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HomeMy WebLinkAbout25-0567AT&T PROJECT SUMMARY TOWER OWNER: ADDRESS: CONTACT: PHONE- SITE ADDRESS: CUSTOM ER/APPLICA NT: NAD83 LATITUDE: LONGITUDE- JURISDICTION: COUNTY: GROUND ELEVATION: OCCUPANCY T>'PE: A.D.A. COMPLIANCE: CONSTRUCTION FCPE: GROUP: AMERICAN TOWER CORPORATION 10 PRESIDENTIAL WAY WOBURN.MA 01801TBD f?81} 926-4500 13690 SCHMIDT ROAD, DRUMMOND. Wl 54832 AT&TWIRELESS 95 W, ALGONQUIN ROAD ARLINGTON HEIGHTS. IL 60005 46°18'11.8a'N(46.30327B°) 91" 17-10.30"W(-91.286194°) BAYFIELD COUNTY BAYFIELD 1446'iAMSL UNMANNED FACILITY IS UNMANNED AND NOT FOR HUMAN HABITATION IIB u CODE COMPLIANCE ALL WORK SHALL BE PERFORMED AND MATERIALS INSTALLED IN ACCORDANCE WITH THE CURRENT EDITIONS OF THE FOLLOWING CODES AS ADOPTED BY THE LOCAL GOVERNING AUTHORITIES. NOTHING IN THESE PLANS IS TO BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO THESE CODES: JVPE CODE WISCONSIN COMMERCIAL BUILDING CODE BUILDING/DWELUNG IBC 2015 STRUCTURAL IBC 2015 MECHANICAL IBC 2015 ELECTRICAL NEC 2017 CONTACT INFO. AMENTUM DIGITAL INFRASTRUCTURE, INC. 2929 ARCH STREET, STE 1500 PHILADELPHIA, PA 19104 MICHAEL STREET (315)2404776 AT&T CONSTRUCTION MANAGER: 95WALGONQUIN, ARLINGTON HEIGHTS. IL SITE NAME:ALLEN WOODS SITE ID: WIL03203 FA NUMBER: 10153737 USID: 129321 IWM JOB NUMBER: WSCHI0050453 13690 SCHMIDT ROAD, DRUMMOND,WI 54832 BAYFIELD COUNTY EXISTING 400' GUYED ERICSSON NETWORK MODERNIZATION SCAN FOR DRIVING DIRECTIONS AREA MAP WIL03203 ALLEN WOODS LOCATION MAP PROJECT DESCRIPTION INSTALL INSTALL (3) NEWAIR6472 B77G B77M ANTENNAS INSTALL (6) NEW 10' ANTENNA MAST PIPE INSTALL (6) NEW RRH BACK TO BACK BRACKETS INSTALL (6) NEWIOfRRHS MAST INSTALL (3) NEW 4494 B14/B29 RRHS INSTALL (3) NEW 4490 B5/B12 RRHS INSTALL (3) NEW 4890 B25/B66 RRHS INSTALL (1) NEWVERT1V 7100 58V CONVERSION KIT IN THE POWER PLANT INSTALL (4) NEWRECTIFIERS IN THE POWER PLANT INSTALL (8) NEW-58V CONVERTERS IN THE POWER PLANT INSTALL (3) NEW200AMP BATTERY BREAKERS IN THE POWER PLANT INSTALL ALL PROPOSED ERICSSON B8US REMOVE REMOVE (3) EXISTING DBXNH-65G58-R2M ANTENNAS REMOVE THE EXISTING NOKIA RADIOS REMOVE (2) EXISTING 24V CONVERTERS REMOVE EXISTING ALU/NOKfABBU EQUIPMENT IS COMPLETED REMOVE (3) 150A (BATTERY BREAKER FOR VERTIV PP) RELOCATIONS RELOCATE (3) EXISTING NNH4-65C.R6 ANTENNAS CMLWORK TO BE COMPLETED FIRST PER AT&T. NOKIA GROUND EQUIPMENT STAYS UNTILALL ERtCSSON UPTOP IS DONE & INTEGRATION IS SUCCESSFUL. CONTRACTOR TO VERIFY TEMPORARY SOLUTION WITH CONSTRUCTION MANAGER PRIOR TO BEGINNING OF PROJECT. THE PROPOSED PROJECT FOR THIS SITE INCLUDES: DRAWING INDEX SHEET DESClUP-riON GENERAL NOTES EQUIPMENT LAYOUT TOWER ELEVATION PLAN ANTENNA AZIMUTH PLANS EQUIPMENT DETAILS SITE DATA INPUT ANTENNA INFORMATION CHART & PLUMBING DIAGRAM PLUMBING DIAGRAM A/E DOCUMENT REVIEW STATUS AT&T CONSTRUCTION MGR: AMENTUM PM: RF ENGINEER: ZONING APPROVAL SITE ACQUISITION: PROPERPC OWNER: STATUS COD&T ;D: WITH OR NO COMMENTS, CONSTRUCTION MAY PROCEED NOT ACCEPTED: RESOLVE COMMENTS AND RESUBMIT ACCEPTANCE DOES NOT CONSTITUTE APPROVAL OF DESIGN, CALCULATIONS, ANALYSIS, TEST METHODS OF MATERIALS DEVELOPEDOR SELECTED BY THESUBCONTRACTOR AND DOES NOT RELIEVE SUBCONTRACTOR FROM FULL COMPLIANCE WITH CONTRACTUAL OBLIGATIONS. CALL DIGGERS HOTLINE CALL (800)242-8511 CALL 3 WORKING DAYS BEFORE YOU DIG! amentum 2929ARCH STREET, STE 1500 PHILADELPHIA. PA 19104 AT&T III.<N ene? r<c^ m(N LT) os Z |sK< S ^a-3U; 3 ^ sS Ig u u 7.ia CHECKED BYi ISSUED FOR: 07/22/25 |VUW|FOR CONSTRUCTION ^A^^ SHKKT NUMBER: T-l 0 9ayfie!ci Co Zomna Den' 'ROJECT COMPLIANCE NOTES: THE PROPOSED FACILITY WILL BE UNMANNEDAND DOES NOT REQUIRE POTABLE WATER OR SEWER SERVICE AND IS NOT FOR HUMAN HABITAT. (NO HANDICAP ACCESS IS REQUIRED). OCCUPANCY IS LIMITED TO PERIODIC MAINTENANCE AND INSPECTION, APPROXIMATELY 2 TIMES PER MONTH, BY AT&TTECHNICfANS, .. NO NOISE. SMOKE, DUST OR ODOR WILL RESULT FROM THIS PROPOSAL, UNLESS DURING EMERGENCY. OUTDOOR STORAGE AND SOLID WASTE CONTAINERS ARE NOT PROPOSED. ALL MATERIAL SHALL BE FURNISHED AND WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST AT&T SYSTEM GROUNDING STANDARDS. 'TECHNICAL SPECIFICATION FOR CONSTRUCTION OF LTE SITES AND WILL FOLLOW AT&T GROUNDING AND BONDING REQUIREMENTS FOR NETWORK FACILITIES AT&T DOC ID ATT-TP-76416 AND AT&T POLICY LETTER ATT-CEM-13002. >. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRING ANY DAMAGE CAUSED DURING CONSTRUCTION OPERATION. '. THE CONTRACTOR SHALL REMOVE ALL TRASH AND DEBRIS FROM THE SITE ON A DAILY BASIS. >. INFORMATION SHOWN ON THESE DRAWINGS WAS OBTAINED FROM DRAWINGS PROVIDED BY THE APPLICANT REPRESENTATIVE. THE CONTRACTOR SHALL NOTIFY TURF VENDOR OF ANY DISCREPANCIES PRIOR TO ORDERING MATERIAL OR PROCEEDING WITH CONSTRUCTION. >. NO ADDITIONAL PARKING IS PROPOSED. EXISTING ACCESS AND PARKING WILL BE USED. 0. NOADDITIONALLANDSCAPING IS PROPOSED ATTH1S SITE. 1. ALL COAXIAL CABLE/FIBER AND DC CABLE INSTALLATION IS TO FOLLOWMANUFACTURER'S INSTRUCTION. GREENFIELD GROUNDING NOTES: ALL GROUND ELECTRODE SYSTEMS (INCLUDING TELECOMMUNICATION, RAUO, LIGKTNING PROTECTION AND AC POWER GES'S) SHALL BE BONDED TOGETHER AT OR BELOW GRADE, B*C TWO OR MORE COPPER BONDING CONDUCTORS IN ACCOROANCE WITH THE NEC AND AT&T GROUNDING AND BONDING REQUIREMENTS FOR NETWORK FACIUTIES ATT-TP-76416 AND AT&T POUCY LETTER ATT-CEM-13002. THE SUBCONTRACTOR SHALL PERFORM IEEE FALL.OF-POTENTIAL RESISTANCE TO EARTH TESTING (PER IEEE 1100 AND 61) FOR GROUND ELECTRODE SYSTEMS, THE SUBCOMTRACTOR SHALL FURNISH AND INSTALL SUPPLEMENTAL GROUND ELECTRODES AS NEEDED TO ACHIEVE A TEST RESULT OF 5 OHMS OR LESS. FHE SUBCONTRACTOR IS RESPONSIBLE FOR PROPERLY SEQUENCING GROUNDING AND UNDERGROUND CONDUIT INSTALLATION AS TO PREVENT ANY LOSS OF CONTJNUin' IN THE GROUNDING SYSTEM OR DAMAGE TO FHE CONDUIT AND PROVIDE TESTING RESULTS. METAL CONDUITAND TRAY SHALL BE GROUNDED AND MADE ELECTRICALLY CONTINUOUS WITH LISTED BONDING FirnNGS OR BY BONDING ACROSS THE DISCONTINUIPi' WITH MINIMUM ff2 AWG COPPER WIRE UL APPROVED GROUNDING VfPE COhDUIT CLAMPS. METAL RACEWAY SHALL NOT BE USED AS THE NEC REQUIRED EQUIPMENT GROUND CONDUCTOR. TIN STRANDED COPPER CONDUCTORS WITH GREEK INSULATION, SIZED IN ACCORDANCE WITH TME NEC. SHALL BE =URNISHED AND INSTALLED WITH THE POWER CIRCUITS TO BTS EQUIPMEI\TT. EACH CABINET AND FRAME SHALL BE DIRECTLY CONNECTED TO THE MASTER GROUND BAR WITH GREEN INSULATED SUPPLEMENTAL EQUIPMENT GROUND WIRES, #2 TIN STRANDED COPPER FOR 1NDOOR/ROOFTOP APPLICATIONS: i»2 AWG SOLID TINNED COPPER FOR OUTDOOR GROUND CABINETS. ALL EXTERIOR GROUND CONDUCTORS BETWEEN EQUIPMENTOROUND BARS AND THE GROUND RING SHALL BE (2) CONDUCTORS OF J»2 AWG SOLID TINNED COPPER UNLESS OTHERWISE INDICATED. EXOTHERMIC WELDS SHALL BE USED FOR ALL GROUNDING CONNECTIONS BELOW GRADE. ALL GROUND CONNECTIONS ABOVE GRADE (INTERIOR AND EXTERIOR) SHALL BE FORMED USING HIGH PRESS CRIMPS: A MINIMUM OF (2) CRIMPS AND WINDOWLESS LUGS FOR OUTDOOR APPLICATIONS AND WINDOWED LUGS FOR INDOOR APPLICATIONS. ALL EXTERIOR GROUND CONNECTIONS SHALL BE COATEDWITH A CORROSION RESISTANT MATERIAL. MISCELLANEOUS ELECTRICAL AND NON.ELECTRICAL METAL BOXES, FRAMES AND SUPR3RTS SHALL BE BONDED TO THE GROUND RING, IN ACCORDANCE WITH THE NEC AND AT&T GROUNDING AND BONDING REQUIREMENTS FOR NETWORK FACILITIES ATP-TP- 76416 AND AT&T POLICY LETTER ATT-CEM-13002. GROUI\D CONDUCTORS USED IN THE FACILITY GROUND AND UGHTNING PROTECTION SYSTEMS SHALL NOT BE ROUTED THROUGH METALUC OBJECTS THAT FORM A RING AROUND THE CONDUCTOR, SUCH AS METALLICCONDUITS, METAL SUPPORT CUPS OR SLEEVES -THROUGH WALLS OR FLOORS, WHEN IT IS REQURED TO BE HOUSED IN CONDUIT TO MEET CODE REQUIREMENTS OR LOCAL CONDITIONS, NON-METALUC MATERIAL SUCH AS PVC PLASTIC CONDUIT SHALL BE USED. WHERE USE OF METAL CONDUIT IS UNAVOIDABLE (E.G.. NONMETALLIC CONDUIT PROHIBITED BY LOCAL CODE) THE GROUND CONDUCTOR SHALL BE BONDED TO EACH END OF FHE METAL CONDUIT. ELECTRICAL INSTALLATION NOTES; . BE PERFORMED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS, NEC AND ALL SO THAT ACCESS TO EQUIPMENT IS NOT WIRING, RACEWAY & SUPPORT METHODS AND MATERIALS SHALL COMPLY WITH THE REQUIREMENTS OF THE NEC. . CIRCUITS SHALL BE SEGREGATED AND MAim-AIN MINIMUM CABLE SEPARATION AS REQUIRED BY THE NEC. CABLES SHALL NOT BE ROUTED THROUGH LADDER-SPCLE CABLE TRAY RUNGS. EACH END OF EVERY POWER, POWER PHASE CONDUCTOR (I.E., HOTS), GROUNDING AND T1 CONDUCTOR AND CABLE SHALL BE LABELED WITH PROPER LABELING ID, 145 P/PE FIBER TAG, WITH UV RATED P-TOUCH LABEL , MINIMUM WIDTH OF 1/2". THE IDEMTIFICATION METHOD SHALL CONFORM WITH NEC AND OSHA. AU. ELECTRICAL COMPONEMTS SHALL BE CLEARLY LABELED WITH PLASTIC TAPE PER COLOR SCHEDULE. ALL EQUIPMENT SHALL BE LABELED WITH THEIR VOLTAGE RATING, PHASE CONFIGURATION, WIRE CONFIGURATION, POWER OR AMPACITl' RATING AND BRANCH CIRCUIT ID NUMBERS (I.E. PANEL BOARD AND CIRCUIT 105). THERE SHALL BE NO USE OF NYLON TIE CABLE FOR INDOOR USE. POWER, CONTROL AND EQUIPMENT GROUND WIRING IN TUBING OR CONDUIT SHALL BE SINGLE CONDUCTOR (#H AWG OR LARGER), 600 V, OIL RESISTANT THHN OR THWN.2, CLASS B STRANDED COPPER CABLE RATED FOR 90- C (WET & DRY) OPERATION USTED OR LABELED FOR THE LOCATION AND RACEWAY SYSTEM USED UNLESS OTHERWISE SPECIFIED. SUPPLEMENTAL EQUIPMENT GROUND WIRING LOCATED INDOORS SHALL BE SINGLE CONDUCTOR (#2 TIN STRANDED OR LARGER), 600V, OIL RESISTANT 7HHN OR THWN-2 GREEN INSULATION CLASS B STRANDED COPPER CABLE RATED FOR SO* C (WET AND DRY) OPERATION LISTED OR LABELED FOR THE LOCATION AND RACEWAY SYSTEM USED UNLESS OTHERWISE SPECIFIED. POWER AND CONTROL WIRING, NOT IN TUBING OR CONDUIT, SHALL BE MULTI.CONDUCTOR, TYPE TC CABLE (#14 AWG OR LARGER), 600 V, OIL RESISTANT THHN OR THWN-2, CLASS B STRANDED COPPER CABLE RATED FOR 90* C (WET AND DRY) OPERATION WITH OUTER JACKET LISTED OR LABELED FOR THE LOCATION USED UNLESS OTHERWISE SPECIFIED. ALL POWER AND GROUNDING CONNECTIONS SHALL BE CRIMP-STCLE. COMPRESSION WIRE LUGS AND WIRE NUTS BY THOMAS AND BETTS (OR EQUAL). LUGS AND WIRE NUTS SHALL BE RATED FOR OPERATION AT NO LESS THAN 75- C (90- C IF AVAILABLE), GALVANIZED STEEL INTERMEDIATE METALLIC CONDUIT (IMC) SHALL BE USED FOR OUTDOOR LOCATIONS ABOVE GRADE. R!GID NONMETALLIC CONDUIT (I.E. RIGID PVC SCHEDULE 40 OR RIGID PVC SCHEDULE 80) SHALL BE USED UNDERGROUND: DIRECT BURIED. IN AREAS OF OCCASIONAL LIGHT VEHICLE TRAFFIC OR ENCASED IN REINFORCED CONCRETE IN AREAS OF HEAVY VEHICLE TRAFFIC. METAL RECEPTACLE, SWITCH AND DEVICE BOXES SHALL BE GALVANIZED, EPOXY-COATED OR NON-CORROOING; SHALL MEET OR EXCEED UL 514A AND NEMA OS 1; AND RATED NEMA 1 (OR BETTER) INDOORS OR WEATHER PROTECTED (WP OR BETTER) OUTDOORS. NONMETALLIC RECEPTACLE, SWITCH AND DEVICE BOXES SHALL MEET OR EXCEED NEMA OS 2, AND RATED NEMA 1 (OR BETTE INDOORS OR WEATHER PROTECTED (WP OR BEFTER) OUTDOORS. INSTALL PLASTIC LABEL ON THE METER CENTER TO SHOW "AT&T WIRELESS". 