 Gusset Bearing X51 IDesnDatacomn Section Elevation Size L Lu Kl1r A Ratio No. P„ ft ft ft in 2 K K pr Ti 287.667 L5x5x5/16 7.61 7.61 91.9 3.0300 -1.04 87.79 0.012 280.084 K=1.00 T2 280.084- L5x5x5/16 7.61 7.61 91.9 3.0300 -2.48 87.79 0.028' 272.5 K=1.00 T3 272.5- L5x5xl/2 2526 6.32 77.1 4.7500 -13.45 175,84 0.0761 247.333 K=1.00 T4 247.333- L8x8x5/8 14.81 7.40 56.2 9.6100 -31.55 414.16 0.076' 232.583 K=1.00 T5 232.583- L8x8x5/8 10.46 5.23 39.7 9.6100 -40.32 447,41 0.090' 222.166 K=1.00 T6 222.166- L8x8x5/8 12.63 6.32 48.0 9.6100 -53.85 432.22 0.125' 209.583 K=1.00 T7 209.583-197 L8x8x5/8 12.63 6.32 48.0 9.6100 -73.11 432.22 0.169' K=1.00 T8 197-181 3 L8x8x1 1/8 15.76 7.88 60.6 16.700 -96.97 701.02 0.138' tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 64 Section Elevation Size L Lu KI/r A P Ratio No. P ft ft ft in' K K K=1.00 0 T9 181.3- L8x8x1 1/8 10.51 5.25 40.4 16.700 -130.18 775.45 0.168' 170.833 K=1.00 0 T10 170.833- L8x8x1 1/8 24.17 8.06 62.0 16.700 -155.53 694.88 0.224' 146.75 K=1.00 0 T11 146.75- L7x7x3/4+(2)8"xl/2" 25.18 8.39 41.9 17.938 -213.50 709.83 0.301 ' 121.667 K=1.00 0 T12 121.667- L7x7x1 +(2)8"x1/2" 25.18 8.39 42.9 21.000 -276.50 826.26 0.335' 96.5843 K=1.00 0 T13 96.5843- L7x7x1 +(2)8"x5/8" 25.18 8.39 42.1 23.000 -341.42 909.43 0.375' 71.5 K=1.00 0 T14 71.5-51.417 L7x7x1 +(2)8"x5/8" 20.16 6.72 33.7 23.000 -409.96 952.65 0.430' K=1.00 0 T15 51.417- L7x7x1 +(2)8"x3/4" 20.16 6.72 33.1 25.000 -465.20 1038.43 0.448' 31.334 K=1.00 0 T16 31.334-0 L7x7x1 1/8+(2)PL 8x7/8 31.45 7.86 38.4 28.484 -464.34 1150.47 0.404' K=1.00 0 P u I t�P,controls onaIDesinDataomression Section Elevation Size L L Kl/r A P. GAP„ Ratio No. P„ ft ft ft in' K K P„ Ti 287.667- 2L2 1/2x2x3/16x5/16 9.36 8.55 127.1 1.6172 -1.04 26.69 0.039' 280.084 K=1.00 T2 280.084- 2L2 1/2x2x3/16x5/16 9.64 8.85 130.7 1.6172 -3.22 25.35 0.1271 272.5 K=1.00 T3 272.5- 2L2 1/2x2 1/2x1/4x5/16 14.67 13.80 141.0 2.3750 -7.75 33.37 0.232' 247.333 K=0.94 T4 247.333- 2L3x2 1/2x1/4x1/4 11.19 10.29 126.5 2.6250 -8.70 46.94 0.185' 232.583 K=0.97 T5 232.583- 2L2 1/2x3x1/4x1/4 13.81 12.66 114.4 2.6250 -11.36 54.22 0.2091 222.166 K=1.00 T6 222.166- 2L2 1/2x3 1/2x1/4x5/16 15.98 7.67 124.0 2.8750 -15.03 53.47 0.281 1 209.583 K=0.99 T7 209.583-197 2L2 1/2x3 1/2x1/4x5/16 16.47 7.91 127.0 2.8750 -17.70 51.00 0.3471 K=0.98 T8 197-181.3 2L 3 1/2 x 4 x 1/4 x 1/4 19.53 18.13 124.0 3.6250 -25.36 62.86 0.4041 K=1.00 T9 181.3- 2L 3x31/2x1/4x1/4 16.10 14.83 116.3 3.1250 -23.33 61.95 0.377' 170.833 K=1.00 T10 170.833- 2L3 1/2x5x5/16x5/16 27.75 9.25 107.7 5.1172 -40.76 115.29 0.354' 146.75 K=1.00 T11 146.75- 2L3 1/2x5x5/16x5/16 29.40 9.80 114.1 5.1172 -44.78 107.62 0.416' 121.667 K=1.00 T12 121.667- 2L3 1/2x5x5/16x5/16 30.23 10.08 117.3 5.1172 -47.25 103.58 0.456' 96.5843 K=1.00 T13 96.5843- 2L3 1/2x5x5/16x5/16 31.12 10.37 120.8 5.1172 -51.65 99.14 0.5211 71.5 K=1.00 T14 71.5-51.417 2L 3 1/2 x 4 x 1/4 x 1/4 28.09 17.70 121.1 3.6250 -47.05 65.50 0.718' K=1.00 T15 51.417- 2L3 1/2x4x5/16x1/2 28.96 18.48 120.5 4.4922 -48.60 84.69 0.574' 31.334 K=1.00 T16 31.334-0 2L5x5x3/8 x1/2 26.59 8.86 95.9 7.2188 -90.32 174.22 0.5181 K=2.00 P U I((Pr controls tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC!BU No 816298 Project Number 1981880; Order 557031, Revision 0 Page 65 Horizonta Design Data o ressi®n Section Elevation Size L L KI/r A P Pu Ratio No. P ft ft ft in2 K K P„ T2 280.084- 2L2 1/2x2x3/16x5/16 10.94 5.03 89.8 1.6172 -1.88 40.78 0.046' 272.5 K=1.00 2L'a'>24.3969in-32 T3 272.5- 2L2x2x3/16x5/16 13.43 6.28 121.6 1.4297 -3.83 27.55 0.139' 247.333 K=1.00 T4 247.333- 2L2 1/2x2x3/16x5/16 15.89 7.38 115.2 1.6172 -6.18 31.65 0.195' 232.583 K=1.00 T5 232.583- 2L5x3 1/2x5/16x5/16 16.81 7.75 73.6 5.1172 -7.13 133.20 0.0531 222.166 K=1.00 T6 222.166- 2L3x2x3/16x5/16 18.09 8.39 129.7 1.8047 -8.63 27.32 0.316' 209.583 K=1.00 T8 197-181.3 2L5x3x5/16x5/16 21.20 9.94 105.3 4.8047 -14.81 98.68 0.150' K=1.00 T9 181.3- 2L6x3.5x5/16"x5116" 23.14 10.91 100.7 5.7422 -17.21 106.97 0.161 170.833 K=1.00 T10 170.833- 2L31/2x21/2x1/4x5/16 24.44 11.56 135.3 2.8750 -19.83 41.75 0.475' 146.75 K=0.98 T11 14675- 2L5x3 1/2x5/16x5/16 27.41 13.03 113.6 5.1172 -22.97 96.73 0.238' 121.667 K=1.00 T12 121.667- 2L4x3x1/4x1/4 30.51 14.58 140.8 3.3750 -25.74 44.59 0.577' 96.5843 K=0.97 T13 96.5843- 2L4x3 1/2x5/16x1/4 33.61 16.12 145.7 4.4922 -29.91 60.56 0.494' 71.5 K=0.95 T14 71.5-51.417 2L3 1/2x2 1/2x1/4 36.71 17.99 112.7 2.8800 -32.04 62.27 0.515' K=0.50 T15 51.417- 2L3 1/2x2 112x1/4 39.19 19.23 120.4 2.8800 -34.07 56.39 0.604' 31.334 K=0.50 T16 31.334-0 2L6x4x7/16x1/2 41.67 14.84 92.6 8.3672 -64.00 219.96 02911 K=1.00 P„ I P controls iDesinDatacomression Section Elevation Size L L Kl/r A P, SDP,, Ratio No. P„ ft ft ft in2 K K 41P 11 287.667- L3x2 112x1/4 10.00 4.56 111.8 1.3100 -0.55 28.61 0.019' 280.084 K=1.08 T3 2725- L5x3x1/4 11.87 5.50 109.8 1.9400 -2.91 37.88 0.077' 247.333 K=1.10 T4 247.333- 2L3 1/2x2 1/2x1/4x5/16 14.98 6.93 91.1 2.8750 -5.05 70.97 0.071 232.583 K=1.00 T7 209.583-197 2L3x2x3/16x5116 19.65 9.17 137.9 1.8047 -11.09 24.56 0.452' K=0.98 P:, /lIP„controls dantHorizontaI1Desitaomressi' Section Elevation Size L L Kl/r A P 4P„ Ratio No. Pc, ft ft ft in2 K K T3 272.5- L2 1/2x2x3116 3.36 3.15 104.2 0.8090 -0.20 19.17 0.011 ' 247.333 K=1.18 T5 232.583- L2 1/2x1 1/2x3/16 4.20 3.87 141.9 0.7148 -0.78 10.16 0.0771 222.166 K=1.00 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CO/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 66 Section Elevation Size L