'ROJECT GENERAL NOTES: FOR THE PURPOSE OF CONSTFiUCTION DRAWING. THE FOLLOWING DEFINITIONS SHALL APPLY: TURF VENDOR- AMEMTUM DIGITAL INFRASTRUCTURE. INC. COMTRACTOR- GENERAL CONTRACTOR (CONSTRUCTION) OWNER. AT&T OEM- OR!GINAL EQUIPMEMT MANUFACTURER PRIOR TO THE SUBMISSION OF BIDS, THE BIDDING SUBCONTRACTOR SHALL VISIT THE CELL SITE TO FAMILIARIZE WITH THE EXISTING CONDITIONS AND TO CONFIRM THAT THE WORK CAN BE ACCOMPLISHED AS SHOWN ON THE CONSTRUCTION DRAWINGS. ANY DISCREPANCY FOUND SHALL BE BROUGHT TO THE ATTENTION OF CONTRACTOR. ALL MATERIALS FURNISHED AND INSTALLED ShtALL BE IN STRICT ACCORDANCE WITH ALL APPLICABLE CODES, REGULATIONS AND ORDINANCES. SUBCONTRACTOR SHALL ISSUE ALL APPROPRIATE NOTICES AND COMPLY WITH ALL LAWS, ORDINANCES, RULES, REGULATIONS AND LAWFUL ORDERS OF ANY PUBLIC AUTHORIT/ REGARDING THE PERFORMANCE OF THE WORK. ALL WORK CARRIED OUT SHALL COMPLY WITH ALL APPLICABLE MUNICIPAL AND UTILITY COMPANY SPECIFICATIONS AND LOCAL JURISDICTIONAL CODES, ORDINANCES AND APPLICABLE REGULATIONS. DRAWINGS PROVIDED HERE ARE NOT TO SCALE AND ARE INTENDED TO SHOW OUTLINE ONLY. UNLESS NOTED OTHERWISE. THE WORK SHALL INCLUDE FURNISHING MATERIALS. EQUIPMENT. APPURTENANCES AND LABOR NECESSARY TO COMPLETE ALL INSTALLATIONS AS INDICATED ON THE DRAWINGS. "KITTING US? SUPPLIED WITH THE BID PACKAGE IDENTIFIES ITEMS THAT WILL BE SUPPLIED BY TURF VENDOR. ITEMS NOT INCLUDED IN THE BILL OF MATERIALS AND KITTING LIST SHALL BE SUPPLIED BY THE CONTRACTOR. IF THE SPECIFIED EQUIPMENT CAN NOT BE INSTALLED AS SHOWN ON THESE DRAWINGS. THE CONTRACTOR SHALL PROPOSE AN ALTERNATIVE INSTALLATION FOR APPROVAL BY THE TURF VENDOR, THE CONTRACTOR SHALL PROTECT EXISTING IMPROVEMEMTS, PAVEMENTS. CURBS, LANDSCAPING AND STRUCTURES. ANY DAMAGED PART SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE TO THE SATISFACTION OF OWNER. CONTRACTOR SHALL LEGALLY AND PROPERLY DISPOSE OF ALL SCRAP MATERIALS SUCH AS COAXIAL CABLES AND OTHER ITEMS REMOVED FROM WE EXISTING FACILIPC. ANTENNAS REMOVED SHALL BE RETURNED TO THE OWNER'S DESIGNATED LOCATION. CONTRACTOR SHALL LEAVE PREMISES IN CLEAN CONDITION, 13. CONSTRUCTION SHALL COMPLYWITH AT&T AND MANUFACTURER SPECIFICATIONS. ;SET TAG MUST BE LOGGED DO NOT SCALE DRAWINGS ALL DRAWINGS CONTAINED HEREIN ARE FORMATTED FOR 11x17. CONTRACTOR SHALL VERIFY ALL PLANS AND EXISTING DIMENSIONS AND CONDITIONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY THE ENGINEER IN WRITING OF ANY DISCREPANCIES BEFORE PROCEEDING WITH THE WORK OR 8E RESPONSIBLE FOR SAME. ABBREVIATIONS AND SYMBOLS; AGL BTS(E) RF T.B.D. T.B.R.TYPREQEGR AWGMGB ABOVE GRADE LEVEL BASE TRANSCEIVER STATION EXISTINGMINIMUMNOT TO SCALE REFERENCE RADIO FREQUENCY TO BE DETERMINED TO BE RESOLVED TYPICAL REQUIRED EQUIPMENT GROUND RING AMERICAN WIRE GAUGE MASTER GROUND BAR EQUIPMENT GROUND BARE COPPER WIRESMART INTEGRATED ACCESS DEVICE 1=P GENERATOR INTERIOR GROUND RING (HALO) RADIO BASE STATION SOLID GROUND BUS BAR SOLID NEUTRAL BUS BAR SUPPLEMENTAL GROUND CONDUCTOR amentum AT&T CHRCKRDBY: 0 I 07/22/25 |VWV|FOR CONSTRUCTION vavflek"^»V!^ Qs s II I|£ U I C-l I o ^ ^^sin •J^2220?5 NOTE:THIS SITE DESIGN HAS BEEN PREPARED WITHOUT THE BENEFIT OF AN AS-BUILT SURVEY. THE INFORMATION SHOWN IS NOT BASED ON AN ACTUAL FIELD SURVEY. THE CONTRACTOR SHALL VERIFY EXISTING CONDITIONS. ALL MEASUREMENTS SHOWN HEREON WERE NOT FIELD VERIFIED, AND SHALL BE VERIFIED BY CONSTRUCTION MANAGER PRIOR TO BEGINNING CONSTRUCTION. THIS PLAN WAS CREATED BASED ON INFORMATION GATHERED FROM PREVIOUS DRAWINGS. AERIAL IMAGING, AND OTHER ONLINEINFORMATION. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS SHOWN HEREON. CONTFACTOR TO VERIFY ALL PROPOSED AND EXISTING ANTENNAS, MOUNTS AND CABLES WERE CONSIDERED AND PASSED A STRUCTURAL ANALYSIS PERFORMED BY A LICENSED ENGINEER PRIOR TO INSTALLATION. FINAL CABLE CONFIGURATION: (2)#4AWGDCTRUNKS(2) #6 AWG DC TRUNKS (2) #8 AWG DC TRUNKS (1)18 PAIR FIBER TRUNK (1) FIBER TRUNK (1)3/8"RET @ 530-± EXISTING DOUBLE SWING ACCESS GATES amentum AT&T CHECKED BY: 0 I 07/22/25 IWWlFOR CONSTRUCTION tnnu«n(/,,^•^:^,/' KARLR. \'^. ^222025 S -^CoZon,ngOeo,. FINAL CABLE CONFIGURATION: (2) S4AWG DC TRUNKS (2) #6 AWG DC TRUNKS(2) #8 AWG DC TRUNKS (1) 18 PAIR FIBER TRUNK(DFIBER TRUNK (1)3/8"RET ; 530'± ALL EXISTING CABLES TO REMAIN EXISTING VERTIV 7100 POWER PLANT INST; (4) NEW RECTIMERS. (8) NEW .58V CONVERTERS (1) VERTIV 7100 68V CONVERSION KIT, (3) 200AMP BATTERY BREAKER! REMOVE (2) EXISTING 24V CONVERTERS (3) 150A (BATTERY BREAKER FOR VERTIV EXISTING AT&T FIF RACK INSTALL ALL NEW BBU EQUIPMENT , REMOVE EXISTING NOKIA BBU EQUIPMENT AFTER CUTOVER IS COMPLETED . (1) NEW VERTIV 7100 58V CONVERSION KIT IN THE POWER PLANT . (4) NEW RECTIFIERS IN TME POWER PLANT . (8) NEW-58V CONVERTERS IN THE POWER PLANT . (3) NEW200AMP BATTERY BREAKERS IN THE POWER PLANT INSTALL ALL PROPOSED ERICSSON BBUS ;EMOVE REMOVE (2) EXISTING 24V CONVERTERS REMOVE EXISTING ALU/NOKIA BBU EQUIPMENT AFTER CUTOVER IS COMPLETED REMOVE (3) 150A (BATTERY BREAKER FOR VERTIV PP) EXISTINGGENERATOR ACCESS DOOR NA EQUIPMENT LAYOUT 11"x17" SCALE: 1/4" =1'-0" 22"x34" SCALE: 1/2'=1'-0" amentum AT&T CHECKKUBY: Q7i22f25 IWWlFOR CONSTRUCTION $^/' KARLR. \^.=*'.' KRAT1NA 'I'fr? SHEET NUMBRR:C-3 |o IP 'ra F' n n.i?0} IS; I I J ill JUL 222025 Bavfielci Cu Zonina Dec':'. 0)~< 1-—r" rs-a r-o r-oenr^o 0-! ^z] sm =^ 2di^ii m l~sl n Sale!iill 111111111z°£-"6?ssllfuiiliilissilliISg^isiiililllsil! lilllll!!SSS|S5J^JaisJINs §gi IllZZ3 Bs| ^1111SSSSSg! ^j^3:x^S|^?S&s£^^^><^;^s^^^<fe^plE;^i^ MQ^Y III n|I S-M !°111III!jfiiIII!1111li inn'';^' USID:129321 FA:10153737 ALLEN WOODS 13690 SCHMIDT ROAD, DRUMMOND, WI 54832 EXISTING GUYED €»§ ^S B) ALL EXISTING RRHs & ASSOCIATED MOUNTING HARDWARE TO BE REMOVED OYP.ALL SECTORS) (1) EXISTING DBXNH-6565B-R2M ANTENNA TO BE REMOVED (Pr'P. PER SECTOR) (1) EXISTING NNH4-65C-R6 ANTENNA TO BE RELOCATED TO POS 3 (TYP. PER SECTOR) (1) EXISTING NNH4-65C-R6 ANTENNA TO REMAIN (TYP. PER SECTOR) (1) EXISTING DC-6 SURGE ARRESTOR TO REMAIN (TYP OF 3) MOUNTING HARDWARE TO BE REMOVED. EXISTING ANTENNA AZIMUTH PLAN 11"x17"SCALE:3/16"=1'-(y 22-x34" SCALE: 3/8" =1'-0" NOTE: INSTALL PROPOSED EQUIPMENT MOUNTED PER MOUNT STRUCTURAL ANALYSIS REPORT BY AMENTUM DIGITAL INFRASTRUCTURE. INC. DATED 05/21/25. REFER TO REPORT FOR ADDITIONAL REQUIREMENTS. NOTE: FOR THE INSTALLATION OF THE RRHS, INSTALL NEW 2.0 STD (2.375" OD) X 120" LONG RRH PIPES WITH 1/2"0 U.BOLTS FOR CONNECTIONS FOR INSTALLATION. MOUNTED ON NEW COMMSCOPE RR-FA2 RRH MOUNTING BRACKET OR APPROVEDl EQUIVALENT. DO NOT EXCEED MOUNTING MORE THAN 2 RRH's /1 SURGE PER PIPE. NOTE: FOR THE INSTALLATION OF THE ANTENNA, INSTALL NEW 2.5 STD (2.875- OD> x 120" LONG RRH PIPES W/ CROSSOVER BRACKETS (SITE PRO| PARTff SCX23.K, OR APPROVED EQUIVALENT). NOTES: ALL STRUCTURAL WORK IS TO BE COMPLETED PRIOR TO RF WORK STARTING. CONTRACTOR TO ENSURE THAT THERE !S NO ANTENNA SKEW. ROTATE EXISTING SECTOR MOUNTS TO ACHIEVE FINAL AZIMUTH (1) EXISTING NNH4-65C-R6 ANTENNA RELOCATED FROM PCS 2 (TYP. PER SECTOR) INSTALL (1) NEW 4494 B14/B29 RRH & (1)NEW4890B25/B66RRH (TfP PER SECTOR) INSTALL (1) NEW AIR6472 B77G B77M (TYP PER SECTOR) INSTALL (1) NEW 44SO B5/B12A RRH (TYP PER SECTOR) (1) EXISTING NNH4-65C-R6 ANTENNA (TfP. PER SECTOR) (1} EXISTING DC.6 SURGE ARRESTOR(TfP OF 3) \.>^^^ J ^UfE-IJ ^ ^'L 2 2 20Z^ ^vfiewC;^ 7oninQDffre PROPOSED ANTENNA AZIMUTH PLAN |nwscALE:3/i6-=r-(r| 22"x34" SCALE: 3/8" = 1'-0" amentum AT&T c^ <^><N LO ena §3 S ^ e° S°s Ul I M <; tU 'n6 3 h 3 S^, y,SB CHECKED BY: 0 I 07/22/25 |VUW|FOR CONSTRUCTIOrs ^VUii"'"///^p^^/" KARLR. "\^ KRATJNA \*i SHEET NUMBER: IREVISION C-4.11 o PROPOSED C/L OF MOUNT ANTENNA IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDED PROCEDURE DETAIL FOR MOUNTING PURPOSES ONLY. NOT ALL PLATFORM MEMBERS SHOWN PROPOSED PIPE MOUNT PROPOSED ANTENNA (AIR 6472 B77G B77M) ANTENNA BRACKET. INSTALL PER MFG. SPECS.(AS NEEDED) PROPOSED JUMPER CONNECTION, (TYP) MAINTAIN MIN. BEND RADIUS, PER MANUFACTURER'S SPECIFICATIONS AIR ANTENNA MOUNTING DETAIL | SCALE:NTS | 1 EXISTING V-FRAME ARI SURGE PROTECTOR & RRHS LAYOUT |SCALE: NTS I 5 I NOT USED RRH DUAL MOUNT BRACKET ITEM I PART NO. MTC378912 MTC378909 MTC378903 GWF-04 GB-04145 GWL.04 GN-04 MT-379 RRFA-0001-00 RRFA-0002.00 GWF-03 GWL-03 GN-03 MTC819S DESCRIPTION WELDED FRONT BRACKET RRU HANGER REAR BRACKET 1/2-GALVFUTWASHER 1/2"X1-1/2'GALVBOLTKIT 1/2" GALV LOCKWASHER 1/2"GALVHEXNUT J/ZX12". GALV THREADED ROD BRACKET. RRU MOUNT SMALL STABILIZES BRACKET, RRU MOUNT LARGE STAB!LIZER 3/8" G&LV_FLAT WASHER 3/8" GALVLOCKWASHER 3/8"_GALVHEXNUT 3/8X1-1/4" Carriage Bolt QTf. 2 4 2 8 8 12 12 _4_2 2 8 88 B ^A COMMSCOPE RR-FA2 PARTS LIST ITEM I 1 2 3 4 5 QTC 1 4 8 8 8 PART NO. SCX2 X-UB1300 G12FW G12LW G12NUT PART DESCRIPTION CROSSOVER PLATE 1/2-X3" X5"X2"U-BOLT(HDG.) 1/2" HDG USS FLATWASHER 1/2" HDG LOCKWASHER 1/2" HDG HEAVY 2H HEX NUT LENGTH 7 in UNIT WT, 4.80 0.73 0.03 0.01 0.07 TOTAL WT. H NET WT. 480 2.93 0,27 0.11 0.57 8.40 2-7/8" O.D. ANTENNA PIPE (ORDERED SEPARATELY) 2-7/G-O.D. ANTENNA PIPE(ORDERED SEPARATELY) SITEPR01 SCX23-K I SCALE: NTS| 3 SCALE: NTS I 6 I NOT USED I SCALE: NTS| 2 NOT USED I SCALE:NTS I SCALE: NTS| 7 amentum 2929ARCH STREET, STE 1500 PHILADELPHIA, PA 19104 AT&T §p^s Qs U1 <3& C/3Q00^2s @1Q 0^ i—i ^..§0;sz!1y-i 0 :?I! CHUCKUU BY: ISSUED FOR: 07/22/25 IVWVIFORCONSTRUCTIOr \>"1""""///^^5^/' KARLR. "•:,^,KRAUNA V*; SHEET NUMBER: C-5 0 iJU JIJL222025 /i ^vfieM Co 7nninq Qepf. |_.¥TE» i; ENTER ouwnneaofeoun-uufT i oc OWRATINCVOLTME: CONFIOUFUTIUW CAN BE REVIEWED OH DC I^ANr WORKSHEET] '<—..>•.»—.™ I S»ECTT WOWIOUtL CaoHir UWTICNTU^ SPECIFY IHOMOUM. CMHhlf UNIWWTUl: ARE WERE WTC I [W.SfECtFIEDSrrEHVW::! t-TONi E3TIUATED TOTAL m IS MREO THROUCTI 9VWT COWTROLLEH OC I.OAOS FOH SHELTCH EWVIROMENTAL aYSTENS <WE AUTONATIC1.T WCEO DCfLUTtOJU) N ory iMOUinENEHT:RENEW M •THE rREQU)R£0;| 13 "SuSu.'S^SS™" "f IHOUM I {aiTEGENSED | . win hgacy DC plmn (ivpk^hi uiuippeij ul'n tuHwy. AHVOUBtTIOWtPLEAUCONTtCTWCKWOGEHO HUt««>*rT.C&»1 -UVDC EQUn-MENT LOAD; NOBECONOMYWI. DC WJWT^.rtH STO JiWOC iMOUI -«W?CMI cow. npfe UNWEMAL •um -MUCOWEItTEM wv S rt*2<V| j-m. aws. oc comfEKHR tYtTEM NOT REauinro I WWPS TIM Ptant 1DDUXXWCONV nta>m*i):L> RWHT * B'CCT «LOT»SKELf >(N*lH • UVtLOT«:| t .Htxmal • t-*W| (Of+aTCOENCftATOft) :iTIN*TEO CAMCTT REI LWtl TOTT* | plITl SITE DATA INPUT TXHFA«»(NCM,«r •CM) I au-uu.imEow—T I? ^i!|^if!) " " " ly ^ ^Ui 2 2 20Z5 '"^yfr'e'c'Co ?oninq Oeo?. amentum 2929 ARCH STREET. STE 1500 PHILADELPHIA, PA 19104 AT&T w0 §'1 a S K 0 Q •" M^p (=) g» ^i I II Ii§ m i1^ § II I^ ^ 11 ^ PROJECT NO: EP5TRFIL CHECKED BY: 0 I 07/22/25 IVWVIFOR CONSTRUCTIOI ^/" KARLR. \J KRA1 I^AVBLATIC NNH4-65C-R6 <96"x19.er'x7.8") (99.2 LBS) AIR 6472 B77GB77M (36.4"x16.2"x7.5") (77.2 LBS) NNH4-65C-R6 (96-X19.6-X7.8") (99.2 LBS) NNH4-65C-R6 (96"x19.6"x7.8") (99.2 LBS) AIR 6472 B77G B77M (36.4"x16.2"x7.5") (77.2 LBS) NNH4-65C-R6 (96"x19.6"x7.8") (99.2 LBS) NNH4<5C-R6 (96"x19.6"x7.8"> (99.2 LBS) AIR M72 B77G B77M (36.4"x16.2"x7.6") (77.2 LBS) NNH4-65C-R6 (96<lx1S.6"x7.8") (99.2 LBS) ANTENNACENTERLINE •ROM GROUND TMAS,RRH's,DIPS (1)4490B5/B12A (DU94B14/B2S (1)4S90B25/B66 (1) 4490 B5/B12A (1)U94BWB29 (1)4B90B25/B66 (1) 4490 B6/B12A (1)4494 B14/B29 (1)4890 B25/BG6 (1) RAYCAP DC8-48-60.18-8F (I)RAYCAP DC6-48-60-0-8C (1) RAYCAP DC6-48-60-18-8C (2) CONTROL CABLE/POWER DIAMETER: 0.88" (22.4 MM) CABLE (ff8 AWG DC TRUNKS) (2) CONTROL CABLE/POWER DIAMETER: 0.96" (24.3 MM) CABLE - (#S AWG DC TRUNKS) (2) CONTROL CABLE/POVUER DIAMETER; 1.13" (28.7 MM) CABLE - (#4 AWG DC TRUNKS) (1)FIBER/HYBRID DIAMETER: 0.40- (10 MM) FIBER - (18 PAIR FIBER TRUNKS) 01FIBER/HYBRID DIAMETER: 0.40" (10.3 MM) FIBER -(FIBER TRUNK) (1) 3/8" RET @ S30'± NOTES: VERIFY ANTENNA DIMENSIONS WITH MANUFACTURER. VERIFY FINAL ANTENNA MODEL WITH CURRENT VERSION OF THEAT&T RFDS. ANTENNA INFORMATION CHART I SCALE: NTS| 1 Sector A JH«!l?^i J^222QK ? ^flel[1i-^on,n,0^ PLUMBING DIAGRAM (ALPHA SECTOR)I SCALE: NTS| 2 amentum 2929 ARCH STREET, STE 1500 PHILADELPHIA, PA 19104 AT&T .inIt S ss°^ en^ ^ IQ ^os Z II I§(S M sl N3tl' H II ^s§ CHECKED BY; ISSUED FOR: 0 I 07/22/25 IVWVlFOR CONSTRUCTION DATE PRVW|DE! KARLR^ \J^ r^AvmAn SHEET NUMBER:RF-1 0 Sector B ^________4U——ff^ PLUMBING DIAGRAM (BETA & GAMMA SECTOR)I SCALE: NTS| !ju ^?'220Z5 ^yf^^ Zon^ OCD. NOT USED I SCALE: NTS I 2 amentum 2929 ARCH STREET, STE 1500 PHILADELPHIA, PA 19104 AT&T ^i-nM 1<0' CO<M in c^§1IIQS ^ an t/1 <3&s§ ^0 ^II ^SQ CHECKED BY; 0 I 07/22/25 IWWlFOR CONSTRUCTION L\ll""ft//j/^s^\^/ KhRLR.^ \^KRABNA W2 RF-21 0 Licensor Site Name / Number: ALLEN WOODS WI / 27803 1 Licensee Site Name / Number: Drumond / WI3203 / FA#10153737 SCHEDULE TOWER SPACE LICENSE FOR NEW SITES (Build to Suit) Second Schedule This Schedule is executed and delivered pursuant to that certain Master Tower Space License Agreement between Licensor and Licensee dated October 31, 2005 (as amended, the "Agreement") and that certain Build to Suit Services Agreement dated April 23, 2007 (as amended, the "BTS Agreement"). All terms and conditions of the Agreement are incorporated herein by reference and made a part hereof for all purposes. Notwithstanding Section 2 clause (b) and Section 3.5 of the Agreement this Schedule shall be governed by the terms and conditions of the Agreement. In the event of a conflict or inconsistency between the terms of the Agreement or the BTS Agreement and this Schedule, the terms of this Schedule shall govern and control. Upon the execution by Licensee and Licensor, Licensee hereby licenses the Licensed Premises described below and/or the installation and operation of its Equipment described herein in accordance with the terms and conditions of the Agreement and those set forth below: License Contract Number: Licensee Information: Licensee's Name: Notice Address: New Cingular Wireless PCS, LLC, a Delaware limited liability company New Cingular Wireless PCS, LLC Attn: AT&T Network Real Estate Administration Re: Cell Site #: WI3203; Cell Site Name: Drumond Fixed Asset No: 10153737 12555 CingularWay, Suite 1300 Alpharetta, GA 30004 ||j] !j? ^ fc,IpK !n^ With a copy to: New Cingular Wireless PCS, LLC Attn: AT&T Legal Department Re: Cell Site #: WI3203; Cell Site Name: Drumond Fixed Asset No: 10153737 15 East Midland Avenue Paramus,NJ 07652 li JUL 2 2 2025 ';"/f'e'ri;l- v"nmuOeD, Contact Name: Contact Number: Fax Number: Invoice Address: NOC 800.638.2822 n/a New Cingular Wireless PCS, LLC Attn: Accounts Payable Re: Cell Site #: WI3203; Cell Site Name: Drumond Fixed Asset No: 10153737 12555 CingularWay, Suite 1300 Alpharetta, GA 30004 Licensor Site Name / Number: ALLEN WOODS WI / 27803 1 Licensee Site Name / Number: Drumond / WI3203 / FA#10153737 Licensor Information: Notice Address: Contact Name: Contact Number: Fax Number: Remittance Address: Tower Information: Licensor Site Name: Coordinates: Licensor Site Number: Licensee Site Name: Licensee Site Number: License Fees and Term: American Towers LLC c/o American Tower 10 Presidential Way Wobum, MAO 1801 Contracts Manager (781)926-4500 (781)926-4555 American Tower Lockbox 7501 P.O. Box 7247 Philadelphia, PA 19170-7501 ALLEN WOODS WI Lat.46186.732N Long.911715.684W 278031 Drumond WI3203 D) E^i U i i || name i L.';JUL ^ ZZUZ5 !".' ^-vr!OTi r.• oninu l'°oi License Commencement Date: the earlier of (i) the commencement of constmction or installation of Licensee's Equipment or (ii) 30 days from the date that Licensor notifies Licensee that the Tower Facility is ready for the installation of Licensee's Equipment ("License Commencement Date"). License Fee: |I payable monthly in advance Refer to Section 4.2 of the Agreement for the duration of the License Term (mcluding renewal periods), provided that in addition to the renewal periods provided for under Section 4.2, the License Term shall be further extended automatically beyond the Third Renewal Period for five (5) years (the "Fourth Renewal Period") unless Licensee has given notice to Licensor that it does not wish to extend the License Term and such notice is given at least one hundred and eighty (180) days before the Fourth Renewal Period is scheduled to begin, and the License Term shall be further extended automatically beyond the Fourth Renewal Period for five (5) years (the "Fifth Renewal Period") unless Licensee has given notice to Licensor that it does not wish to extend the License Term and such notice is given at least one hundred and eighty (180) days before the Fifth Renewal Period is scheduled to begin. Licensee Equipment Information: Licensee's Equipment, Frequencies and Channels and the identification of the Licensed Space at the Tower Facility are described in Exhibit A, which is incorporated herein by reference and made a part hereof. The precise frequency information shall be provided for informational purposes only. Site Drawings pursuant to Section 8.2(h) of the Agreement, including the location of Licensee's Equipment within Licensor's building or shelter (if applicable) shall be attached hereto as Exhibit B. Licensor Site Name / Number: ALLEN WOODS WI / 27803 1 Licensee Site Name / Number: Drumond / WI3203 / FA#10153737 As-Built Drawings pursuant to Section 8.2(h) of the Agreement shall be attached hereto as Exhibit C. Other Provisions: • All Licenses for Tower Facilities located in the state of Florida shall include the following provision in this section: "Radon is a naturally occurring radioactive gas that, when it has accumulated in a building in sufficient quantities may present health risks to persons who are exposed to it over time. Levels of radon that exceed federal and state guidelines have been found in buildings in Florida. Additional information regarding radon and radon testing may be obtained from your county public health unit." • All Licenses for Tower FacUities located in the state of Texas shall include the following provision in this section (must be caps, bold, at least 10 point type): WAIVER OF TEXAS DECEPTIVE TRADE PRACTICES ACT. LICENSEE SPECIFICALLY ACKNOWLEDGES AND AGREES THAT IT HAS KNOWLEDGE AND EXPERIENCE W FINANCIAL AND BUSINESS MATTERS THAT ENABLE IT TO EVALUATE THE MERITS AND RISKS OF ITS TRANSACTION WITH LICENSOR, AND THAT IT IS NOT IN A SIGNIFICANTLY DISPARATE BARGAIPrtNG POSITION WITH LICENSOR. LICENSEE HEREBY WAIVES ALL ITS RIGHTS UNDER THE TEXAS DECEPTIVE TRADE PRACTICES - CONSUMER PROTECTION ACT, SECTION 741 ET. SEQ. OF THE TEXAS BUSINESS AND COMMERCE CODE (THE "DPTA"), A LAW THAT GIVES CONSUMERS SPECIAL RIGHTS AND PROTECTIONS. AFTER CONSULTATION WITH AN ATTORNEY OF CUSTOMER'S OWN SELECTION, CUSTOMER VOLUNTAMY CONSENTS TO THIS WATVER. • AU Licenses for Tower Facilities located in the state of North Carolina shall include the following provision: "Prior to the commencement of any Work to be performed in the State of North Carolina by any contractor or subcontractor retained by Licensee (directly or indirectly), Licensee is solely responsible and liable to Licensor for the delivery to Licensor of a certificate from the North Carolina Industrial Commission stating that such contractor and subcontractor have each complied with G.S. 97-93 of the North Carolina General Statutes. • Additional provisions (including, without limitation, Administrative Fees) may be inserted here on a site-specific basis. Q I E 111 i li1 ,!UL222025 ul ^vneic' ^o. zoning Dec'- Licensor Site Name / Number: ALLEN WOODS WI / 27803 1 Licensee Site Name / Number: Drumond / WI3203 / FA#1 0153737 Agreed to and Accepted by: LICENSOR: American Towers LLC, a Delaware limited liability company Agreed to and Accepted by: LICENSEE: New Cingular Wireless PCS, LLC, a Delaware limited liability company ^- By: _ Name: Ricb^rd 5t6ssi Title: Vice'Pj^ident, Contract Management Date: t^ hj-'lMV By: AT&T/^obility Corporation Its: Manner By:. Name: Dennis Klein Title: Area Manager, I^eal Estate & Construction Date: )^-r^r-L. This Schedule does not constitute Licensed Space until completed and executed by both parties. EXHIBITS ATTACHED HERETO: Exhibit A - Description of Equipment Exhibit B - Site Drawings Exhibit C - As Built Drawings Exhibit D - BTS Agreement Provisions irii E ® IE m lr II ,'UL 222025 lu '^vfifil;:/..., ZoriifiQ IJecl; Licensor Site Name / Number: ALLEN WOODS WI / 27803 1 Licensee Site Name / Number: Drumond / WI3203 / FA#10153737 EXHIBIT A DESCRIPTION AND LOCATION OF EQUIPMENT See attached. R k\\B^111'!! I'JUL^W' llu -, DO;;.'^^^WG^i ATATMobilityCoipontion ABcn Woods Wl PJUMAKY CONTIGUOUS LEASE AREA DIMENSIONS (LKWxH (ft)) :::::::::H:;;::::i::::i"GIW^D;^? ^XHXIO Sq-ft. :0<itqft ENSOEATC SHELTER : DIMENSIONS (LxWxH [ft)) N/A CUSTOMER SHELTER. :X DBtENSIONS (LxWxH (ft)) 2Bxll..<I'xlO 3UTCOOR CABINETS ; QVANTTn'OP CABQTETS N/A GENERATOR. NOT INQUIRED? : X NSroE CUSTOMER. SHELTER : UWmOKAL LEASE AKEA REQUIRED *OR BACKUP POWER (LxW (It)) ATC SHARED GENERATOR PAD FOR SHELTER. : DMENSIONS (LxW <fl}> N/A STOOP : WA S I .^o^w SHARED GENERATOR. PEAKUSAGE (KW) K/A GENERATOR, (to be located insidt: - OENEBATOR (to be locritd outriiie: priniuy Ittiing *TM) : pnmuy Inring *rtt) : sr/A .LUWFACTURER K/A *AD you. GENERATOR •UEL TANK >AD FOR. FUEL TANK pf required): MAKE/MOD 3&IENSIONS (LxW (fl)) >IMENSIOKS (LxW (ft)) laCEKSIQNS (LxW (fl)) WB tupptnnwtuy p-ound spice be needed to >cconunod*te addition*! quipitimt? • YES. ADDmONAL LEASE AREA DBffiNSIONS (LxWxH (ft)) WA J)DmONAL EQUIPMENT. iDDmONAL EQUIPMENT: OWER PROVmED BY: ELCO/INTERCONKECT lUEQVHlEhtENTS; RANSMTTTER/KECEIVER TYPE TV afTRJLSSMnTERS/KECEIVERS [ANUFACTUREH YPE A MODEL YPE ofTECHKOLOOY X POWER OVTfVT 3U> (Wtlli) SCTRIC SERVICE KEQlHRfiD (AmpsfVohs) in WA mUTY COMPANY DIRECT POTS : TruwmittcrJtRtCtiver 1 Ericison 22(W GSM N/A DIMENSIONS (LAV (ft)) »/A CAPACTY (KW) tUA VA VA TANK SEE ((>]) N;A f/A S"!sKGNDARS!aE(OJWRSSWSB»i^ N ;X iq. It. N/A DBIENSIONS (LifWxH (ft)) N/A DMENSIONS (Lx'WxH. (fl)) N/A ;;;i;a;:w?:";TOWEJOTELCQ:^ V£L TYPE .l^..,......£...JIi1..,msi^msSf^ "ZJT ;''-'vfjpin ',, B;Ki.K;tii;::S::S;ft;:;ft:;;;i';;i X ATCPROVmED ; Av<ngcmontUypowa'<otuiBnplion(KWHunils»:N/A Tl : X MCROWAYE : FIBER OPTICS : X ;;;;;:: ;;TRANS?TT^^CIFIGM1HNS?;E^E TmunuttwAE.ccnw H/A N/A TromnilttfARtcdvtr N/A N/A N/A N/A JOOWmtinu SCO Wans mix 200 unpflW volti WA K/A N/A N/A WA WA WA WA N/A N/A N/A WA WA WA N/A N/A N/A N/A ^ f w fp r: ^;V;;:"B?;I""; ZZ'?,_ "OI'ilHQ U°P\ N/A N/A N/A N/A N/A N/A N/A N/A ;UIPMENTTiTE U> CENTER AGL(fl) 3T.1Pi.tENT MOUNT HEIGHT (ft) JUIPAIENT JtIO UNT TVPE ^UIPMENT MANUFACTURER lUIPMEKT MODELS »mPMENT DIMENSIONS (HxWxD) dicttefettorinchM) HUPMENT WEIGHT fptr ilHn, in tbt.) (VIPMENT QUANTm' IMUTHS /DIRECTION of RADIATION (dtgrett) 'WtEOWO" •Y. in EACH AZMUTH / SECTOR, i.t "4W4" : FREQUENCY :rREQUENCY •quiprocnt uring unlicensed Irequtncict? TENNAGAIH TAL # of UNES for cquymtitf in column ne QTY. in EACH AZn.wrm {SECTOR, l.c. 1/.1" [E TYPE [E DIAMETER. /SIZE Pu>d 397' w Sector Fnnit Andrew SBNH.IIXi565B 72.7"); 11.9" X 7.1" 47.4 ttw 9 50/170/230 yw fiSs-sxymo-zisoMHz <9E-S9&l710.2iaOMHz No 13.1/1B.2 12 4/W COUC I ?