L Kl/r A P, P Ratio No. P, ft ft ft in2 K K T6 222.166- L2 1/2x2x3/16 4.52 4.19 118.9 0.8090 -1.24 16.18 0.077' 209.583 K=1.01 T7 209.583-197 L2 1/2x2x3/16 4.91 4.58 128.7 0.8090 -1.15 13.99 0.0831 K=1.00 T8 197-181.3 2L2 1/2x2x3/16x1/4 5.30 4.97 86.7 1.6172 -1.46 41.74 0.035' K=1.00 T9 181.3- L2 1/2x2x3/16 5.79 5.45 153.2 0.8090 -1.96 9.86 0.1981 170.833 K=1.00 T10 170.833- L2 1/2x1 112x3/16 4.07 3.74 137.2 0.7148 -2.34 10.87 0.215' 146.75 K=1.00 T11 146.75 - L2 1/2x1 112x3/16 4.57 421 154.6 0.7148 -3.21 8.56 0.375' 121.667 K=1.00 T12 121.667- L2 1/2x1 112x3/16 5.08 4.73 173.5 0.7148 -4.16 6.79 06121 96,5843 K=1.00 T13 96.5843- L2 1/2x2x3/16 5.60 5.24 147.3 0.8090 -5.13 10.67 0.481 ' 71.5 K=1.00 T14 71.5-51417 L2 1/2x2x3/16 6.12 5.76 115.2 0.8090 -6.16 13.03 0.4731 K=1.00 T15 51.417- 2L2 1/2x2x3/16x1/4 6.53 6.17 102.0 1.6172 -6.99 36.73 0.190' 31.334 K=1.00 T16 31.334-0 L2 112x2 1/2x1/4(rz) 3.63 3.26 81.3 1.1900 -6.98 27.23 0.2561 K=1.00 ' p, / controls e un nt orizont t } e (C om ress ion Section Elevation Size L L. Kl/r A P, 4P„ Ratio No. P„ ft ft ft in2 K K 110 170.833- L2 1/2x2 1/2x3/16 _ 8.14-- 7.81 189.4 0.9020 -2.34 7.20 0.325' 146.75 K=1.00 T11 146.75- L3x3x3/16 9.14 8.78 176.8 1.0900 -3.21 9.98 0.3221 121.667 K=1.00 T12 121.667- L3x3x3/16 10.17 9.82 197.6 1.0900 -4.16 7.99 0.5201 96.5843 K=1.00 T13 96.5843- L3x3x1/4 11.20 10.84 219.8 1.4400 -5.13 8.53 06011 71.5 K=1.00 T14 71.5-51.417 2L2 1/2x2 1/2x3/16 12.24 11.88 183.2 1.8000 -6.16 12.12 0.508' K=1.00 T15 51.417- 2L21/2x21/2x3/16x 13.06 12.70 195.8 1.8047 -6.99 13.47 0.519' 31.334 5/16 K=1.00 T16 31.334-0 L2 1/2x2 1/2x1/4(rz) 7.27 6.90 171.7 1.1900 -6.98 9.12 0.7661 K=1.00 P u /QIP controls - Redundant Horizontal' ta (Compression Section Elevation Size L L, Kl/r A P 4P„ Ratio No. PI, ft ft ft in2 K K T16 31.334-0= 2L3x3x1/4x1/2 10.90 10.53 137.1 2.9035 6.98 34.89 0.200' K=1.00 P. / P,a controls tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 67 t D ia on a1Dn D ata Corn ress ion Section Elevation Size L L„ Kilr A P Pr Ratio No. P„ It ft ft in2 K K pn T3 272.5- L2 1/2x2x3116 6.81 6.33 177.8 0.8090 0.23 7.33 -0 ' 247.333 K=1.00 T5 232.583- L2 1/2x2x3116 6.50 5.95 167.1 0.8090 -0.63 8.29 0.077' 222.166 K=1.00 T6 222.166- L2 1/2x2 1/2x3/16 7.54 6.93 168.1 0.9020 -0.99 9.14 0.109' 209.583 K=1.00 T7 209.583-197 L2 1/2x2 1/2x3116 7.76 7.19 174.3 0.9020 -0.97 8.50 0.114' K=1.00 T8 197-181.3 2L2 1/2x2x3/16x1/4 9.22 859 129.9 1.6172 -1.27 25.87 0.049' K=1.00 T9 181.3- L2 1/2x2 1/2x3116 7.57 7.11 172.4 0.9020 -1.28 8.69 0.147' 170.833 K=1.00 T10 170.833- 2L2 1/2x2x3/16x1/4 8.80 7.99 122.9 1.6172 -2.53 28.35 0.089' 146.75 K=1.00 T11 14675- 2L2 1/2x2x3/16x1/4 9.31 8.50 131.3 1.6172 -3.27 25.15 0.1301 121.667 K1.00 T12 121.667- 2L2 1/2x2x3/16x1/4 9.54 8.81 134.0 1.6172 -3.90 24.21 01611 96.5843 K=1.00 T13 96.5843- 2L2 1/2x2x3/16x1/4 9.80 9.11 137.9 1.6172 -4.49 23.31 0.193' 71.5 K=1.00 T14 71.5-51.417 2L2 1/2x2x3116x1/4 8.80 825 127.7 1.6172 -4.43 26.45 0.168' K=1.00 T15 51.417- 2L2 1/2x2x3/16x1/4 9.08 8.54 130.2 1.6172 -4.86 25.54 0.190' 31.334 K=1.00 T16 31.334-0 L2 1/2x2 1/2x1/4(rz) 8.46 7.48 186.1 1.1900 -8.12 7.76 1.046' K=1.00 P,, / controls udantDiaonal2DesinDataCornression Section Elevation Size L L Kllr A P„ 4P„ Ratio No. Pu ft ft ft in K K 110 170.833- 2L2 1/2x2x3/16x1/4 11.10 10.62 160.7 1.6172 -1 59 17.93 0.089' 146.75 K=1.00 T11 146.75- 2L21/2x2x3/16x1/4 12.02 11.53 174.4 1.6172 -2.11 15.21 0.139' 121.667 K=1.00 T12 121.667- 2L2 1/2x2x3/16x1/4 12.78 12.31 186.3 1.6172 -2.61 13.33 0.196' 96.5843 K=1.00 T13 96.5843- 2L2 1/2x2x3/16x1/4 13.58 13.12 198.6 1.6172 -3.11 11.74 0.265' 71.5 K=1.00 T14 71.5-51.417 2L2 1/2x2x3/16x1/4 11.70 11.26 170.5 1.6172 -3.93 15.93 0.247' K=1.00 T15 51.417- 2L2 1/2x2x3/16x1/4 12.22 11.78 178.3 1.6172 -4.36 14.57 0.299' 31.334 K=1.00 T16 31.334-0 L3x3x3/16(rz) 10,37 9.81 200.9 1.0900 -4.98 6.10 0.8161 K=1.00 P„ / P„controls ndantDiaona3DesinDataressiono tnxTower Report-version 8.1.1.0 July 01; 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 68 Section Elevation Size L Lu Kl/r A Pu 4P„ Ratio No. Pu ft ft ft in K K T16 31.334. 0 2L 5x3.5x5/16x318" 13.04 12.58 104.8 5.1200 -49.23 93.01 05291 K=1.00 P u / P„controls ression Section Elevation Size L L„ K1/r A Pu P„ Ratio No. P ft ft ft in2 K K 9Pn T16 31.334-0 2L21/2x21/2x3/16x 5.14 5.14 79.2 1.8047 -0.30 49.77 00061 5/16 K=1.00 Pu / P„controls Redundant Hip (2) Designto (Compression) Section Elevation Size L Lu K1/r A Pu P„ Ratio No. Pu ft ft ft in2 K K Q P T10 170.833- L3 1/2x3 1/2x1/4 11.52 11.52 199.2 1.6900 -0.10 12.19 00081 146.75 K=1.00 T11 146.75- 2L2 1/2x2 1/2x3/16x5/16 12.92 12.92 199.2 1.8047 -0.11 13.01 0.0091 121.667 K=1.00 T12 121.667- 2L2 1/2x3x1/4x1/4 14.38 14.38 229.3 2.6250 -0.09 14.29 0.0061 96.5843 K=1.00 T13 96.5843- 2L2 1/2x3x1/4x1/4 15.84 15.84 252.6 2,6250 -0.10 11.77 0.0081 71.5 K=1.00 KL/R>250(C)-571 T14 71.5-51 417 2L 3 x 3 1/2 x 1/4 x 1/4 17.30 17.30 227.3 3.1250 -0.07 17.31 0.004 1 K=1.00 T15 51.417- 2L 3 x 3 1/2 x 1/4 x 1/4 18.47 18.47 242.7 3.1250 -0.07 15.19 00051 31.334 K=1.00 T16 31.334-0 2L2 1/2 x 2 112 x 3/16 x 10.28 10.28 158.5 1.8047 -0.24 20.57 0.011 1 5/16 K=1.00 p , / Pf,controls Rr�dtlndantHi3DesinDataComression Section Elevation Size L Lu Kl/r A Pu fiP Ratio No. Pu ft ft ft mu K K T16 31.334-0 2L2 1/2x3x1/4x1/4 15.42 15.42 245.8 2.6250 -0.21 12.43 0.017 1 K=1.00 P u / P„controls Redund nt Hi Dia a na12 DesI n D ata Corn"'res tin tnxTower Report-version 8.1.1.0 July 09, 2021 287.667 Ft Self Support