/i" ;SBi;|i:|AJ<TENNA|EOt^ TTWntA 397' 394- Sector Fnmc AndftW EZ15Z01P15 I3.6x7.1x5-; 24tbs 6 50/170A-TO vin. 1BJO-1910 MHZ 1S30.1990 MHZ No K/A N/A K/A N/A WA WA N/A Vf/A WA N/A N/A N/A WA WA N/A N/A N/A N/A No WA N/A WA N/A N/A WA N/A .1U WA K/A N/A N/A N/A N/A N/A Wk N/A WA N/A WA WA N/A N/A WA. ?A N/A N/A N/A N/A WA WA N/A N/A K/A WA WA K/A N/A WA N/A N/A N/A WA N/A NM N/A ?A N/A sin. WA N/A WA N/A K/A N/A N/A WA WA N/A N/A N/A N/A Licensor Site Name / Number: ALLEN WOODS WI / 27803 1 Licensee Site Name / Number: Druraond / WI3203 / FA#10153737 EXHIBIT B SITE DRAWING To Be Provided By Licensee [D) I ® i ' M 2 22025 !" Bgvfietd C,: Zon'ng DeDL jft'^ir^ "B ^22?0?5 I.C '-^•/fte'rt ;•:. :. 'Wina Opr,, \~i.^^L\ I ewe^S. h- CPECIFCiMIOWASIMSIRUMEWTSOF SERVICE ARE AMERICAN TOWER- SITE DESIGN 4W REGENCY FOREST OfWEGARY. tJORTH CAftOUNA 2TS1BPHOHE:(919»<GMH12FAX: 1910} 4G6.5WONVSEAMT woTnen USE *w PUBI.ICAHOH SHM.L BE FRtCTCD TO THE ORUIW-SnE FOfHVHIC" THCT WE. PRCPAWO.flEUSE, REPflOOUCIKW Oft 'U01.1CATIOK CV AMV METHOD. H WHOLE OR IN py<T,PROHBITEO EXCEPT BVWhinEK fERIkUSSKM FROIt .ESSCWSUEOAMER. UUE 70 THESE PlAKS MCfOH WNER •ACCEPTC :EOFTKESEn£STRCT)OU3. -CiSCC SKCM.D COMMCT PROPOSAL OESCRIPTION 278031 SITE NAME ALLEN WOODS Wl DRAWN BY: WISCONSIN DATE DRAWN; CUSTOMER: COLLOCA1 ®A/C A/V Bccs CFCEFHHGEHGIBLC LPGMOHWpPBppTTRM E.L.SCHROEDER Sm2D12 LEGEND GROUNDING TEST WELLAIR CONDITIONING UNFTAIR VENTBOLIARDCABINETCOAX SHROUDFIBER OPTIC CABINET EIECTRICAL FIBER HAND HOLEGENERATOROENERATOR RECEPTACLEICE BRIDGELIGHTING COMTROLLIQUID PROFANE GASMETEROVERHEAD WIRE POWERPULL BOXPOWER POLE TELCO TRAMSFORMER WATER VALVEBUFFER GROUND SPACB (LEASE AREA EASEMENT DIMENSIONS NOT VERIFIED B*< LICENSED SURVEYOR SHEET TrtLfc£:SITE PLAN LAYOUT SHEET NUMBER: SP-1 SHE AUDITED BY ELS ON9/7/2012 Licensor Site Name / Number: ALLEN WOODS WI / 27803 1 Licensee Site Name / Number: Drumond / WI3203 / FA#l0153737 EXHIBIT C AS-BUILT DRAWINGS To Be Provided By Licensee ^s^ll|^UL"^ w ,^^.-^al Licensor Site Name / Number: ALLEN WOODS WI / 27803 1 Licensee Site Name / Number: Drumond / WI3203 / FA#10153737 EXHIBIT D BTS Asreement Proyisjons Notwithstanding anything contained in the Agreement the following terms and conditions shall govern and control with respect to this Schedule. I, Additional Definitions. a. Licensee's Maximum Equipment - Notwithstanding anything contained in the Agreement, with respect to this Schedule Licensee's Maximum Equipment shall mean the following:. i. Twelve (12) antennas (not to exceed four antennas on each face of the tower, each antenna not to exceed 96" in length) or 1078 square inches of surface area (determined by multiplying the length by width of the antenna) and combined weight not to exceed 552 Ibs. or 184 Ibs. on each face of the tower. ii. Twelve (12) lines ofcoaxial cable (not to exceed 1 5/8" in diameter). iii. Six amplifiers and/or diplexers (not to exceed 2 on each face of the Tower and ini ,',/ ,re ;;, „ „„ weight not to exceed 351bs each);|g ^ Kfe i r i ^ . w^uuulluc—-—cc^' !n! ~ jji! iv. Ground Space. Ground space for one or more shelter(s) or cabinet(s), to be JUi ^ 9 ^075 /;, constructed by Licensee, not to exceed 240 contiguous square feet, if available, but (x) if the compound is at least 4,000 square feet but less than e'° (-! /•ornog f'lo,-,, 4,500 square feet, Licensee shall have 300 contiguous square feet, provided that such 300 contiguous square feet can be accommodated within the existing configuration of the compound or within land Licensor has existing rights to utilize under the Ground Lease, or, if available and desired by Licensee, equivalent space in Licensor's building, if any, or (y) if the compound is 4,500 square feet or larger, Licensor shall have 360 contiguous square feet, provided that such 360 contiguous square feet can be accommodated within the existing configuration of the compound. v. One (1) GPS antenna to be located on Licensee's shelter or ice bridge. b. Reserved Capacity - means the total amount of structural and wind-loading capacity of the Tower, under generally accepted engineering standards applied to communication towers, that would be utilized by the installation within the Licensed Space of Licensee's Maximum Equipment with a low profile mounting platform applicable to such antennas. c. Run Path - means the path from the Licensee's ground space, as shown on Exhibits A and B to this Schedule, to and up the Tower to the Tower Space and available for use by Licensee for Licensee's cables linking and connecting such ground space and Tower Space. d. Tower Space - means that portion of the Licensed Space on and around the Tower as shown on Exhibits A and B to this Schedule. II. Changes to Equipment, Frequencies and Ground Space. Notwithstanding Section 6.3 of the Agreement: a. Licensee may from time to time during the Term add to, replace, substitute or modify its frequencies, the antennas mounted within the Tower Space and coaxial cable installed within the Run Path pursuant to the terms of Section 8 of the Agreement, including without limitation the prerequisite that a NTP be issued prior to Licensee's commencement of such addition or alteration, and that this Schedule be duly amended to reflect addition or alteration, prior to the performance of same. If, after giving effect to Licensee's addition or alteration, the stmctural and wind-loading capacity of the Tower utilized by Licensee would be equal to or less than the Reserved Capacity, Licensee may implement the same without the obligation for any increase in the Licensor Site Name / Number: ALLEN WOODS WI / 27803 1 Licensee Site Name / Number: Drumond / WI3203 / FA#10153737 License Fee under this Schedule. If, after giving effect to Licensee's addition or alteration. Licensee will utilize greater than the Reserved Capacity (such incremental amount over and above the Reserved Capacity being referred to herein as an "Excess"), then the amendment to this Schedule reflecting such addition or alteration will include that Licensee will pay to Licensor from and after such installation or alteration and for so long as such Excess exists, in addition to any other amounts payable under this Schedule, a monthly amount computed as set forth below. The following formulas were created by allocating 2/3 of the license fee to space on the structure (.67) and 1/3 of the additional rent to ground space (.33). It also was created assuming a standard 12 antenna installation where each antenna occupies 1/12 of the Reserved Capacity (.083). b. If Licensee's new or modified antennas cause an Excess, then such amount will be equal to: a) .67 multiplied by .083 multiplied by the number of new or modified antennas directly causing the Excess. By way of illustration and not limitation, if Licensee were to replace 12 original panel antennas with 10 new and modified antennas which, because of weight or wind-loading, result in an Excess, but eight (8) of which would not cause such Excess, then such amount payable as a result of such Excess would be equal to: (.67 multiplied by .083 multiplied by two (2)). c. Nothing contained in this Section II will be deemed to pemiit Licensee to effect an Excess that would cause the Tower's failure, on an aggregate basis, to comply with relevant engineering structural standards generally applied to communications towers, in Licensor's reasonable discretion. d. The increase in the License Fee in connection with any increase in the size of the ground space utilized by Licensee beyond that which is shown on Exhibit B to this Schedule shall be as agreed upon by Licensor and Licensee. ^ K !1 !i I IE 1^ us' ^ .nil 222025 "; i] uUi- '- l- " i^Md •-^1;? !!eo ^ AIVIERICAN TOWER3 CORPORATION Structural Analysis Report Structure ATC Asset Name ATC Asset Number Engineering Number Proposed Carrier Carrier Site Name Carrier Site Number Site Location County Date Max Usage Analysis Result Created By: KobbyGyimah Structural Engineer I /•^AA^-A 400 ft Guyed Tower ALLEN WOODS Wl 278031 OAA799665_C3_01 AT&T MOBILITY Alien Woods | WSCH10050453 WIL03203 | 10153737 13680 Schmidt Road Drummond, Wl 54832-4417 46.3033° N,91.2862° W Bayfield July 14,2025 94% Pass In' ID! ii E E II^ ,-.. i|ii ,IUL222025 Bavfieid Ci-1 Zomnq Pep' ^°^\ •^-o.ocr. Esha Modi J^^ /•" - "•••^^^ •(r/ ESHAK. Y \ MODl '; ~- 45601-6 GARY,/ib^iFy//75/ON^%NV,''^li'nDiyil Esha Modi Date: 2025.07.14 18:03:12-04'00' COA: 4069-11 ATC Tower Services LLC - 1 Fenton Main Street, Suite 300, Gary, NC 27511 - Office 919-468-0112 - Fax 919-466-5414 - www.americantower.com A AIVIERICAN TOWER' CORPORATION Eng. Number OAA799665_C3_01 July 14, 2025 Page 2 CORPORATION Table of Contents Introduction ....................................................................................................................................................................^ Supporting Documents...........................................................................................................................................................^ Analysis............................................................................................................................................................^ Conclusion..............................................................................................................................................................^ Structure Usages................................................................................................................................................................^ Maximum Reactions..................................................................................................................................................................... Tower Loading................................................................................................................................................................ Standard Conditions............................................................................................................................................................^ Calculations...........................................................................................................................................................