Tower Structural Analysis CC/EU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 69 Section Elevation Size L L„ KUr A P Ratio No. Pu ft ft ft in2 K K pn T10 170.833 L31/2x3112x1/4 16.87 16.87 291.7 1.6900 -0.16 5.69 0.0281 146.75 K=1.00 KL/R>250(C)-376 T11 146.75- L3 112x3 1/2x1/4 18.61 18.61 321.9 1.6900 -0.17 4.67 0.036' 121.667 K=1.00 KL/R>250(C)-437 T12 121,667- 2L2 1/2x2x3/16x1/4 20.29 20.29 307.1 1.6172 -0.13 4.91 0.0251 96.5843 K=1.00 KLIR>250(C)-511 T13 965843- 2L2 1/2x2x3/16x114 22.00 22.00 332.9 1.6172 -0.13 4.18 0.0301 71.5 K=1.00 KL/R>250(C)-572 T14 71.5-51.417 2L2 1/2x2x3/16x114 23.17 23.17 350.6 1.6172 -0.08 3.77 0.0201 K=1.00 KL/R>250(C)-641 T15 51.417- 2L2 112x2x3/16x1/4 24.60 24.60 372.2 1.6172 -0.07 3.34 0.021 31.334 K=1.00 KL/R>250(C)-714 T16 31.334-0 2L2 112x2x3/16x1/4 15.40 15.40 233.0 1.6172 -0.38 8.53 0.044' K=1.00 P„ /4P controls dantSubHorizontaDesinDatacomression Section Elevation Size L L„ Kl/r A P Ratio No. P„ ft ft ft in2 K K 116 31.334-0 2L5x5x3/8 20.84 20.84 119.6 7.2200 49.49 142.96 0.3461 K=1,00 P„ l P„controls dundant la anal ei 'n a cession Section Elevation Size L L, KUr A P Pu Ratio No. P ft ft ft in2 K K app 116 31.334-0 2L5x3 1/2x5/16x3/8 9.42 9.42 85.0 5.1200 61.93 124.93 0.496' K=1.00 P /¢P„controls Inner rainsnDatacomression Section Elevation Size L L„ Kl/r A P„ ,)P Ratio No. P ft ft ft in K K 11 287.667- L3x3x3/16 7.07 7.07 142.4 1.0900 -0.01 15.39 0.0001 280.084 K=1.00 T2 280.084- L3x3x3/16 7.73 7.73 155.7 1.0900 -0.01 12.87 00011 272.5 K=1.00 T3 272.5- L3x3x3I16 9.50 9.50 191.2 1.0900 -0.01 8.54 0.0021 247.333 K=1.00 T4 247.333- L4x4x1/4 10.59 10.59 159.9 1.9400 -0.02 21.71 0.001 1 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 70 Section Elevation Size L L. Kl/r A P Ratio No. Pu ft ft ft in2 K K �p 232.583 K=1.00 T5 232.583- L4x4x1/4 11.88 11.88 179.4 1.9400 -0.03 17.26 0.0021 222.166 K=1.00 T6 222.166- L4x4x1/4 12.79 12.79 193.1 1.9400 -0.02 14.89 0.0011 209.583 K=1.00 T7 209.583-197 2L3x2x3/16x5/16 13.89 13.89 202.3 1.8047 -0.02 12,08 0.0021 K=1.00 T8 197-181.3 L7x4x3/8 14.99 14.99 159.2 3.9800 -0.05 44.94 0.0011 K=1.00 T9 181.3- L3 1/2x2 1/2x1/4 16.36 16.36 266.8 1.4400 -0.04 5.79 0.007' 170.833 K=1.00 KUR>250(C)-331 T10 170833- L3x3x3/16 17.28 17.28 220.8 1.0900 -0.07 6.40 00111 146.75 K=1.00 T11 146.75- L5x3x1/4 19.38 19.38 270.1 1.9400 -0.08 7.61 0.011 ' 121.667 K=1.00 KL/R>250(C)-454 T12 121.667- 2L3 1/2x3 112x1/4x5/16 21.57 21.57 168.8 3.3750 -0.07 32.71 0.0021 96.5843 K=1.00 T13 965843- 2L2x2-1/2x3116x5/16 23.76 23.76 240.3 1.6172 -0.07 7.96 0.009' 71.5 K=1.00 T14 71.5-51.417 2L2 1/2x2 1/2x3/16x5/16 25.96 25.96 273.8 1.8047 -0.06 6.82 0.009' K=1.00 KL/R>250(C)-646 T15 51.417- 2L2 1/2x3x1/4x1/4 27.71 27.71 242.0 26250 -0.07 12.75 0.0061 31.334 K=1.00 T16 31.334-0 2L2 112x2 1/2x3116x5/16 29.47 29.47 310.8 1.8047 -0.08 5.30 0.0151 K=1.00 KL/R>250(C)-828 P u / controls Tension Checks Leg Designi Section Elevation Size L L, Kl/r A R Ratio No. P„ ft ft ft in2 K K T1 287.667- L5x5x5/16 7.61 7.61 58.2 3.0300 0.38 136.35 0.003' 280.084 T2 280.084- L5x5x5/16 7.61 7.61 58.2 2.4831 0.90 121.05 0.007' 272.5 T3 272.5- L5x5x1/2 25.26 6.32 49.2 3.8750 9.37 188.91 0.050 247.333 T4 247.333- L8x8x5/8 14.81 7.40 35.7 9.6100 24.24 432.45 0.056' 232.583 T5 232.583- L8x8x5/8 10.46 5.23 25.2 8.2037 31.01 399.93 0.0781 222.166 T6 222.166- L8x8x5/8 12.63 6.32 30.4 9.6100 40.77 432.45 0.094' 209.583 T7 209.583-197 L8x8x5/8 12.63 6.32 30.4 8.2037 55.86 399.93 0.140' T8 197-181.3 L8x8x1 1/8 15.76 7.88 39.1 16.700 73.75 751.50 0.098' 0 T9 181.3- L8x8x1 118 10.51 5.25 26.0 14.450 100.27 704.44 0.142' 170.833 0 T10 170.833- L8x8x1 1/8 24.17 8.06 40.0 14.168 120.44 690.73 0.1741 146.75 7 T11 14675- L7x7x3/4+(2)8"x1/2" 25.18 8.39 41.9 17.938 168.70 807.21 0.2091 121.667 0 T12 121.667- L7x7x1 +(2)8"x1/2" 25.18 8.39 42.9 21.000 220.26 945.00 0.233' 96.5843 0 tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 71 Section Elevation Size L L„ Kllr A Pu ,P Ratio No. P„ ft ft ft in2 K K T13 96.5843 L7x7x1 +(2)8"x518" 25.18 8.39 42.1 23.000 272.60 1035.00 0.263' 71.5 0 T14 71.5-51.417 L7x7x1 +(2)8"x5/8" 20.16 6.72 33.7 23.000 330.74 1035.00 0.320' 0 T15 51.417- L7x7x1 +(2)8"x3/4" 20.16 6.72 33.1 25.000 376.23 1125.00 0.3341 31.334 0 T16 31.334-0 L7x7x1 1/8+(2)PL 8x7/8 31.45 7.86 38.4 28.484 370.58 1281.78 0.2891 0 P u /4P controls aonaIDesinDataTension Section Elevation Size L Lu KI/r A Pu 1P Ratio No. P„ ft ft ft in2 K K -.�Pn......._ Ti 287.667- 2L2 1/2x2x3/16x5/16 9.36 8.55 136.3 0.9668 0.86 42.06 0.020 280.084 T2 280.084- 2L2 1/2x2x3/16x5116 9.64 8.85 140.8 0.9668 3.02 42.06 0.072 272.5 T3 272.5- 2L2 1/2x2 1/2x1/4x5/16 14.67 13.80 147.0 1.4531 7.45 63.21 0.118' 247.333 T4 247.333- 2L3x2 1I2x1/4x1/4 11.19 10.29 136.4 1.6406 8.21 71.37 0.115' 232.583 T5 232.583- 2L21/2x3x1/4x1/4 13.81 12.66 113.8 1.6406 10.80 71.37 0.151 222.166 T6 222.166- 2L21/2x31/2x1/4x5116 15.98 7.67 130.4 1.8281 14.54 79.52 0.183' 209.583 T7 209.583-197 2L2 1/2x3 1/2x1/4x5/16 16.47 7.91 134.4 1.8281 17.12 79.52 0.215' T8 197-181.3 2L 3 1/2 x 4 x 1/4 x 1/4 19.53 18.13 126.1 2.3906 24.43 103.99 02351 T9 181.3- 2L 3 x 3 1/2 x 1/4 x 1/4 16.10 14.83 117.2 2.0156 22.47 87.68 0.256' 170.833 T10 170.833- 2L3 1/2x5x5/16x5/16 27.75 8.65 107.7 3.4277 40.05 149.11 0.269' 146.75 T11 146.75- 2L31I2x5x5/16x5/16 29.40 9.29 114.1 3.4277 43.59 149.11 0.292' 121.667 T12 121.667- 2L3 1/2x5x5/16x5/16 30.23 9.57 117.3 3.4277 45.59 149.11 0.306' 96.5843 T13 965843- 2L3 1/2x5x5/16x5/16 31.12 9.86 120.8 3.4277 50.24 149.11 0.3371 71.5 T14 71.5-51.417 2L 3 1/2 x 4 x 1/4 x 1/4 2&.09 17.70 121.1 2.3906 45.37 103.99 0.436' T15 51.417- 2L31/2x4x5/16x1/2 28.96 18.48 118.3 2.9590 46.82 128.72 0.364' 31.334 T16 31.334-0 2L5x5x3/8 x112 26.59 8.86 68.3 4.8516 80.50 211.04 0.381 P, f P„controls �1ZontaIDinData Tension Section Elevation Size L L„ K//r A P (P Ratio No. P„ ft ft ft in2 K K 12 280.084- 2L2 1/2x2x3/16x5/16 10.94 5.03 79.6 0.9668 1.92 42.06 0.046' 272.5 2L'a'>24.3969 in-32 T3 272.5- 2L2x2x3/16x5/16 13.43 6.28 126.5 0.8262 3.83 35.94 0.107' 247.333 T4 247.333- 2L2 1/2x2x3/16x5/16 15.89 7.38 115.2 0.9668 6.45 42.06 0.153' 232.583 T5 232.583- 2L5x3 1/2x5/16x5/16 16.81 7.75 67.6 3.4277 7.32 149,11 0.049' tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 72 Section Elevation Size L L, K//r A Ratio No. Pu ft ft ft in2 K K 222.166 T6 222.166- 2L3x2x3/16x5/16 18.09 8.39 122.2 1.1074 8.78 48.17 0.182' 209.583 T8 197-181.3 2L5x3x5/16x5/16 21.20 9.94 103.1 3.1934 14.58 138.91 0.105' T9 181.3- 2L6x3.5x5/16"x5/16" 23.14 10.91 99.4 3.8965 17.41 169.50 0.103' 170.833 T10 170.833- 2L3 1/2x2 1/2x1/4x5/16 24.44 11.56 133.9 1.8281 19.97 79.52 0.251 146.75 T11 146.75- 2L5x3 112x5/16x5/16 27.41 13.03 111.9 3.4277 22.57 149.11 01511 121.667 T12 121.667- 2L4x3x1/4x114 30.51 14.58 143.9 2.2031 25.47 95.84 0.266' 96.5843 T13 96.5843- 2L4x3 1/2x5/16x1/4 33.61 16.12 156.8 2.9590 29.69 128.72 02311 71.5 T14 71.5-51.417 2L3 1/2x2 1/2x114 36.71 17.99 225.4 1.8319 31.74 79.69 0.398' T15 51.417- 2L3 1/2x2 1/2x1/4 39.19 19.23 240.9 1.8319 34.36 79.69 0.431 31.334 T16 31.334-0 2L6x4x7/16x1/2 41.67 14.84 109.2 5.7012 70.93 248.00 0.286' P u / P,-controls Top Girt i i Section Elevation Size L L, Kl/r A Ratio No. P„ ft ft ft in K K p„ 11 287.667- L3x2 1/2x114 10.00 4.56 76.5 0.8184 0.52 35.60 0.015' 280.084 T3 272.5- L5x3x1/4 11.87 5.50 79.8 1.2909 2.92 56.16 0.052' 247.333 T4 247.333- 2L3 1/2x2 1/2x 1/4x5/16 14.98 6.93 80.7 1.8281 5.11 79.52 0.064' 232.583 T7 209.583-197 2L3x2x3/16x5/16 19.65 9.17 133.1 1.1074 11.04 48.17 0.2291 P„ /�P„controls Section Elevation Size L L. K//r A P P„ Ratio No. P„ ft ft ft in K K 73 272.5 L2 1/2x2x3/16 3.36 3.15 63.0 0.8090 0.21 26.21 0.008' 247.333 T5 232.583- L2 1/2x1 112x3/16 4.20 3.87 109.9 0.7148 0.89 23.16 0.039' 222.166 T6 222.166- L2 1/2x2x3116 4.52 4.19 83.8 0.8090 1.27 26.21 0.048' 209.583 T7 209.583-197 L2 1/2x2x3/16 4.91 4.58 91.6 0.8090 1.32 26.21 0.0501 T8 197-181.3 2L2 1/2x2x3/16x1/4 5.30 4.97 75.2 1.6172 1.46 52.40 0.0281 T9 181.3- L2 1/2x2x3/16 5.79 5.45 109.1 0.8090 1.96 26.21 0.075' 170.833 T10 170.833- L2 1/2x1 1/2x3/16 4.07 3.74 106.3 0.7148 2.34 23.16 0.101 1 146.75 T11 146.75- [21/2x1 112x3116 4.57 4.21 119.8 0.7148 3.21 23.16 0.139' 121.667 T12 121.667- L2 1/2x1 112x3116 5.08 4.73 134.4 07148 4.16 23.16 0.179' 96.5843 T13 965843- L2 1/2x2x3/16 5.60 5.24 104.9 0.8090 513 26.21 0.196' 71.5 T14 715-51.417 L2 1/2x2x3116 6.12 5.76 115.2 0.8090 6.16 26.21 0.235' tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 73 Section Elevation Size L L„ Kt/r A a PU Ratio No. Pµ ft ft ft in2 K K p„ T15 51.417- 2L2 112x2x3/16x1/4 6.53 6.17 93.3 1.6172 6.99 5240 -0.133' 31.334 T16 31.334-0 L2 1/2x2 112x1/4(rz) 3.63 3.26 81.3 1.1900 6.98 38.56 0.181 P,, 1 P controls endant ®riz®nta� 2 ei n Data °Tension Section Elevation Size L L Kl/r A Pu 4P1 Ratio No. P ft ft ft in2 K K p, T10 170.833- L2 1/2x2 112x3/16 8.14 7.81 120.5 0.9020 2.34 29.22 0.0601 146.75 T11 14675- L3x3x3/16 9.14 8.78 112.2 1.0900 3.21 35.32 00911 121.667 T12 121.667- L3x3x3/16 10.17 9.82 125.4 1.0900 4.16 35.32 0.1181 96.5843 T13 965843- L3x3x1/4 11.20 10.84 139.9 1.4400 5.13 46.66 0.110' 71.5 T14 71.5-51.417 2L2 1/2x2 1/2x3/16 12.24 11.88 183.2 1.8000 6.16 58.32 0.106' T15 51.417- 2L2 1/2 x 2 1/2 x 3/16 x 13.06 12.70 195.8 1.8047 6.99 58.47 0.120' 31.334 5/16 T16 31.334-0 L2 1/2x2 1/2x1/4(rz) 7.27 6.90 171.7 1.1900 6.98 38.56 0.181 ' ' P. J 1pP„controls endant ®r� �nta� ei n as ` Teni�n Section Elevation Size L L. Kl/r A P pPn Ratio No. P„ ft ft ft in2 K K T16 31.334-0 2L3x3x114x1/2 10.90 10.53 _ 137.1 2.9035 —^ 6.98---_.. 94.07. 0.074' P / P„controls r► antDiaona1DesinDataTenson Section Elevation Size L L1 KI/r A P Ratio No. P„ ft ft ft in2 K K (� T3 272.5- L2 1/2x2x3/16 6.97 6.48 129.7 0.8090 0.28 26.21 00111 247.333 T5 232.583- L2 1/2x2x3/16 6.50 5.95 119.0 0.8090 0.69 26.21 0.026' 222.166 T6 222.166- L2 1/2x2 1/2x3/16 7.54 6.93 106.9 0.9020 1.14 29.22 0.0391 209.583 T7 209.583-197 L2 1/2x2 1/2x3/16 7.76 7.19 110.9 0.9020 1.01 29.22 0.035' T8 197-181.3 2L2 1/2x2x3/16x1/4 9.22 8.59 129.9 1.6172 1.27 52.40 0.0241 T9 181_3- L21/2x21/2x3/16 7.57 7.11 109.7 0.9020 1.28 29.22 0.0441 170.833 T10 170833- 2L2 1/2x2x3/16x1/4 8.80 7.99 120.9 1.6172 2.53 52.40 0.048' 146.75 T11 146.75- 2L21/2x2x3/16x114 9.31 8.50 128.6 1.6172 3.27 52.40 0.062' 121.667 T12 121.667- 2L21/2x2x3/16x1/4 9.54 8.81 133.3 1.6172 3.90 52.40 0.074' tnxTower Report-version 8.1.10 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 74 Section Elevation Size L L„ K11r A P P„ Ratio No. Pu ft ft ft in2 K K p 96.5843 T13 96.5843- 2L2 1/2x2x3/16x1/4 9.80 9.11 137.9 1.6172 4.49 52.40 0.086' 71.5 T14 71.5-51,417 2L2 112x2x3/16x1/4 8.80 8.25 124.9 1.6172 4.43 52.40 0.0851 T15 51.417- 2L2 1/2x2x3/16x1/4 9.08 8.54 129.2 1.6172 4.86 52.40 0.093' 31.334 T16 31.334-0 L2 1/2x2 112x1/4(rz) 8.46 7.48 186.1 1.1900 8.12 38.56 0.211 ' P, /�P„controls dantDiaonaI2sinDataTension Section Elevation Size L L. KI/r A P P„ Ratio No. PI, ft ft ft in K K 110 170.833- 