^ ^ HIH^n ~ '"' " III H JUI. 2 22025 ": ~-,VT!"K'; ^•i. Zoning ^QD' ATC Tower Services LLC - 1 Fenton Main Street, Suite 300, Gary, NC 27511 - Office 919-468-0112 - Fax 919-466-5414 - www.americantower.com Eng. Number OAA799665_C3_01 July 14, 2025 AMERICAN TOWER" pa6e 3 CORPORATION Introduction The purpose of this report is to summarize results of a structural analysis performed on the 400ft Guyed tower to reflect the change in loading by AT&T MOBILITY. Supporting Documents Tower: Tower Innovations Order #6001-30, dated August 9, 2012 Foundation: ATC Job #49983571, dated July 6, 2012 Geotechnical: Edge Consulting Project #6802, dated June 18, 2012 Modification: ATC Job M96911F2, dated June 22, 2012 Analysis The tower was analyzed using American Tower Corporation's tower analysis software. This program considers an elastic three-dimensional model and second-order effects per ANSI/TIA-222. Basic Wind Speed: 106 mph (3-second gust) ; Basic Wind Speed w/ Ice: 55 mph (3-second gust) w/ 1.86" radial ice concurrent Code(s): ANSI/TIA-222-1 / 2015 IBC / Wisconsin Commercial Building Code Exposure Category: B Risk Category: II Topographic Factor Procedure: Method 1 Feature: Flat Crest Height (H): 0 ft Crest Length (L): Oft Spectral Response: S» = 0.04, S,, = 0.02 Site Class: Default *Wind load and Ice thickness have been reduced by applicable existing structure load modification factors in accordance with TIA-222, ANNEX-S Conclusion Based on the analysis results, the structure meets the requirements per the applicable codes listed above. The tower and foundation can support the equipment as described in this report. If you have any questions or require additional information, please reach out to your American Tower contact. If you do not have an American Tower contact and have an Engineering question, please contact Engineering@americantower.com Please include the American Tower asset name, asset number, and engineering number in the subject line for any questions. E!G! II I JUL 222025 Savfield Cu. ZoninQ Deo ATC Tower Services LLC - 1 Fenton Main Street, Suite 300, Gary, NC 27511 - Office 919-468-0112 - Fax 919-466-5414 - www.americantower.com ^AIVIERICAN TOWER' Eng. Number OAA799665_C3_01 July 14, 2025 Page 4 Structure Usages Structural Component Leg Diagonal Horizontal Bolt Torque Arm Cable Serviceability Usage Mat & Pier Guy Anchor Guy Anchor Guy Anchor Maximum Reactions Usage 61.5% i 42.7% ! 37.6% I 9.9% i 42.9% 65.0% 6.3% 93.9% : 44.7% 45.0% 45.3% Control Member X MemberX Member X Compression Tension Rotation Bearing [Soil] Shear [Soil] Shear [Soil] Shear [Soil] . Location Section 10 Section 20 Section 20 Section 18 Elevation 372 ft Elevation 372 ft Elevation 382 ft Node 1 Node Al Node Ala Node Alb Resu Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Foundation Moment (k-ft)Axial (k) 278.9 Uplift (k) Guyed - Pivot Base : Guyed Anchor-Al ' - - 48.2 *Reactions shown are maximum overall and not limited by Load Case excluding Overstrength Load Cases Shear(k) 0.9 76.3 Structure base reactions were analyzed using available geotechnical and foundation information. ? 11^ fe '^ & u'" jUL22?5 •" Bayiield (.'°'Zoo'"90ePl ATC Tower Services LLC - 1 Fenton Main Street, Suite 300, Gary, NC 27511 - Office 919-468-0112 - Fax 919-466-5414 - www.americantower.com AAMERICAN TOWER* ConPORATION Eng. Number OAA799665_C3_01 July 14, 2025 Pages AT&T MOBILITY Final Loading Elev(ft) Qty Equipment Lines 1 Raycap DC6-48-60-0-8C 1 Raycap DC6-48-60-18-8C 1 Raycap DC6-48-60-18-8F(32.8 Ibs) ' , (2) .957" (24.3mm) 6AWG 6C »3. 3 ^Eric5sonM6472^B™(92'abs) : (^SS^ 3 .i . . EricssonRRUS4490, , . _ _; '^)1^9;'-(30:3mm)Cable' 3. Ericsson Radio 4494 44B1420B29M01 ; (1) 3/8" (0.38"-9.5mm) RET Control Cable 3 • Ericsson Radio 4890HP 48B2/B25 48B66 M01 (67.2 Ibs) 6 ; Commscope NNH4-65C-R6 392.0 3 Sector Frame ! Install proposed lines in the place of the existing AT&T MOBILITY lines. Other Existine/Reserved Loading Lines (1) 1 5/8" Hybriflex Elev (ft) 384.0 378.0 Qty 1 3 3 ; 3 3 3 Equipment Nokia ASU9338TYP01 Commscope F-65C-R1 Commscope FHH-65C-R3 NokiaAHFIG 70.55 Ibs Nokia AirScale Dual RRH 4T4R B12/71 240W AHLOA Light Sector Frame (If table breaks across pages, please see previous page for data in merged cells) (01 11:11^ JUL i 2 2025 Bavfield Co Zoning Dent ATC Tower Services LLC - 1 Fenton Main Street, Suite 300, Gary, NC 27511 - Office 919-468-0112 - Fax 919-466-5414 - www.americantower.com A AIVIERICAN TOWER- Standard Conditions All engineering services performed by ATC Tower Services LLC are prepared on the basis that the information used is current and correct. This information may consist of, but is not limited to the following: • Information supplied by the client regarding antenna, mounts, and feed line loading • Information from drawings, design and analysis documents, and field notes in the possession of ATC Tower Services LLC It is the responsibility of the client to ensure that the information provided to ATC Tower Services LLC and used in the performance of our engineering services is correct and complete. All assets of American Tower Corporation, its affiliates, and subsidiaries (collectively "American Tower") are inspected at regular intervals. Based upon these inspections and in the absence of information to the contrary, American Tower assumes that all structures were constructed in accordance with the drawings and specifications. Unless explicitly agreed by both the client and ATC Tower Services LLC, all services will be performed in accordance with the current revision ofANSI/TIA-222. All services are performed, results obtained, and recommendations made in accordance with generally accepted engineering principles and practices. ATC Tower Services LLC is not responsible for the conclusions, opinions and recommendations made by others based on the information supplied herein. p i s in ^i lnl M 2'2 2025 '-^vnelc''..': ll'n;'iinc! l)Qr; ATC Tower Services LLC - 1 Fenton Main Street, Suite 300, Gary, NC 27511 - Office 919-468-0112 - Fax 919-466-5414 - www.americantower.com ASSET: ALLEN WOODS Wl, 278031 CUSTOMER: AT&T MOBILITY CODE: ANSI/TIA-222-1 PROJECT: OAA799665 Design Wind: 103mph Risk Category 11 Topo Factor: Method 1 Structure Height: 400ft Base Width: 3.00ft ANALYSIS PARAMETERS IceWind: 54 mphw/1.58" ice ServlceWlnd: Exposure: B Topo Feature: Flat Base Elevation: 0 ft Top Width: 3.00 ft Tower Elevation View Sos: 0.039 60mph So,: 0.020 Shape: Triangle Base Type: Pivot Axial (k): Shear (k): 278.89 0.87 Tower Plan View I R=3Zfl.OO' I E-+26.0' Section Leg Members TOWER SECTION PROPERTIES Diagonal Members Horizontal Members 1 2 3-' 5 W50ksi W16x36 SOL 50 ksi 2 3/4" SOLID SOL 50 ksi 2 1/2" SOLID SOL 50 ksi 2 1/2" SOLID SOL 50 ksi 2 1/2" SOLID SOL 50 ksi 2 1/2" SOLID SOL 50 ksi 2 1/2" SOLID SOL 50 ksi 2 1/4" SOLID SOL 50 ksi 2 1/4" SOLID SOL 50 ksi 2 1/4" SOLID SOL 50 ksi 2 1/2" SOLI D SOL 50 ksi 2 1/4" SOLID SOL 50 ksi 2 1/4" SOLID SOL 50 ksi 2 1/4" SOLID SOL 50 ksi 2 1/4" SOLID SOL 50 ksi 2 1/4" SOLID SOL 50 ksi 2 1/4" SOLID SOL 50 ksl 1" SOLI D SOL 50 ksi 7/8" SOLID SOL 50 ksi 1" SOLID SOL 50 ksi 7/8" SOLID SOL 50 ksi 1" SOLI D SOL 50 ksi 7/8" SOLID SOL 50 ksi 7/8" SOLID SOL 50 ksi 1" SOLID SOL 50 ksi 7/8" SOLID SOL 50 ksi 1" SOLI D SOL 50 ksi 1" SOLI D SOL 50 ksi 7/8" SOLI D SOL 50 ksi 1 1/8" SOLID SOL 50 ksi 7/8" SOLID SOL SO ksi 1 1/8" SOLID SOL 50 ksi 1" SOLID W50ksi W16x36 SOL 50 ksi 3/4" SOLI D SOL 50 ksi 3/4" SOLI D SOL 50 ksi 3/4" SOLID SOL 50 ksi 3/4" SOLID SOL 50 ksi 3/4" SOLID SOL 50 ksi 3/4" SOLI D SOL 50 ksi 3/4" SOLID SOL 50 ksi 3/4" SOLID SOL 50 ksi 3/4" SOLID SOL 50 ksi 3/4" SOLID SOL 50 ksi 3/4" SOLI D SOL 50 ksi 3/4" SOLID SOL 50 ksl 3/4" SOLID SOL 50 ksi 3/4" SOLID SOL 50 ksi 3/4" SOLI D SOL 50 ksi 3/4" SOLID DISCRETE APPURTENANCE Elev (ft) Description LINEAR APPURTENANCE Elev(ft) Description (1) Raycap DC6-48-60-0-8C 393.8 (1) Raycap DC6-48-60-18-8F(32.8 Ibs) 393.8 (3) Ericsson RRUS 4490 393.8 (3) Ericsson Radio 4890HP 48B2/B25 48 393.8 (3) Ericsson AIR 6472 B77G B77M (92.61 393.8 (6) Commscope NNH4-65C-R6 384.0 (1)RaycapDC6-48-60-18-8C 377.0 (3) Ericsson Radio 4494 44B14 20B29 MO (3) Generic Round Sector Frame (1)NoklaASU9338TYP01 (3) Nokla AirScale Dual RRH 4T4R B12/7 (3) Nokia AHFIG 70.55 Ibs (3) Commscope F-65C-R1 (3) Commscope FHH-65C-R3 (3) Generic Flat Light Sector Frame (1) Generic Torque Arm (2) .957" (24.3mm) 6 AWG 6C (2) 0.78" (19.7mm) 8 AWG 6 (2) 1.19" (30.3mm) Cable (1)3/8" (0.38"- 9.5mm) RET Cont (2) 0.40" (10.3mm) Fiber (1)1 5/8"Hybriflex (l)Waveguide Radius (ft) GUY ANCHOR REACTIONS Drop (ft) Azimuth ('•) _Uplift (k)Shear (k) 320.0 320.0 320.0 26.00 5.00 15.00 0 120 240 43.59 48.25 46.03 76.04 76.31 76.18 I£EI! JUL 2'22025 Qqvheiri Co Zoninq DSD' © 2007 - 2022 by ATC LLC. All rights reserved.Page 1 of 1 Model ID: 97456.0 Scenario ID:7/14/2025 10:03:22 ASSET: CUSTOMER:AT&T MOBILIF/ t/OODS Wl Bayfield County, Wl Guyed, Triangle Undetermined 0.85 0.95 ANALYSIS PARAMETERS Height: Base Elevation: Bottom Face Width: Top Face Width: CODE: PROJECT: 400ft 0.00ft 3.00ft 3.00ft ANSI/TIA-222-1 OAA799665_C3_01 Location: Type and Shape: Manufacturer: Kd Ke: Exposure Category: Risk Category: Topographic Factor Procedure: Crest Height(H): Crest Length(L): Feature: II Method 1 Oft Oft Flat ICE & WIND PARAMETERS Design Wind Speed Without Ice: 103 mph Design Wind Speed with Ice: 54 mph Operational Windspeed: 60 mph Analysis Method: Site Class: T, (sec): Sds: Design Ice Thickness: HMSL: Distance from Apex (x): Upwind/Downwind: 1.58 in 1445ft 0 Upwind SEISMIC PARAMETERS Equivalent Lateral Force Method Default 4 0.039 p: Sen: 1.3 0.020 Period Based on Rayleigh Method (sec): c,: C;. Max: C. Mm: 1.24 0.030 0.030 0.030 1.2D+1.0W Normal 1.2D+1.0W60° 1.2D+1.0W900 1.2D+1.0W120' 1.2D+1.0W180° 1.2D+1.0W2100 1.2D+1.0W240° 1.2D+1.0W3000 1.2D+1.0W330' 1.20 + 1 .ODi + 1 .OWi Normal 1.2D+1.0Di+1.0Wi60° 1.2D+1.0Di+1.0Wi90° 1.2D+1.0Di+1.0Wi120° 1.2D+1.0Di+1.0Wi180° 1.2D+1.0Di+1.0Wi210° 1.2D+1.0Di+1.0Wi240° 1.2D+1.0Di+1.0Wi300° 1.2D+1.0Di+1.0Wi330° 1.2D+1.0Ev+1.0Eh Normal 1.2D+1.0Ev+1.0Eh60° 1.2D+1.0Ev+1.0Eh90° 1.2D+1.0Ev+1.0Eh120° 1.2D+1.0Ev+1.0Eh180° 1.2D+1.0Ev+1.0Eh210° 1.2D+1.0Ev+1.0Eh240° 1.2D+1.0Ev+1.0Eh300° ini LOAD CASES 1.20+1 .OW Normal -1 03.32 mph Wind with No Ice 1.2D + 1 .OW 60° - 1 03.32 mph Wind with No Ice 1.2D + 1 .OW 90° -103.32 mph Wind with No Ice 1.2D + 1.0W 120°-103.32 mph Wind with No Ice 1.2D + 1.0W 180° - 103.32 mph Wind with No Ice 1.2D + 1.0W210' - 103.32 mph Wind with No Ice 1.2D + 1.0W2400 -103.32 mph Wind with No Ice 1.2D + 1.0W3000 - 103.32 mph Wind with No Ice 1.2D + 1 .OW 330° - 103.32 mph Wind with No Ice 1.2D+1.0Di+1.0Wi Normal-53.61 mph Wind with 1.581" Radial Ice 1.2D + i.ODi + 1 .OWi 60° - 53.61 mph Wind with 1.581" Radial Ice 1.2D + 1.0Di + 1 .OWi 90° - 53.61 mph Wind with 1.581" Radial Ice 1.2D+1.0Di+1.0Wi 120°-53.61 mph Wind with 1.581" Radiallce 1.2D + 1.0Di + 1.0WJ 180° - 53.61 mph Wind with 1.581" Radial Ice 1.2D+1.0Di+1.0Wi 210°-53.61 mph Wind with 1.581" Radiallce 1.20+1 .ODi + 1 .OWi 240° - 53.61 mph Wind with 1.581" Radial Ice 1.2D+1.0Di+1.0Wi 300°-53.61 mph Wind with 1.581" Radiallce 1.2D+1.0Di+1.0Wi 330--53.61 mph Wind with 1.581" Radiallce 1.2D+ 1.0Ev+ 1.0Eh Normal - Seismic 1.2D + 1.0EV + 1 .OEh 60° - Seismic 1.20 + 1 .OEv + 1 .OEh 90° - Seismic 1.2D + 1 .OEv + 1 .OEh 120° - Seismic 1.2D+1.0Ev+1.0Eh 180°-Seismic 1.2D + 1.0EV + 1.0Eh 210° - Seismic 1.2D+1.0Ev+1.0Eh 240° - Seismic 1.2D+1.0Ev+1.0Eh 300°-Seismic ^ p I! ^ !1 ."ii. 2'2 2025 's.,,,10,^ : ^^ ^..onipo !j ©2007 - 2022 byATC IP LLC. All rights reserved.Page 1 of 46 Model ID: 97456 Scenario ID: 384829 7/14/2025 10:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILIP^ CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3 01 1.2D+ 1.0D+ 1.0D+ 1.0D+ 1.0D+ 1. 