2L21/2x2x3/16x1/4 11.10 10.62 160.7 1.6172 1.59 52.40 0.030' 146.75 T11 146.75- 2L2 1/2x2x3/16x1/4 12.02 11.53 174.4 1.6172 2.11 52.40 0.0401 121.667 T12 121.667- 2L2 1/2x2x3/16x1/4 12.78 12.31 186.3 1.6172 2.61 52.40 0.050 96.5843 T13 96.5843- 2L2 1/2x2x3/16x1/4 13.58 13.12 198.6 1.6172 3.11 52.40 0.0591 71.5 T14 71.5-51.417 2L2 1/2x2x3/16x1/4 11.70 11.26 170.5 1.6172 3.93 52.40 0.075' T15 51.417- 2L2 1/2x2x3/16x1/4 12.22 1178 178.3 1.6172 4.36 52.40 0.083' 31.334 T16 31.334-0 L3x3x3/16(rz) 10.37 9.81 200.9 1.0900 4.98 35.32 0.141 P /�P„controls undantDiaona3DesinDataTension Section Elevation Size L L„ K1/r A P„ SP R Ratio No. P, ft ft ft in2 K K T16 31.334-0 2L 5x3.5x5/16"x3/8" 13.04 12.58 104.8 5.1200 42.37 165.89 0.255' P, / P controls dant Hi ID esi ata Tens i®n Section Elevation Size L L„ K1/r A P Ratio No. P ft ft ft in2 K K 116 31.334-0 2L21/2x21/2x3/16x 5.14 5.14 792 1.8047 0.38 58.47 0.0061 5/16 P„ /�Pn COntrOIS dantHi2DesinDataTensi tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 75 Section Elevation Size L L KI/r A P P Ratio No. P„ ft ft ft in2 K K -110 170.833- L3 112x3 1/2x114 11.52 11.52 126.8 _ 1.6900 0.04 - 54.76 0.0011 146.75 T11 146.75- 2L2 1/2x2 1/2x3/16x5/16 12.92 12.92 199.2 1.8047 0.05 58.47 0.001 121.667 T12 121.667- 2L2 1/2x3x1/4x1/4 14.38 14.38 229.3 2.6250 0.02 85.05 0.000' 96.5843 T13 96.5843- 2L2 1/2x3x1/4x1/4 15.84 15.84 252.6 2.6250 0.02 85.05 0.000' 71.5 T16 31.334-0 2L2 1/2 x 2 1/2 x 3/16 x 10.28 10.28 158.5 1.8047 0.13 58.47 0.002' 5/16 P„ /44P„controls undantHi3DesinDataTension Section Elevation Size L L, KUr A P P Ratio No. P ft ft ft in K K T16 31.334-0 2L2 1/2x3x1/4x1/4 15.42 15.42 245.8 2.6250 0.05 85.05 0.001 1 P, /t Pa controls Section Elevation Size L L Kl/r A P„ P Ra€io No. P„ ft ft ft in2 K K T10 170.833- L31/2x31/2x1/4 16.87 16.87 185.7 1.6900 0.15 54.76 0.0031 146.75 T11 146.75- L3 1/2x3 1/2x1/4 18.61 18.61 204.9 1.6900 0.16 54.76 0.0031 121.667 T12 121.667- 2L2 1/2x2x3/16x1/4 20.29 2029 307.1 1.6172 0.11 52.40 0.002' 96.5843 T13 96.5843- 2L2 1/2x2x3/16x1/4 22.00 22.00 332.9 1.6172 0.11 52.40 0.002' 71.5 T14 71.5-51.417 2L2 1/2x2x3/16x1/4 23.17 23.17 350.6 1.6172 0.06 52.40 0.001 T15 51.417- 2L2 1/2x2x3/16x1/4 24.60 24.60 372.2 1.6172 0.05 52.40 0.001 1 31.334 T16 31.334-0 2L2 1/2x2x3/16x1/4 15.40 15.40 233.0 1.6172 0.34 52.40 0.007' P„ / P, controls Section Elevation Size L L„ Kl/r A a P Ratio No. P„ ft ft ft in2 K K Q P„ T16 31.334-0 2L5x5x3/8 20.84 20.84 119.6 7.2200 40.92 233.93 0.175' p, /¢P„controls tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC!BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 76 Redundant Sub Diagona' Design Data (Tension) Section Elevation Size L L, Ki/r A P0 Ratio No. P ft ft ft in2 K K IR 116 31,334-0 2L5x3 1/2x5116x3/8 9.42 9.42 78.0 5.1200 60.40 165.89 0.364' P / P0 controls nner Bracing Design Data (Tension) Section Elevation Size L Lu Kt/r A Pu Pu Ratio No. P. ft ft ft in2 K K --110 170.833- L3x3x3/16 17.28 17.28 220.8 1.0900 0.03 35.32 0001 ' 146,75 T11 146.75- L5x3x1/4 1938 19.38 270.1 1.9400 0.02 62.86 0.000' 121,667 T12 121.667- 2L3 1/2x3 1/2x1/4x5/16 21.57 21.57 237.2 3.3750 0.01 109.35 0.000' 96.5843 T13 96.5843- 2L2x2-1/2x3/16x5/16 23.76 23.76 475.0 1.6172 0.01 52.40 0.000' 71,5 T14 71,5-51.417 2L2 1/2x2 1/2x3/16x5/16 25.96 25.96 400.2 1.8047 0.01 58.47 0.000' T15 51.417- 2L2 1/2x3x114x1/4 27.71 27.71 441.8 2.6250 0.00 85.05 0.000' 31.334 P0 / P0 controls Section cit" Table Section Elevation Component Size Critical P oP01 % Pass No. ft Type Element K K Capacity Fail Ti 287.667- Leg L5x5x5/16 3 1.04 92.18 1.1 Pass 280.084 T2 280.084-272.5 Leg L5x5x5116 25 -2.48 92.18 2.7 Pass T3 272.5-247,333 Leg L5x5x1/2 46 -13.45 184.64 7,3 Pass T4 247,333- Leg L8x8x518 114 -31.55 434.87 7.3 Pass 232.583 T5 232.583- Leg L8x8x5/8 152 -40.32 469.78 8.6 Pass 222.166 T6 222.166- Leg L8x8x5/8 189 -53.85 453.83 11.9 Pass 209.583 T7 209.583-197 Leg L8x8x5/8 226 -73.11 453.83 16.1 Pass T8 197-181.3 Leg L8x8x1 1/8 263 -96.97 736.07 13.2 Pass T9 181.3-170.833 Leg L8x8x1 1/8 300 -130.18 814.22 16.0 Pass 110 170.833- Leg L8x8x1 1/8 337 -155.53 729.63 21.3 Pass 146.75 T11 146.75- Leg L7x7x3/4+(2)8"x112" 398 -213,50 745.32 28.6 Pass 121.667 T12 121.667- Leg L7x7x1 +(2)8^x1/2^ 459 -276.50 867.57 31.9 Pass 96.5843 T13 96.5843-71.5 Leg L7x7x1 +(2)8"x518" 522 -341.42 954.90 35.8 Pass T14 71.5-51.417 Leg L7x7x1 +(2)8"x5/8" 583 -409.96 1000.29 41.0 Pass T15 51.417-31.334 Leg L7x7xl +(2)8"x3/4" 656 -465.20 1090.35 42,7 Pass T16 31.334-0 Leg L7x7xl 1/8+(2)PL 8x7/8 729 -464.34 1207.99 38.4 Pass Ti 287.667- Diagonal 2L2 1/2x2x3/16x5/16 19 -1.04 28.02 3.7 Pass 280.084 T2 280.084-272.5 Diagonal 2L2 112x2x3/16x5/16 33 -3.22 26.62 12.1 Pass T3 272.5-247.333 Diagonal 2L2 1/2x2 1/2x1/4x5/16 71 -7.75 35.04 22.1 Pass T4 247.333- Diagonal 2L3x21/2x1/4x1/4 133 -8.70 49.29 17.6 Pass 232.583 T5 232583- Diagonal 2L2 1/2x3x1/4x1/4 170 -11.36 56.93 19.9 Pass tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCl BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 77 Section Elevation Component Size Critical P eP0i % Pass No. ft Type Element K K Capacity Fail 222.166 T6 222.166- Diagonal 2L2 1/2x3 1/2x1/4x5/16 207 -15.03 56.14 26.8 Pass 209.583 T7 209.583-197 Diagonal 2L2 1/2x3 1/2x1/4x5/16 250 -17.70 53,55 33.1 Pass T8 197-181.3 Diagonal 2L 3 1/2 x 4 x 1/4 x 114 281 -25.36 66.00 38.4 Pass T9 181.3-170.833 Diagonal 2L 3 x 3 1/2 x 1/4 x 1/4 321 -23.33 65.04 35.9 Pass T10 170.833- Diagonal 2L3 1/2x5x5/16x5/16 370 -40.76 121.06 33.7 Pass 146.75 T11 146.75- Diagonal 2L3 1/2x5x5116x5/16 431 -44.78 113.00 39.6 Pass 121.667 T12 121.667- Diagonal 2L3 1/2x5x5/16x5/16 492 -47.25 108.76 43.4 Pass 96.5843 T13 96.5843-71.5 Diagonal 2L3 1/2x5x5/16x5/16 553 -51.65 104.10 49.6 Pass T14 71.5-51 417 Diagonal 2L 3 1/2 x 4 x 1/4 x 1/4 619 -47.05 68.78 68.4 Pass T15 51.417-31.334 Diagonal 2L3 1/2x4x5/16x1/2 692 -48.60 88.93 54.7 Pass T16 31.334-0 Diagonal 2L5x5x3/8 x1/2 782 -90.32 182.93 49.4 Pass T2 280.084-272.5 Horizontal 2L2 1/2x2x3/16x5/16 32 -1.88 42.82 4.4 Pass T3 272.5-247.333 Horizontal 2L2x2x3/16x5/16 70 -3.83 28.93 13.2 Pass T4 247.333- Horizontal 2L2 1/2x2x3/16x5/16 132 -6.18 33.24 18.6 Pass 232.583 T5 232.583- Horizontal 2L5x3 1/2x5/16x5/16 169 -7.13 139.86 5.1 Pass 222166 T6 222.166- Horizontal 2L3x2x3/16x5/16 206 -8.63 28.68 30.1 Pass 209.583 T8 197-181.3 Horizontal 2L5x3x5/16x5/16 280 -14.81 103.62 14.3 Pass T9 1813-170.833 Horizontal 2L6x3.5x5/16"x5/16" 317 -17.21 112.32 15.3 Pass T10 170.833- Horizontal 2L3 1/2x2 1/2x1/4x5116 364 -19.83 43.83 45.2 Pass 146.75 T11 146.75- Horizontal 2L5x3 1/2x5/16x5/16 425 -22.97 101.57 22.6 Pass 121.667 T12 121.667- Horizontal 2L4x3xl/4x1/4 486 -25.74 46.82 55.0 Pass 96.5843 T13 96.5843-71.5 Horizontal 2L4x3 1/2x5/16x1/4 547 -29.91 63.59 47.0 Pass T14 71.5-51.417 Horizontal 2L3 1/2x2 1/2x1/4 612 -32.04 65.38 49.0 Pass T15 51.417-31.334 Horizontal 2L31/2x21/2x1/4 685 -34.07 59.21 57.5 Pass T16 31.334-0 Horizontal 2L6x4x7/16x1/2 774 -64.00 230.96 27.7 Pass Ti 287.667- Top Girt L3x2 1/2x1/4 7 -0.55 30.04 1.8 Pass 280.084 T3 272.5-247.333 Top Girt L5x3x1/4 49 -2.91 39.78 7.3 Pass T4 247.333- Top Girt 2L3 1/2x2 1/2x1/4x5/16 119 -5.05 74.52 6.8 Pass 232.583 T7 209.583-197 Top Girt 2L3x2x3/16x5/16 231 -11.09 25.78 43.0 Pass T3 272.5-247.333 Redund Horz 1 L2 1/2x2x3/16 75 -0.20 20.13 1.0 Pass Bracing T5 232.583- Redund Horz 1 L2 112x1 1/2x3/16 171 -0.78 10.67 7.4 Pass 222.166 Bracing T6 222166- Redund Horz 1 L2 1/2x2x3/16 201 -1.24 16.99 7.3 Pass 209.583 Bracing T7 209.583-197 Redund Horz 1 L2 1/2x2x3/16 239 -1.15 14.69 7.9 Pass Bracing T8 197-181.3 Redund Horz 1 2L2 1/2x2x3/16x1/4 271 -1.46 43.83 3.3 Pass Bracing T9 181.3-170.833 Redund Horz 1 L2 1/2x2x3/16 308 -1.96 10.36 18.9 Pass Bracing T10 170.833- Redund Horz 1 L2 1/2x1 1/2x3/16 347 -2.34 11.42 20.5 Pass 146.75 Bracing T11 14675- Redund Horz 1 L2 1/2x1 1/2x3/16 408 -3.21 8.99 35.7 Pass 121.667 Bracing T12 121.667- Redund Horz 1 L2 1/2x1 1/2x3/16 469 -4.16 7.13 58.3 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Horz 1 L2 1/2x2x3/16 554 -5.13 11.20 45.8 Pass Bracing T14 71.5-51.417 Redund Horz 1 L2 1/2x2x3/16 629 -6.16 13.68 45.0 Pass Bracing T15 51.417-31.334 Redund Horz 1 2L2 1/2x2x3/16x1/4 693 -6.99 38.57 18.1 Pass Bracing T16 31.334-0 Redund Horz 1 L2 1/2x2 1/2x1/4(rz) 783 -6.98 28.60 24.4 Pass Bracing T10 170.833- Redund Horz 2 L2 1/2x2 1/2x3/16 354 -2.34 7.56 30.9 Pass 146.75 Bracing tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCl BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 78 Section Elevation Component Size Critical P oParroFv % Pass No ft Type Element K K Capacity Fail T11 146.75- Redund Horz 2 L3x3x3/16 409 -3.21 10.48 30.6 Pass 121.667 Bracing T12 121.667- Redund Horz 2 L3x3x3/16 470 -4.16 8.39 49.5 Pass 96.5843 Bracing T13 96.5843-715 Redund Horz 2 L3x3x1/4 555 -5.13 8.96 57.3 Pass Bracing T14 71.5-51417 Redund Horz 2 2L2 112x2 1/2x3116 621 -6.16 12.72 48.4 Pass Bracing T15 51.417-31.334 Redund Horz 2 2L2 1/2 x 2 1/2 x 3116 x 5116 694 -6.99 14.15 49.4 Pass Bracing T16 31.334-0 Redund Horz 2 L2 1/2x2 112x1/4(rz) 784 -6.98 9.57 72.9 Pass Bracing T16 31.334-0 Redund Horz 3 2L3x3x114x1/2 803 -6.98 36.63 19.0 Pass Bracing T3 272.5-247.333 Redund Diag 1 L2 1/2x2x3/16 106 -0.23 7.69 3.0 Pass Bracing T5 232.583- Redund Diag 1 L2 112x2x3116 175 -0.63 8.71 7.3 Pass 222.166 Bracing T6 222.166- Redund Diag 1 L2 1/2x2 112x3/16 202 -0.99 9.60 10.3 Pass 209.583 Bracing T7 209.583-197 Redund Diag 1 L2 1/2x2 1/2x3/16 261 -0.97 8.93 10.8 Pass Bracing T8 197-181.3 Redund Diag 1 2L2 112x2x3/16x1/4 272 -1.27 27.17 4.7 Pass Bracing T9 181.3-170.833 Redund Diag 1 L2 1/2x2 112x3/16 309 -1.28 9.12 14.0 Pass Bracing T10 170.833- Redund Diag 1 2L2 1/2x2x3/16x1/4 349 -2.53 29.76 8.5 Pass 146.75 Bracing T11 14675- Redund Diag 1 2L2 112x2x3/16x1/4 410 -3.27 26.40 12.4 Pass 121.667 Bracing T12 121.667- Redund Diag 1 2L2 1/2x2x3/16x114 471 -3.90 25.42 15.3 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Diag 1 2L2 1/2x2x3116x1/4 556 -4.49 24.47 18.3 Pass Bracing T14 71.5-51.417 Redund Diag 1 2L2 1/2x2x3/16x1/4 622 -4.43 27.77 16.0 Pass Bracing T15 51.417-31.334 Redund Diag 1 2L2 1/2x2x3116x114 695 -4.86 26.82 18.1 Pass Bracing T16 31.334-0 Redund Diag 1 L2 1/2x2 1/2x1/4(rz) 785 -8.12 8.15 99.6 Pass Bracing T10 170.833- Redund Diag 2 2L2 1/2x2x3116x1/4 356 -1.59 18.83 8.5 Pass 146.75 Bracing T11 146.75- Redund Diag 2 2L2 1/2x2x3/16x1/4 417 -2.11 15.97 13.2 Pass 121.667 Bracing T12 121.667- Redund Diag 2 2L2 1/2x2x3116x1/4 472 -2.61 14.00 18.7 Pass 96.5843 Bracing T13 96.5843-71.5 Redund Diag 2 2L2 112x2x3/16x1/4 557 -3.11 12.33 25.2 Pass Bracing T14 71.5-51.417 Redund Diag 2 2L2 1/2x2x3/16x1/4 623 -3.93 16.73 23.5 Pass Bracing T15 51.417-31 334 Redund Diag 2 2L2 112x2x3/16x114 696 -4.36 15.29 28.5 Pass Bracing T16 31.334-0 Redund Diag 2 L3x3x3/16(rz) 787 -4.98 6.41 77.7 Pass Bracing T16 31.334-0 Redund Diag 3 2L 5x3.5x5/16"x318" 757 -49.23 97.66 50.4 Pass Bracing T16 31.334-0 Redund Hip 1 2L2 1/2 x 2 1/2 x 3116 x 5/16 814 