1. 1. .OEv+1.0Eh330° .OW Service Normal .OW Service 60° 1.0W Service 90° 1.0W Service 120° 1.0D+1.0W Service 180° 1.0D+ 1.0D+ 1.0D+ 1.0D+ 1.2D+ 1.2D+ 1.2D+ 1.2D+ 1.2D+ 1.2D+ 1.2D+ 1.2D+ 1.2D+ 1. 1.1 1.1 1.1 1.( 1.1 1.( 1.( 1.( .OW Service 210° .OW Service 240° .OW Service 300° .OW Service 330° .OEv + 1.5Eh Normal .OEv+1.5Eh60° .OEv+1.5Eh90° .OEv+1.5Eh120° .OEv+1.5Eh 180° 1.0Ev+1.5Eh210° 1.(.OEv+1.5Eh240° 1.0Ev+1.5Eh300" 1.(OEv+1.5Eh330° LOAD CASES 1.2D + 1.0EV + 1.0Eh 330° - Seismic 1 .OD + 1 .OW Service Normal - 60 mph Wind with No Ice 1 .OD + 1 .OW Service 60° - 60 mph Wind with No Ice 1 .OD + 1 .OW Service 90° - 60 mph Wind with No Ice 1 .OD + 1 .OW Service 120° - 60 mph Wind with No Ice 1.OD + 1.0W Service 180°-60 mph Wind with No Ice 1 .OD + 1 .OW Service 210° - 60 mph Wind with No Ice 1 .OD + 1 .OW Service 240° - 60 mph Wind with No Ice 1 .OD + 1 .OW Service 300° - 60 mph Wind with No Ice 1 .OD + 1 .OW Service 330° - 60 mph Wind with No Ice 1.2D + 1.0Ev + 1.5Eh Normal- Seismic Overstrength 1.2D + 1.0Ev + 1.5Eh 60° - Seismic Overstrength 1.2D + 1.0Ev + 1.5Eh 90° - Seismic Overstrength 1.2D + 1.0Ev+ 1.5Eh 120° - Seismic Overstrength 1.2D + 1.0Ev + 1.5Eh 180° - Seismic Overstrength 1.2D+ 1.0Ev+ 1.5Eh 210°- Seismic Overstrength 1.2D + 1.0Ev + 1.5Eh 240° - Seismic Overstrength 1.2D + 1.0Ev + 1.5Eh 300° - Seismic Overstrength 1.2D + 1.0Ev + 1.5Eh 330° - Seismic Overstrength ini iu '1"1? I ^ E in I MW025 -^vtie!C!^..'7onlnQilu^- ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 2 of 46 Modell D: 97456 Scenario ID: 384829 7/14/2025 10:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILir/ CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3 01 TOWER LOADING - DISCRETE APPURTENANCE Discrete Appurtenance Properties for LC: 1.2D + 1.0W Elev (ft)Description y_1 1 3 3 3 1 3 6 3 1 3 3 3 3 3 1 Wt. (Ib) 33 16 67 57 68 16 93 111 700 15 84 71 62 69 800 500 E PA (sf) 1.5 2.0 2.2 2.2 2.7 3.0 4.9 17.1 14.4 2.5 2.2 2.8 14.2 14.2 17.9 15.0 Length (ft) 2.0 1.7 1.5 1.5 1.7 1.7 3.0 8.0 0.0 1.6 1.8 2.3 8.0 8.0 0.0 0.0 Width (in) 11.0 18.2 15.1 15.1 15.7 18.2 16.1 19.6 0.0 16.1 12.1 12.1 15.6 15.6 0.0 0.0 Depth (in) 11.0 6.4 6.9 5.6 7.0 6.4 7.5 7.8 0.0 5.8 7.4 5.2 9.0 9.0 0.0 0.0 Ka 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.75 1.00 0.80 0.80 0.80 0.80 0.75 1.00 Orient. Factor 1.00 0.67 0.67 0.67 0.67 0.67 0.65 0.64 0.67 1.00 0.67 0.67 0.69 0.69 0.75 1.00 Vert. Eec. (ft) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 MU (Ib-ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Q, (PSf) 30.19 30.19 30.19 30.19 30.19 30.19 30.19 30.19 30.15 29.99 29.88 29.88 29.88 29.88 29.86 29.73 Fa(WL)(Ib) 30 28 91 91 111 42 196 1346 556 65 91 113 596 596 767 379 P. (DL)(Ib) 39 19 242 206 246 19 333 796 2520 18 302 254 222 250 2880 600 393.8 Raycap DC6-48-60-18-8F(32.8 Ib 393.8 RaycapDC6-48-60-18-8C 393.8 Ericsson Radio 4890HP 48B2/B25 393.8 Ericsson Radio 4494 44B14 20B2 393.8 Ericsson RRUS 4490 393.8 Raycap DC6-48-60-0-8C 393.8 Ericsson AIR 6472 B77G B77M (9 393.8 CommscopeNNH4-65C-R6 392.0 Generic Round Sector Frame 384.0 NokiaASU9338TYP01 379.0 NokiaAirScaleDualRRH4T4RB 379.0 NokiaAHFIG 70.55 Ibs 379.0 Commscope F-65C-R1 379.0 CommscopeFHH-65C-R3 378.0 Generic Flat Light Sector Fram 372.0 Generic Torque Arm Totals 41 7,456 359.3 5,096 8,947 Discrete Appurtenance Properties for LC: 1.2D+1.0Di+ 1.0Wi Elev jm_Description Qty Ice Wt Jb)_ Ice EPA jsf)_ Length _fft)_ Width (in) Depth (in)J<^_ Orient. Factor Vert. Eec. (ft) Mu (Ib-ft) Qz _[gsfL Fa(WL) (Ib) P.(DL) (Ib) 393.8 Raycap DC6-48-60-18-8F(32.8 Ib 393.8 Raycap DC6-48-60-18-8C 393.8 Ericsson Radio 4890H P 48B2/B25 393.8 Ericsson Radio 4494 44B14 20B2 393.8 Ericsson RRUS 4490 393.8 Raycap DC6-48-60-0-8C 393.8 Ericsson AIR 6472 B77G B77M (9 393.8 Commscope NNH4-65C-R6 392.0 Generic Round Sector Frame 384.0 NokiaASU9338TYP01 379.0 NokiaAirScaleDualRRH4T4RB 379.0 NokiaAHFIG 70.55 Ibs 379.0 Commscope F-65C-R1 379.0 Commscope FHH-65C-R3 378.0 Generic Flat Light Sector Fram 372.0 Generic Torque Arm 105 84 136 121 150 102 229 492 1834 87 157 146 404 412 2089 903 2.3 2.9 3.3 3.3 4.0 4.4 6.7 21.4 33.6 3.8 3.4 4.1 18.5 18.5 35.4 27.1 2.0 1.7 1.5 1.5 1.7 1.7 3.0 8.0 0.0 1.6 1.8 2.3 8.0 8.0 0.0 0.0 11.0 18.2 15.1 15.1 15.7 18.2 16.1 19.6 0.0 16.1 12.1 12.1 15.6 15.6 0.0 0.0 11.0 6.4 6.9 5.6 7.0 6.4 7.5 7.8 0.0 5.8 7.4 5.2 9.0 9.0 0.0 0.0 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.75 1.00 0.80 0.80 0.80 0.80 0.75 1.00 1.00 0.67 0.67 0.67 0.67 0.67 0.65 0.64 0.67 1.00 0.67 0.67 0.69 0.69 0.75 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.13 8.13 8.13 8.13 8.13 8.13 8.13 8.13 8.12 8.07 8.04 8.04 8.04 8.04 8.04 8.00 13 11 37 37 44 16 72 453 350 26 37 45 209 209 408 184 111 87 450 398 491 105 744 3085 5921 90 523 482 1250 1278 6748 1003 Totals 41 21,272 560.8 2151 22,764 Discrete Appurtenance Properties for LC: 1.0D + 1 .OW Service Elev (ft)Description Qty Wt. (Ib) E PA (sf) Length (ft) Width (in) Depth (in)_KL Orient. Factor Vert. Eec. (ft) MU (Ib-ft) Qz (psf) Fa(WL) (Ib) P. (DL)(Ib) 393.8 Raycap DC6-48-60-18-8F(32.8 Ib 393.8 RaycapDC6-48-60-18-8C 393.8 Ericsson Radio 4890HP 48B2/B25 393.8 Ericsson Radio 4494 44B14 20B2 393.8 Ericsson RRUS 4490 393.8 Raycap DC6-48-60-0-8C 393.8 Ericsson AIR 6472 B77G B77M (9 393.8 Commscope NNH4-65C-R6 392.0 Generic Round Sector Frame 384.0 Nokia ASU9338TYP01 379.0 Nokia AirScale Dual RRH 4T4R B 379.0 NokiaAHFIG 70.55 Ibs 379.0 Commscope F-65C-R1 379.0 Commscope FHH-65C-R3 378.0 Generic Flat Light Sector Fram 372.0 Generic Torque Arm 33 16 67 57 68 16 93 111 700 15 84 71 62 69 800 500 1.5 2.0 2.2 2.2 2.7 3.0 4.9 17.1 14.4 2.5 2.2 2.8 14.2 14.2 17.9 15.0 2.0 1.7 1.5 1.5 1.7 1.7 3.0 8.0 0.0 1.6 1.8 2.3 8.0 8.0 0.0 0.0 11.0 18.2 15.1 15.1 15.7 18.2 16.1 19.6 0.0 16.1 12.1 12.1 15.6 15.6 0.0 0.0 11.0 6.4 6.9 5.6 7.0 6.4 7.5 7.8 0.0 5.8 7.4 5.2 9.0 9.0 0.0 0.0 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.75 1.00 0.80 0.80 0.80 0.80 0.75 1.00 1.00 0.67 0.67 0.67 0.67 0.67 0.65 0.64 0.67 1.00 0.67 0.67 0.69 0.69 0.75 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.18 10.18 10.18 10.18 10.18 10.18 10.18 10.18 10.17 10.11 10.08 10.08 10.08 10.08 10.07 10.03 10 9 31 31 38 14 66 454 188 22 31 38 201 201 259 128 33 16 202 172 205 16 278 663 2100 15 251 212 185 208 2400 500 Totals 41 7,456 359.3 1,719 7,456 ID) E %E S ^ 1[1 JUL22?n^ ;-;avfiein (';', /oniriQ i..i"nl ©2007 - 2022 by A TC IP LLC. AH rights reserved.Page 3 of 46 ModellD: 97456 Scenario ID: 384829 7/14/202510:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITi' CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3 01 Linear Appurtenance Properties Elev From Elev To (ft) (ft) Description TOWER LOADING - LINEAR APPURTENANCE Width Weight % In Spread On Cluster Dia Out of Spacing Orient. K, Qty (in) (Ib/ft) Wind _Faces Bundling _(in) Zone _(in) Factor Override 0.0 393.8 .957" (24.3mm) 6 AWG 6C 0.0 393.8 0.78" (19.7mm) 8 AWG 6 0.0 393.8 1.19" (30.3mm) Cable 0.0 393.8 3/8" (0.38"- 9.5mm) RET Contra 0.0 393.8 0.40" (10.3mm) Fiber 0.0 384.0 1 5/8" Hybriflex 0.0 377.0 Waveguide 2 2 2 1 2 1 1 0.96 0.78 1.19 0.38 0.40 1.98 2.00 0.74 0.59 1.11 0.23 0.09 1.30 6.00 100 100 100 100 100 100 100 1 1 1 1 1 2 None Individual Individual Individual Individual Individual Individual Individual 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N N N N N N N 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ? ^n^ E 'g U ^->[ ''^ ""' '"' P JUL 12 2025 l^vtiekt r:'\ Zoninci UQp(. ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 4 of 46 Modell D: 97456 Scenario ID: 384829 7/14/2025 10:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITi' i) !s n IIE i ,;ljf ???IW CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 1.2D+1.0W Normal 103.32 mph Wind with No Ice Say-'em^W^^w. Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1.00 Section # 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Elev _fftL 391 372 352 332 312 292 272 252 232 212 192 172 152 132 112 92 72 52 32 12 1 Qz (PSQ 30.13 29.73 29.30 28.84 28.37 27.87 27.35 26.80 26.22 25.59 24.93 24.20 23.42 22.56 21.59 20.49 19.19 17.59 15.46 15.43 15.43 A, _[sfL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.231 A, _(sfL 9.647 11.113 10.584 11.113 11.113 10.584 10.848 11.662 10.584 10.848 10.848 10.584 11.399 11.662 11.662 11.399 11.662 11.399 11.399 12.476 0.000 Ice A, _{sf)_ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 " = Secffon Force Exceeds Solidity Ratio Criteria 1.2D+1.0W600 103.32 mph Wind with Section # Elev -M- No Ice Qz (psf) A, (sf) A, _(sf)_ Ice A, _[sfL e 0.168 0.174 0.166 0.174 0.174 0.166 0.170 0.182 0.166 0.170 0.170 0.166 0.178 0.182 0.182 0.178 0.182 0.178 0.178 0.193 1.000 _CL 2.71 2.68 2.71 2.68 2.68 2.71 2.70 2.66 2.71 2.70 2.70 2.71 2.67 2.66 2.66 2.67 2.66 2.67 2.67 2.62 2.10 _DL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 _DL- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Gust Response Factor (Gh): Wind Importance Factor (Iw): e -CL _DL _DL- Tte(in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.85 1.00 Tiz XinL A. _(sf)_ 5.58 6.45 6.12 6.45 6.45 6.12 6.28 6.78 6.12 6.28 6.28 6.12 6.61 6.78 6.78 6.61 6.78 6.61 6.61 7.28 9.23 A. _(sf}_ EPA, (sf) 15.10 17.30 16.60 17.30 17.30 16.60 16.95 18.01 16.60 16.95 16.95 16.60 17.67 18.01 18.01 17.67 18.01 17.67 17.67 19.06 19.38 EPAa ^Q_ EPA,| _ML 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Totals EPA,, _(sf}_ Wt (Ib) 1274 1677 1585 1713 1713 1585 1645 1874 1585 1645 1645 1585 1814 1874 1874 1814 1874 1814 1814 2126 762 35,294 Wt (Ib) Ice Wt (Ib) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ice Wt JbL F.,(Ib) 387 437 414 424 417 393 394 410 370 369 359 342 352 345 331 308 294 264 232 250 254 F,, (Ib) Fa (Ib) 134 349 369 363 357 351 345 338 330 322 314 305 295 284 272 258 242 222 195 194 0 F. (Ib) Force (Ib) 520 787 783 788 775 745 739 748 700 691 673 ASSET: CUSTOMER: 278031, ALLEN WOODS Wl AT&T MOBILIPf' Q I S I S ^^ |f| M 2 2 2025 !u CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 Bayfield Co. Zcn^ 1.2D+ 103.32 1.0W900 mph Wind with Elev Section # (ft) No Ice Qz (psf) A, (sf) A, (sf) Ice A, (sf) Gust Response Factor (Gh): Wind Importance Factor (Iw): -DL D, 0.85 1.00 T,z(in) Ac (sf) EPAa (sf) EPAai (sf) Wt (Ib) Ice Wt (Ib)Fs,(Ib)F, (Ib) Force (Ib) 1.2D+ 103.32 ** = Section Force Exceeds Solidity Ratio Criteria 1.0W120' mph Wind with Elev Section # (ft) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 391 372 352 332 312 292 272 252 232 212 192 172 152 132 112 92 72 52 32 12 1 No Ice Qz (psf) 30.13 29.73 29.30 28.84 28.37 27.87 27.35 26.80 26.22 25.59 24.93 24.20 23.42 22.56 21.59 20.49 19.19 17.59 15.46 15.43 15.43 A, (sf) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.231 A, (sf) 9.647 11.113 10.584 11.113 11.113 10.584 10.848 11.662 10.584 10.848 10.848 10.584 11.399 11.662 11.662 11.399 11.662 11.399 11.399 12.476 0.000 Ice A, (sf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 e 0.168 0.174 0.166 0.174 0.174 0.166 0.170 0.182 0.166 0.170 0.170 0.166 0.178 0.182 0.182 0.178 0.182 0.178 0.178 0.193 1.000 Gust Response Factor (Gh): Wind Importance Factor (Iw): -CL 2.71 2.68 2.71 2.68 2.68 2.71 2.70 2.66 2.71 2.70 2.70 2.71 2.67 2.66 2.66 2.67 2.66 2.67 2.67 2.62 2.10 -DL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 D, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 T,z (in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 A. (sf) 5.58 6.45 6.12 6.45 6.45 6.12 6.28 6.78 6.12 6.28 6.28 6.12 6.61 6.78 6.78 6.61 6.78 6.61 6.61 7.28 9.23 EPA, (sf) 15.10 17.30 16.60 17.30 17.30 16.60 16.95 18.01 16.60 16.95 16.95 16.60 17.67 18.01 18.01 17.67 18.01 17.67 17.67 19.06 19.38 Totals EPA,i (sf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 35,294 Wt (Ib) 1274 1677 1585 1713 1713 1585 1645 1874 1585 1645 1645 1585 1814 1874 1874 1814 1874 1814 1814 2126 762 0 Ice Wt (Ib) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F,,(Ib) 387 437 414 424 417 393 394 410 370 369 359 342 352 345 331 308 294 264 232 250 254 Fa(Ib) 134 349 369 ASSET: CUSTOMER: 278031, ALLEN WOODS Wl AT&T MOBILITi' "\D]u\i m 1C .1-TTUT I n. c. I!