0.38 61.40 0.6 Pass Bracing T10 170.833- Redund Hip 2 L3 1/2x3 1/2x1/4 388 -0.10 12.80 0.7 Pass 146.75 Bracing T11 146.75- Redund Hip 2 2L2 1/2x2 1/2x3/16x5/16 449 -0.11 13.66 0-8 Pass 121.667 Bracing T12 121.667- Redund Hip 2 2L2 1/2x3x1/4x1/4 510 -0.09 15.00 0.6 Pass 96.5843 Bracing T13 96.5843-71 5 Redund Hip 2 2L2 1/2x3x1/4x1/4 571 -0.10 12.36 0.8 Pass Bracing T14 71.5-51 417 Redund Hip 2 2L 3 x 3 112 x 1/4 x 1/4 640 -0.07 18.18 0.4 Pass Bracing T15 51.417-31.334 Redund Hip 2 2L 3 x 3 1/2 x 1/4 x 1/4 698 -0.07 15.95 0.4 Pass Bracing tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 79 Section Elevation Component Size Critical P oP,, % Pass No. ft Type Element K K Capacity Fail T16 31334-0 Redund Hip 2 2L2 1/2 x 2 1/2 x 3/16 x5/16 791 -0.24 21.60 1.1 Pass Bracing T16 31.334-0 Redund Hip 3 2L2 1/2x3x1/4x1/4 816 -0.21 13.06 1.6 Pass Bracing T10 170.833- Redund Hip L3 1/2x3 1/2x1/4 376 -0.16 5.97 2.6 Pass 146.75 Diagonal 2 Bracing T11 146.75- Redund Hip L3 1/2x3 1/2x1/4 437 -0.17 4.90 3.4 Pass 121.667 Diagonal 2 Bracing T12 121.667- Redund Hip 2L2 1/2x2x3/16x1/4 511 -0.13 5.15 2.4 Pass 96.5843 Diagonal 2 Bracing T13 96.5843-71.5 Redund Hip 2L2 1/2x2x3/16x1/4 572 -0.13 4.38 2.9 Pass Diagonal 2 Bracing T14 71.5-51.417 Redund Hip 2L2 1/2x2x3/16x1/4 641 -0.08 3.95 1.9 Pass Diagonal 2 Bracing T15 51.417-31.334 Redund Hip 2L2 1/2x2x3/16x1/4 714 -0.07 3.51 2.0 Pass Diagonal 2 Bracing T16 31.334-0 Redund Hip 2L2 1/2x2x3116x1/4 817 -0.38 8.96 4.2 Pass Diagonal 2 Bracing T16 31.334-0 Redund Sub Horz 2L5x5x3/8 765 -49.49 150.10 33.0 Pass Bracing T16 31.334-0 Redund Sub 2L5x3 1/2x5/16x3/8 796 -61.93 131.17 47.2 Pass Diagonal Bracing T1 287.667- Inner Bracing L3x3x3/16 13 -0.00 8.08 0.2 Pass 280.084 T2 280.084-272.5 Inner Bracing L3x3x3/16 42 -0.00 6.76 02 Pass T3 272.5-247.333 Inner Bracing L3x3x3/16 88 -0.00 4.48 0.3 Pass T4 247.333- Inner Bracing L4x4x1/4 142 -0.00 10.13 0.3 Pass 232.583 T5 232.583- Inner Bracing L4x4x1/4 187 -0.00 9.06 0.3 Pass 222.166 T6 222.166- Inner Bracing L4x4x1/4 224 -0.00 7.82 0.4 Pass 209.583 T7 209.583-197 Inner Bracing 2L3x2x3/16x5/16 237 -0.00 6.73 0.3 Pass T8 197-181.3 Inner Bracing L7x4x3/8 298 -0.01 23.59 0.3 Pass T9 181.3-170.833 Inner Bracing L3 1/2x2 1/2x1/4 331 -0.04 6.08 0.7 Pass T10 170.833- Inner Bracing L3x3x3/16 393 -0.07 6.72 1.1 Pass 146.75 T11 146.75- Inner Bracing L5x3x1/4 454 -0.08 7.99 1.1 Pass 121.667 T12 121.667- Inner Bracing 2L3 1/2x3 1/2x1/4x5/16 518 -0.01 17.87 0.6 Pass 96.5843 T13 96.5843-71.5 Inner Bracing 2L2x2-1/2x3/16x5/16 577 -0.07 8.35 0.9 Pass T14 71.5-51.417 Inner Bracing 2L2 1/2x2 1/2x3/16x5/16 646 -0.06 7.16 0.9 Pass T15 51.417-31 334 Inner Bracing 2L2 1/2x3x1/4x1/4 721 -0.01 6.85 0.9 Pass T16 31.334-0 Inner Bracing 2L2 1/2x2 1/2x3/16x5/16 828 -0.08 5.57 1.4 Pass Summary Leg(115) 42.7 Pass Diagonal 68.4 Pass (T14) Horizontal 57.5 Pass (T15) Top Girt 43.0 Pass (T7) Redund 58.3 Pass Horz 1 Bracing (T12) Redund 72.9 Pass Horz 2 Bracing (116) Redund 19.0 Pass Horz 3 Bracing (T16) Redund 99.6 Pass Diag 1 Bracing (T16) Redund 77.7 Pass tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC/BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 80 Section Elevation Component Size Critical P oP,now % Pass No. ft Type Element K K Capacity Fail Diag 2 Bracing (T16) Redund 50.4 Pass Diag 3 Bracing (T16) Redund 0.6 Pass Hip 1 Bracing (T16) Redund 1.1 Pass Hip 2 Bracing (T16) Redund 1.6 Pass Hip 3 Bracing (T16) Redund 4.2 Pass Hip Diagonal 2 Bracing (T16) Redund 33.0 Pass Sub Horz Bracing (T16) Redund 47.2 Pass Sub Diagonal Bracing (T16) Inner 1.4 Pass Bracing (T16) Bolt 65.6 Pass Checks RATING= 93.6 Pass tnxTower Report-version 8.1.1.0 July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CCI BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 81 APPENDIX BASE LEVEL DRAWING tnxTower Report-version 8.1.1.0 (OTHER CONSIDERED EQUIPMENT) (1) 1-1/4"TO 177 FT LEVEL (13) 1-5/8 TO 177 FT LEVEL LEG 0 \ LEG A (OTHER CONSIDERED EQUIPMENT) (3)3/8'TO 215 FT LEVEL (PROPOSER EQUIPMENT F#,ft3z?A."n' #d) (1) 1-1/2-TO 148 FT LED,(t 6) 3/a"TQ 295 FT LEVEL (OTHER CONSIDERED EQUIPMENT) (2) 3/8"TO 203 FT LEVEL (3) 1-3/16"TO 203 FT LEVEL 1) 1-3/8"TO 203 FT LEVEL (OTHER CONSIDERED EQUIPMENT) (1) E60 TO 180 FT LEVEL (1) E60 TO 210 FT LEVEL (1) E60 TO 239 FT LEVEL (OTHER CONSIDERED EQUIPMENT) (1) E65 TO 277 FT LEVEL (1) 1/2"TO 283 FT LEVEL (1)3/4"TO 283 FT LEVEL (1) 1-5/8 TO 283 FT LEVEL (OTHER CONSIDERED EQUIPMENT) (1) 1/4"TO 203 FT LEVEL LEG C LEGS (OTHER CONSIDERED EQUIPMENT) (11) 1-5/8"TO 195 FT LEVEL July 01, 2021 287.667 Ft Self Support Tower Structural Analysis CC!BU No 816298 Project Number 1981880, Order 557031, Revision 0 Page 82 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.1.1.0 S If Sub ort Anchor Rod a adty CROWN CASTLE BU## 816298 5570. Site Name ZERHYRHILLS Order# 5S7031 REV.O TIA-222 Revision H_ Grout Considered: See Custom Sheet la,(in) See Custom Sheet 0 0 Comp. Uplift 7m. !r(�, ) 606.81 487_01 Shear Force(kips) 10.1,40 88. 3 *TIA-222-H Section 15.5 Applied s Leg Mod Eccentricity(in) 0.000 Anchor Rod NA. Shift(inj 0,000' Total Eccentricity(in) 0.000 *Anchor Rod Eccentricity Applied Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (4)3-1/2"0 bolts(A36 N;Fy=36 ksi,Fu=58 ksi)on 21.2132"BC Put=121.75 ¢�Pn_t=362.36 Stress Rating I ,(in): 1.25 Vu=22.08 q Vn=209.26 32.0% Mu=n/a r4Mn=n/a Pass CClplate-Version 4.1.2 Analysis Date:6/30/2021 Drilled Pier Foundation ________ ' c CROWN BU#: 816298 Site Name:IZEPHYRHILLS CASTLE Order Number: 557031 REV.0 TIA-222 Revison: H Tower Type;ISeIf Support App;Shear A 222-H Z LJ I 17i i Soil Lateral Check Compression Uplift Input Effe Depths Com . U lift po(ftfrom TOC) 11.44 11.44 Moment (kip-ft 01 0 fil Safety actor 3.73 4.36 Check along Depth of Pier: fJ Axial Force(kips)1(kips)1 606.811 487.09 Max Moment(kip-ft) 882.50 753.88 J Utilize Shear-Friction Methodology. Shear Force (kips)1 103.41 88,33 Rating'j 34.0% 29.0% j Override Critical Depth: m y �: Soil Vertical ChCheck Fr{thong(kfPs} Compression Uplift Go to Soil Calculations 26.49 226.49 Concrete Strength,fc 3 ksi End Bearin ki s 265.07 - Rebar S#ren th,F 60 ksi weights€Concrete;(kips) 61.30 45.98 Tie Yield Strength,F t; 40 ksi *Total Capacity(kips) 771.38 626.47 *Added 279.82 kip of bearing capacity Axial(kipsll 668.11 487.01 from the pad modification. 3.0 ksf net #' ►:. s. . P'b & CctLoss Rating*;I 82.5% 74.0% bearing capacity was apply to the pad Depth 24 ft � Reinforced Concrete Flexure Compression Uplift p � 1010 y .1.25 nL 'e cad us Ext.Above Grade 1.�5 ft Critical' Depth(ftfromTOC)l 11.49 11.27 modification. Pier Section 1 a e ?s t Critical Moment(klp-ft)I 882.48 753.71 From 1.25'above grade 10 24'below grade Critical Moment Capaci%I 5369.03 4289.37 Pier Diameter 5+ft Rating' 15.7% 16 7% Rebar Quanti 32J Reinforced Concrete Shear Compression U lift Rebar Size ! 111 Critical Depth(ft from TOC) 18.66 18.66 ..,.._. .._.._....._._..-- Clear Cover to Ties ? 3 in Critical Shear(kip) 134.78 115.14 Tie Size ? 5 Critical Shear Capacity 446.97 1 191.15 Tie Spacing in Rating* 28.7% 57.4% Structural Foundation Rating* 57.4% Soil Interaction Rating*; 82.5% 'Rating per TIA-222-H Section 15.5 Groundwater De fh 5 #of La ers 9-* Calculated Calculated Ultimate Skin Uit,Gross Angle of Ultimate Skin Top Thickness ysori y�onwe Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SPT Slow Layer Bottom(ft} Friction Friction Uplift Soil Type (ft) (ftj (pct} (pcfj (ksfj Friction Camp Friction Uplift Override Capacity Count (degrees) Override(ksf) (ksf) (ksf) (ksf) (ksf) 1 0 3 3 100' 154 0` 0 4.400 0,000 0.00 0,00 Cohesionless 2 3 5 2 100 150 0 28 0.040 0.000 0.26 Or25i Cohesionless 3 5 5.5' 0.5 37.6 87.6 0 28 0.000 4.040 0,255 4.25 Cohesionless 4 5.5 : 8.5 3 52.6 87.6 2 0 1.100 1.100 9.'90 1AG Cohesive 5i 8.5 14 5.5 47.61 87.6 1.5 0 0.825 0.825 4.83 Cohesive 6! 14 21.5' 7.5152.6' 87.6 2' 0 1.100 1,100 1,10 1.t0 Cohesive 7 21.5 ( 22:8' 1.3 47.6' 87.6 1.75; 0 0.96 0.96 0.06 0._' Cohesive 8' 22.8 23.5 0.7 47.61 87.6 1.75 0 0.96 0.96 0196 3 Cohesive 9 23.5 24`. 0.5 47.6 87.6 1.75 0 4.96 0.96 0.96 0,951 18 Cohesive Version 5.0.2 cope Elevation 11th 0 (Base) note:Bending interaction not considered when Grout Considered="Yes" So1£Group Resist Axlat Rosrst Shear rs., Grouf Log PMod Oonsidoted Es entncttv5nl 1 .Yes Yes ~, Yes I I 100nsider Anchor Rod Ecce moo, Bolt Group location Area Overriele, Boit ID j(dog.J Diameter(in) ? tPjia1 Bolt Ciro (in) FtaFc_£�'D„ Imo.(in): Thread Type inns Pension Only, 1 `: 1 ': 90 3.5 A36 21.2132 0.5 1.25 N-Included No 2 1 180 3.5 A36. ':21.2132 0„5 125 N-Included No 3 1 :270 3,5 A36' ::21.2132 0,5 1.25 N-Included No 4 1 :'.360 3.5 A36 212132 0.5 1.25 N-Included No note:For -Support towers only one direction is checked(in+out of the tower)so please use the Plot Graphic button to confirm Anchor Rod placement. PI®tGraphGraphic CClplate-Version 4.1.2 Analysis Date:6/30/2021 •ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CIVIC ENGINEERS Address: Standard: ASCE/SEI 7-16 Elevation: 81.59 ft(NAVD 88) No Address at This Risk Category: II Latitude: 28227953 Location SoH Class: D- Default (see Longitude: -82.179333 Section 11.4.3) cI A 1 I ,n.ua a`t1.aA 2 h tai e \k� ��j�� � �, / S � z p e 2s ti 11 ail `''tai. 1 {eke a gx Ott � Wind Results Wind Speed: 138 Vmph 10-year MRI 79 Vmph 25-year MRI 92 Vmph 50-year MRI 104 Vmph 100-year MRl 114 Vmph Data Source: ASCE/SEl 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Sat May 01 2021 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard.Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability= 0.00143, MRI = 700 years). Site is in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Glazed openings need not be protected against wind-borne debris. htt s://Esce7hazardtoolmonline,` Page 1 of 3 Sat May 01 2021 ASCE 44ERIGAN SOC1ETf 06 CAVIL ENGINEERS Seismic Site Soil Class: D- Default(see Section 11.4.3) Results: Ss 0.058 SDI : 0.051 S1 : 0.032 T L : 8 F a 1.6 PGA : 0.027 Fv : 2.4 PGA M . 0.043 SMS : 0.092 FPGA : 1.6 SNj, : 0.077 le : 1 Sos : 0.061 Cv 0.7 Seismic Design Category A MCER Response Spectrum Design Response Spectrum 000 [ � 3 406 ,ice 007 ryry 44 04 . 0 05 004 40 .. 02 041 00 V t 2 2 4 n 6 7 8 9 01 2 3 4 4 5 7 4 9 Sa(g)vs T(S) Sa(g)vs T(s) 0055 MCER Vertical Response Spectrum Design Vertical Response Spectrum 1__ L7.4 35_ 0 050 0034 a V041 4 035 ... . ? S3C _ 4.024 .`..,, 4 025 a 020 1% 0.05 2.A Sa(g)VS T(S) 1,4 2.t v a(9)vs T(s) Data Accessed: Sat May 01 2021 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEl 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. I'7 pf/asce7hazardtool. nhne/ Page 2 of 3 Sat May 01 2021 SCE AMERICAN SOCIEli'OF CIVIL ENGINEERS Ice Results: Ice Thickness: 0.00 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Date Accessed: Sat May 01 2021 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate held(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. http,sa/gscc7hazardto?I.onlicet` Page 3 of 3 Sat May 01 2021