•H ja n n n rLL\Jn i CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3_01 1.2D+1.0W2100 103.32 mph Wind with No Ice Elev Qz Section # (ft) (psf) A, (sf) A, Ice A, (sf) (sf) SECTION FORCES BG3u?poc^4?PePf0.85 Wind Importance Factor (Iw): 1 .00 Tiz Ac D, (in)(sf) EPA, (sf) EPA,; (sf) Wt Ice Wt (Ib) (Ib) F,, (Ib) Fg Force (Ib) (Ib) 7 6 5 4 3 2 1 112 92 72 52 32 12 1 21.59 20.49 19.19 17.59 15.46 15.43 15.43 0.000 0.000 0.000 0.000 0.000 0.000 9.231 11.662 11.399 11.662 11.399 11.399 12.476 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.182 0.178 0.182 0.178 0.178 0.193 1.000 2.66 2.67 2.66 2.67 2.67 2.62 2.10 0.85 0.85 0.85 0.85 0.85 0.85 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.78 6.61 6.78 6.61 6.61 7.28 7.85 18.01 17.S7 18.01 17.67 17.67 19.06 16.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1874 1814 1874 1814 1814 2126 762 0 0 0 0 0 0 0 331 308 294 264 232 250 216 272 258 242 222 195 194 0 603 566 536 486 427 444 216 " = Secfton Force Exceeds Solidity Ratio Criteria Totals 35,294 1.2D+1.0W2400 103.32 mph Wind with No Ice Elev Qz Section # (ft) (psf) Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1.00 Af A, Ice A, (sf) (sf) (sf)-CL-D,D, Tiz (in) A. (sf) EPA, (sf) EPAa, (sf) Wt (Ib)Ice Wt(Ib)F.,(Ib) F, (Ib) 13,149 Force (Ib) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 391 372 30.13 29.73 352 29.30 332 28.84 312 292 28.37 27.87 272 27.35 252 26.80 232 26.22 212 25.59 192 24.93 172 24.20 152 23.42 0.000 9.647 0.000 11.113 0.000 10.584 0.000 0.000 0.000 0.000 0.000 132 112 92 72 52 32 12 1 22.56 21.59 20.49 19.19 17.59 15.46 15.43 15.43 11.113 11.113 10.584 10.848 11.662 10.584 0.000 10.848 0.000 10.848 0.000 10.584 0.000 11.399 0.000 11.662 0.000 11.662 11.399 11.662 11.399 11.399 12.476 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.231 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.168 0.174 0.166 0.174 0.174 0.166 0.170 0.182 0.166 0.170 0.170 0.166 0.178 0.182 0.182 0.178 0.182 0.178 0.178 0.193 1.000 2.71 2.68 2.71 2.68 2.68 2.71 2.70 2.66 2.71 2.70 2.70 2.71 2.67 2.66 2.66 2.67 2.66 2.67 2.67 2.62 2.10 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.58 6.45 6.12 6.45 6.45 6.12 6.28 6.78 6.12 6.28 6.28 6.12 6.61 6.78 6.78 6.61 6.78 6.61 6.61 7.28 9.23 15.10 17.30 16.60 17.30 17.30 16.60 16.95 18.01 16.60 16.95 16.95 16.60 17.67 18.01 18.01 17.67 18.01 17.67 17.67 19.06 19.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1274 1677 1585 1713 1713 1585 1645 1874 1585 1645 1645 1585 1814 1874 1874 1814 1874 1814 1814 2126 762 387 437 414 424 417 393 394 410 370 369 359 342 352 345 331 308 294 264 232 250 254 134 349 369 363 357 351 345 338 330 322 314 305 295 284 272 258 242 222 195 194 0 520 787 783 788 775 745 739 748 700 691 673 647 647 630 603 566 536 486 427 444 238 • = Secffon Force Exceeds Solidily Ratio Criteria Totals 35,294 13,171 1.2D+1.0W300° 103.32 mph Wind with No Ice Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1.00 Section # 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Elev(ft) 391 372 352 332 312 292 272 252 232 212 192 172 152 132 112 92 72 52 32 12 1 Qz (psf) 30.13 29.73 29.30 28.84 28.37 27.87 27.35 26.80 26.22 25.59 24.93 24.20 23.42 22.56 21.59 20.49 19.19 17.59 15.46 15.43 15.43 A, _(sfL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.231 A, _(sQ_ 9.647 11.113 10.584 11.113 11.113 10.584 10.848 11.662 10.584 10.848 10.848 10.584 11.399 11.662 11.662 11.399 11.662 11.399 11.399 12.476 0.000 Ice A, jsfL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ** = Section Force Exceeds Solidify Ratio Criteria 1.2D+ 1.0W3300 103.32 mph Wind with No Ice Section # 21 20 19 18 17 16 15 Elev (ft) 391 372 352 332 312 292 272 Qz (psf) 30.13 29.73 29.30 28.84 28.37 27.87 27.35 A, (sf) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 A, (sf) 9.647 11.113 10.584 11.113 11.113 10.584 10.848 Ice A, (sf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 e 0.168 0.174 0.166 0.174 0.174 0.166 0.170 0.182 0.166 0.170 0.170 0.166 0.178 0.182 0.182 0.178 0.182 0.178 0.178 0.193 1.000 _CL 2.71 2.68 2.71 2.68 2.68 2.71 2.70 2.66 2.71 2.70 2.70 2.71 2.67 2.66 2.66 2.67 2.66 2.67 2.67 2.62 2.10 _DL. 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 _DI_ 1.00 1.00 1.00 1.00 1.00 ASSET:278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILIT/0 ?^ H }f E CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 1.2D+1.0W330° JUL ?22WN[fc Gust Response Factor (Gh): (CES 0.85 103.32 mph Wind with Elev Section # 14 13 12 11 10 9 8 7 6 5 4 3 2 1 1.2D+ I.ODi -IftL 252 232 212 192 172 152 132 112 92 72 52 32 12 1 No Ice Qz _(£S!L 26.80 26.22 25.59 24.93 24.20 23.42 22.56 21.59 20.49 19.19 17.59 15.46 15.43 15.43 Af _(sf)_ 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.231 A, _{sfL 11.662 10.584 10.848 10.848 10.584 11.399 11.662 11.662 11.399 11.662 11.399 11.399 12.476 0.000 Ice A, _(sQ_ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ** = Section Force Exceeds Sotidity Ratio Criteria + 1.0WJ Normal 53.61 mph Wind with 1 Section # 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Elev (ft) 391 372 352 332 312 292 272 252 232 212 192 172 152 132 112 92 72 52 32 12 1 .581"Radial Ice Qz (PSf) 8.11 8.00 7.89 7.77 7.64 7.50 7.36 7.22 7.06 6.89 6.71 6.52 6.31 6.07 5.81 5.52 5.17 4.74 4.16 4.15 4.15 Af (sf) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.231 A,(sf) 35.644 40.502 39.810 40.169 39.989 39.269 39.331 39.928 38.617 38.630 38.356 37.790 38.271 38.158 37.726 36.955 36.600 35.538 34.394 33.323 1.540 Ice A, (sf) 26.00 29.39 29.23 29.06 28.88 28.69 28.48 28.27 28.03 27.78 27.51 27.21 26.87 26.50 26.06 25.56 24.94 24.14 23.00 20.85 1.54 ^yWfWnc^m e 0.182 0.166 0.170 0.170 0.166 0.178 0.182 0.182 0.178 0.182 0.178 0.178 0.193 1.000 _^2.65 2.71 2.70 2.70 2.71 2.67 2.66 2.66 2.67 2.66 2.67 2.67 2.62 2.10 _DL 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 _DL- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Gust Response Factor (Gh): Wind Importance Factor (Iw): e 0.562 0.575 0.565 0.571 0.568 0.559 0.560 0.565 0.550 0.551 0.548 0.540 0.544 0.543 0.538 0.528 0.524 0.510 0.495 0.480 1.000 _CL 1.83 1.82 1.83 1.83 1.83 1.84 1.83 1.83 1.84 1.84 1.85 1.85 1.85 1.85 1.86 1.87 1.87 1.89 1.91 1.93 2.10 A- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 D, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. -Ti, (in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .00 A. (sf) 6.78 6.12 6.28 6.28 6.12 6.61 6.78 6.78 6.61 6.78 6.61 6.61 7.28 7.85 0.85 1. Ti2 (in) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.9 1.9 1.9 1.9 1.9 1.8 1.8 1.8 1.8 1.7 1.7 1.6 1.4 1.1 .00 Ac (sf) 25.78 29.62 28.87 29.28 29.10 28.32 28.41 28.98 27.67 27.70 27.43 26.85 27.30 27.21 26.78 26.01 25.69 24.66 23.60 22.63 10.77 EPA, _(sf)_ 18.01 16.60 16.95 16.95 16.60 17.67 18.01 18.01 17.67 18.01 17.67 17.67 19.06 16.48 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITi' Hi! Hr; I !I ^i^ ' ~ J!|iHi JUL 222025 lu; HQITL'. CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 i^avfield ^;. coninQ SECTION FORCES Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1 .00 1.2D+1.0Di+1.0Wi90° 53.61 mph Wind with 1.581" Radial Ice Ice Dead Load Factor:1.00 Section # 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Elev (ft) 391 372 352 332 312 292 272 252 232 212 192 172 152 132 112 92 72 52 32 12 1 Qz (psf) 8.11 8.00 7.89 7.77 7.64 7.50 7.36 7.22 7.06 6.89 6.71 6.52 6.31 6.07 5.81 5.52 5.17 4.74 4.16 4.15 4.15 A, (sf) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.231 A, (sf) 35.644 40.502 39.810 40.169 39.989 39.269 39.331 39.928 38.617 38.630 38.356 37.790 38.271 38.158 37.726 36.955 36.600 35.538 34.394 33.323 1.540 Ice A, (sf) 26.00 29.39 29.23 29.06 28.88 28.69 28.48 28.27 28.03 27.78 27.51 27.21 26.87 26.50 26.06 25.56 24.94 24.14 23.00 20.85 1.54 e 0.562 0.575 0.565 0.571 0.568 0.559 0.560 0.565 0.550 0.551 0.548 0.540 0.544 0.543 0.538 0.528 0.524 0.510 0.495 0.480 1.000 -Cf_ 1.83 1.82 1.83 1.83 1.83 1.84 1.83 1.83 1.84 1.84 1.85 1.85 1.85 1.85 1.86 1.87 1.87 1.89 1.91 1.93 2.10 _Df_ 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 D, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 T,z (in) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.9 1.9 1.9 1.9 1.9 1.8 1.8 1.8 1.8 1.7 1.7 1.6 1.4 1.1 Ac (sf) 25.78 29.62 28.87 29.28 29.10 28.32 28.41 28.98 27.67 27.70 27.43 26.85 27.30 27.21 26.78 26.01 25.69 24.66 23.60 22.63 9.39 EPA, (sf) 47.24 53.97 52.83 53.44 53.16 51.99 52.11 53.03 51.00 51.04 50.63 49.76 50.48 50.33 49.69 48.55 48.06 46.55 44.98 43.59 19.71 EPA,, (sf) 26.00 29.39 29.23 29.06 28.88 28.69 28.48 28.27 28.03 27.78 27.51 27.21 26.87 26.50 26.06 25.56 24.94 24.14 23.00 20.85 1.54 Wt (Ib) 3490 4934 4813 4959 4926 4716 4763 4989 4600 4639 4592 4457 4662 4680 4607 4441 4421 4212 4035 4075 1297 Ice Wt(Ib) 2216 3257 3228 3246 3213 3131 3118 3115 3015 2994 2946 2872 2848 2806 2733 2627 2547 2399 2221 1948 535 F,, (Ib) 326 367 354 353 345 332 326 325 306 299 289 276 271 260 246 228 211 187 159 154 70 F, (Ib) 159 329 345 333 328 328 319 307 308 299 291 285 270 258 247 236 218 201 175 168 0 Force(Ib) 484 696 699 686 673 660 645 632 614 598 580 560 541 518 492 463 429 388 334 322 67 * = Section Force Exceeds Solidify Ratio Criteria 1.2D + 1.0Di +1.0WJ 120° 53.61 mph Wind with 1.581" Radial Ice Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1 .00 Totals 92,308 57,014 Ice Dead Load Factor: 11,082 1.00 Section # 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 1.2D+1.0Di Elev (ft) 391 372 352 332 312 292 272 252 232 212 192 172 152 132 112 92 72 52 32 12 1 Qz (PSf) 8.11 8.00 7.89 7.77 7.64 7.50 7.36 7.22 ASSET: CUSTOMER: 278031, ALLEN WOODS Wl AT&T MOBILITi' (g ^ ^IEL3 M 222025 CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3_01 1.2D+1.0Di+1.0Wi180° 53.61 mph Wind with 1.581" Radial Ice Elev Qz A, Sections (ft) (psf) (sf) A, (sf) Ice A, (sf) Bayfield Co ^syflQi'J-^fffeEs Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1 .00 T,z A, e C, D, D, (in) (sf) Ice Dead Load Factor: EPA, EPA,i Wt Ice Wt (sf) (sf) (Ib) (Ib) 1.00 Fst F, Force (Ib) (Ib) (Ib) * = Secdon Force Exceeds Sol/d/ty Ratio Criteria 1.2D + 1.0Di +1.0Wi210° 53.61 mph Wind with 1.581" Radial Ice Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1.00 Totals 92,308 57,014 Ice Dead Load Factor: 11,081 1.00 Section # 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Elev (ft) 391 372 352 332 312 292 272 252 232 212 192 172 152 132 112 92 72 52 32 12 1 Qz (PSf) 8.11 8.00 7.89 7.77 7.64 7.50 7.36 7.22 7.06 6.89 6.71 6.52 6.31 6.07 5.81 5.52 5.17 4.74 4.16 4.15 4.15 Af (sf) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.231 A, (sf) 35.644 40.502 39.810 40.169 39.989 39.269 39.331 39.928 38.617 38.630 38.356 37.790 38.271 38.158 37.726 36.955 36.600 35.538 34.394 33.323 1.540 Ice A, _[sQ_ 26.00 29.39 29.23 29.06 28.88 28.69 28.48 28.27 28.03 27.78 27.51 27.21 26.87 26.50 26.06 25.56 24.94 24.14 23.00 20.85 1.54 e 0.562 0.575 0.565 0.571 0.568 0.559 0.560 0.565 0.550 0.551 0.548 0.540 0.544 0.543 0.538 0.528 0.524 0.510 0.495 0.480 1.000 _CL 1.83 1.82 1.83 1.83 1.83 1.84 1.83 1.83 1.84 1.84 1.85 1.85 1.85 1.85 1.86 1.87 1.87 1.89 1.91 1.93 2.10 _DI- 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 _DL. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 T , (in) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.9 1.9 1.9 1.9 1.9 1.8 1.8 1.8 1.8 1.7 1.7 1.6 1.4 1.1 A. _[sfl_ 25.78 29.62 28.87 29.28 29.10 28.32 28.41 28.98 27.67 27.70 27.43 26.85 27.30 27.21 26.78 26.01 25.69 24.66 23.60 22.63 9.39 EPA.J^L 47.24 53.97 52.83 53.44 53.16 51.99 52.11 53.03 51.00 51.04 50.63 49.76 50.48 50.33 49.69 48.55 48.06 46.55 44.98 43.59 19.71 EPA,| ^sQ_ 26.00 29.39 29.23 29.06 28.88 28.69 28.48 28.27 28.03 27.78 27.51 27.21 26.87 26.50 26.06 25.56 24.94 24.14 23.00 20.85 1.54 Wt (Ib) 3490 4934 4813 4959 4926 4716 4763 4989 4600 4639 4592 4457 4662 4680 4607 4441 4421 4212 4035 4075 1297 Ice Wt (Ib) 2216 3257 3228 3246 3213 3131 3118 3115 3015 2994 2946 2872 2848 2806 2733 2627 2547 2399 2221 1948 535 F.,(Ib) 326 367 354 353 345 332 326 325 306 299 289 276 271 260 246 228 211 187 159 154 70 F, (Ib) 159 329 345 333 328 328 319 307 308 299 291 285 270 258 247 236 218 201 175 168 0 Force (Ib) 484 696 699 686 673 660 645 632 614 598 580 560 541 518 492 463 429 388 334 322 67 * = Section Force Exceeds Solidity Ratio Criteria 1.2D+1.0Di+1.0Wi240° 53.61 mph Wind with 1.581" Radial Ice Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1.00 Totals 92,308 57,014 Ice Dead Load Factor: 11,082 1.00 Section # 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Elev (ft)_ 391 372 352 332 312 292 272 252 232 212 192 172 152 132 112 92 72 52 32 12 1 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY li^n ii: ;y M 272025 CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 1.2D+1.0Di+1.0Wi300° 53.61 mph Wind with 1.581" Radial Ice i^avfidd Co. Z.onino Dpp': SECTION FORCES Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1.00 Ice Dead Load Factor:1.00 Section # 7 6 5 4 3 2 1 Elev (ft) 112 92 72 52 32 12 1 Qz (psf) 5.81 5.52 5.17 4.74 4.16 4.15 4.15 Arw0.000 0.000 0.000 0.000 0.000 0.000 9.231 A, (sf) 37.726 36.955 36.600 35.538 34.394 33.323 1.540 Ice A, _(sf)_ 26.06 25.56 24.94 24.14 23.00 20.85 1.54 e 0.538 0.528 0.524 0.510 0.495 0.480 1.000 _^1.86 1.87 1.87 1.89 1.91 1.93 2.10 _DI_ 0.80 0.80 0.80 0.80 0.80 0.80 0.80 -DL- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 T,z (in) 1.8 1.8 1.7 1.7 1.6 1.4 1.1 A, _(sQ_ 26.78 26.01 25.69 24.66 23.60 22.63 8.92 EPA, _[sQ_ 49.69 48.55 48.06 46.55 44.98 43.59 18.74 EPAa] (sf) 26.06 25.56 24.94 24.14 23.00 20.85 1.54 Wt (Ib) 4607 4441 4421 4212 4035 4075 1297 Ice Wt (Ib) 2733 2627 2547 2399 2221 1948 535 F.t(Ib) 246 228 211 187 159 154 66 F,(Ib) 247 236 218 201 175 168 0 Force (Ib) 492 463 429 388 334 322 66 Secd'on Force Exceeds Solidily Ratio Criteria Totals 92,308 57,014 1.2D+1.0Di+1.0Wi330° 53.61 mph Wind with 1.581" Radial Ice Elev Qz A, Sections (ft) (psf) (sf) Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1.00 Ice Dead Load Factor:1.00 A, Ice A, (sf) (sf)-CL.Dr Tiz (in) A. (sf) EPA, (sf) EPA,,(sf) Wt (Ib) Ice Wt (Ib)F,,(Ib)F.(Ib) 11,081 Force(Ib) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 391 372 352 332 312 292 272 252 232 212 192 172 152 132 112 92 72 52 32 12 1 8.11 8.00 7.89 7.77 7.64 7.50 7.36 7.22 7.06 6.89 6.71 6.52 6.31 6.07 5.81 5.52 5.17 4.74 4.16 4.15 4.15 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.231 35.644 40.502 39.810 40.169 39.989 39.269 39.331 39.928 38.617 38.630 38.356 37.790 38.271 38.158 37.726 36.955 36.600 35.538 34.394 33.323 1.540 26.00 29.39 29.23 29.06 28.88 28.69 28.48 28.27 28.03 27.78 27.51 27.21 26.87 26.50 26.06 25.56 24.94 24.14 23.00 20.85 1.54 0.562 0.575 0.565 0.571 0.568 0.559 0.560 0.565 0.550 0.551 0.548 0.540 0.544 0.543 0.538 0.528 0.524 0.510 0.495 0.480 1.000 1.83 1.82 1.83 1.83 1.83 1.84 1.83 1.83 1.84 1.84 1.85 1.85 1.85 1.85 1.86 1.87 1.87 1.89 1.91 1.93 2.10 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.9 1.9 1.9 1.9 1.9 1.8 1.8 1.8 1.8 1.7 1.7 1.6 1.4 1.1 25.78 29.62 28.87 29.28 29.10 28.32 28.41 28.98 27.67 27.70 27.43 26.85 27.30 27.21 26.78 26.01 25.69 24.66 23.60 22.63 9.39 47.24 53.97 52.83 53.44 53.16 51.99 52.11 53.03 51.00 51.04 50.63 49.76 50.48 50.33 49.69 48.55 48.06 46.55 44.98 43.59 19.71 26.00 29.39 29.23 29.06 28.88 28.69 28.48 28.27 28.03 27.78 27.51 27.21 26.87 26.50 26.06 25.56 24.94 24.14 23.00 20.85 1.54 3490 4934 4813 4959 4926 4716 4763 4989 4600 4639 4592 4457 4662 4680 4607 4441 4421 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILIPi' ) S^te I 1 ^ j JUL 2 22025 ! i-^ytieid '.Jo /'onmg Op^ CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 1.0D+1.0W Service 60° 60 mph Wind with No Ice SECTION FORCES Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1 .00 Section # 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Elev (ft) 252 232 212 192 172 152 132 112 92 72 52 32 12 1 Qz (psf) 9.04 8.84 8.63 8.41 8.16 7.90 7.61 7.28 6.91 6.47 5.93 5.21 5.20 5.20 A, (sf) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.231 A, (sf) 11.662 10.584 10.848 10.848 10.584 11.399 11.662 11.662 11.399 11.662 11.399 11.399 12.476 0.000 Ice A, (sf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 e 0.182 0.166 0.170 0.170 0.166 0.178 0.182 0.182 0.178 0.182 0.178 0.178 0.193 1.000 -CL 2.66 2.71 2.70 2.70 2.71 2.67 2.66 2.66 2.67 2.66 2.67 2.67 2.62 2.10 _DL 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 D, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 T,z(in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 A, (sf) 6.78 6.12 S.28 6.28 6.12 6.61 6.78 6.78 6.61 6.78 6.61 6.61 7.28 7.38 EPA, (sf) 18.01 16.60 16.95 16.95 16.60 17.67 18.01 18.01 17.67 18.01 17.67 17.67 19.06 15.51 EPA,, (sf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wt (IbL 1561 1321 1371 1371 1321 1512 1561 1561 1512 1561 1512 1512 1772 635 Ice Wt (Ib) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F,,(Ib) 138 125 124 121 115 119 116 111 104 99 89 78 84 69 F.(Ib) 114 111 109 106 103 100 96 92 87 82 75 66 66 0 Force(Ib) 252 236 233 227 218 218 212 203 191 181 164 144 150 69 • = Secffon Force Exceeds Solidity Ratio Criteria Totals 29,411 1.0D+1.0W Service 90° 60 mph Wind with No Ice Elev Qz Section # (ft) (psf) A, (sf) A, Ice A, (sf) (sf) Gust Response Factor (Gh): Wind Importance Factor (Iw): c, 0.85 1.00 TIZ(in)A.(sf) E PA, (sf)EPA,i (sf) Wt Ice Wt (Ib) (Ib)F,t(Ib)F.(Ib) 4,430 Force (Ib) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 391 372 352 332 312 292 272 252 232 212 192 172 152 132 112 92 72 52 32 12 1 10.16 10.03 9.88 9.73 9.57 9.40 9.22 9.04 8.84 8.63 8.41 8.16 7.90 7.61 7.28 6.91 6.47 5.93 5.21 5.20 5.20 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.231 9.647 11.113 10.584 11.113 11.113 10.584 10.848 11.662 10.584 10.848 10.848 10.584 11.399 11.662 11.662 11.399 11.662 11.399 11.399 12.476 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.168 0.174 0.166 0.174 0.174 0.166 0.170 0.182 0.166 0.170 0.170 0.166 0.178 0.182 0.182 0.178 0.182 0.178 0.178 0.193 1.000 2.71 2.68 2.71 2.68 2.68 2.71 2.70 2.66 2.71 2.70 2.70 2.71 2.67 2.66 2.66 2.67 2.66 2.67 2.67 2.62 2.10 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 ASSET: CUSTOMER: 278031, ALLEN WOODS Wl AT&T MOBILIT/ D ^ill I 0 o onoi: CODE: PROJECT: t- i. (.UlLJ 1-7 ANSI/TIA-222-1 OAA799665_C3 01 1.0D+1.0W Service 180° 60 mph Wind with No Ice Elev Qz Section # (ft) (psf) Ar (sf) A, Ice A, (sf) (sf) .SECTION FORCESCo. Zonina Dpj3fGust Resf)on'sieiFacfor'(Gti):" :" tff Wind Importance Factor (Iw): 1 .00 Tiz A. e C, Df D, (in) (sf) EPA, (sf) EPA,, (sf) Wt Ice Wt (Ib) (Ib)FB,(Ib)F,(Ib) Force(Ib) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 391 372 352 332 312 292 272 252 232 212 192 172 152 132 112 92 72 52 32 12 1 10.16 10.03 9.88 9.73 9.57 9.40 9.22 9.04 8.84 8.63 8.41 8.16 7.90 7.61 7.28 6.91 6.47 5.93 5.21 5.20 5.20 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.231 9.647 11.113 10.584 11.113 11.113 10.584 10.848 11.662 10.584 10.848 10.848 10.584 11.399 11.662 11.662 11.399 11.662 11.399 11.399 12.476 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ** = Section Force Exceeds Soiidity Ratio Criteria 1.0D+1.0W Service 210° 60 mph Wind with No Ice Section # 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Elev (ft) 391 372 352 332 312 292 272 252 232 212 192 172 152 132 112 92 72 52 32 12 1 Qz (PSf) 10.16 10.03 9.88 9.73 9.57 9.40 9.22 9.04 8.84 8.63 8.41 8.16 7.90 7.61 7.28 6.91 6.47 5.93 5.21 5.20 5.20 A, (sf) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.231 A, (sf) 9.647 11.113 10.584 11.113 11.113 10.584 10.848 11.662 10.584 10.848 10.848 10.584 11.399 11.662 11.662 11.399 11.662 11.399 11.399 12.476 0.000 Ice A, (sf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.168 0.174 0.166 0.174 0.174 0.166 0.170 0.182 0.166 0.170 0.170 0.166 0.178 0.182 0.182 0.178 0.182 0.178 0.178 0.193 1.000 e 0.168 0.174 0.166 0.174 0.174 0.166 0.170 0.182 0.166 0.170 0.170 0.166 0.178 0.182 0.182 0.178 0.182 0.178 0.178 0.193 1.000 2.71 2.68 2.71 2.68 2.68 2.71 2.70 2.66 2.71 2.70 2.70 2.71 2.67 2.66 2.66 2.67 2.66 2.67 2.67 2.62 2.10 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Gust Response Factor (Gh): Wind Importance Factor (Iw): -Cf_ 2.71 2.68 2.71 2.68 2.68 2.71 2.70 2.66 2.71 2.70 2.70 2.71 2.67 2.66 2.66 2.67 2.66 2.67 2.67 2.62 2.10 _DI_ 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 -DL- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITT CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 1.0D+1.0W Service 240° 60 mph Wind with No Ice Section # Elev JftL Qz _(EsfL A, (sf) A, Ice A, (sf) (sf) SECTION FORCES Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1.00 Tiz A. s C, D, D, (in) (sf) EPA, _(sQ_ EPA,, (sf) Wt (Ib) Ice Wt (Ib) F,t(Ib)F, (Ib) Force (Ib) * = Section Force Exceeds Solidify Ratio Criteria Totals 29,411 4,442 1.0D+1.0W Service 300° 60 mph Wind with No Ice Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1 .00 Section # 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Elev _(ftL 391 372 352 332 312 292 272 252 232 212 192 172 152 132 112 92 72 52 32 12 1 Qz _(£SfL 10.16 10.03 9.88 9.73 9.57 9.40 9.22 9.04 8.84 8.63 8.41 8.16 7.90 7.61 7.28 6.91 6.47 5.93 5.21 5.20 5.20 A, _{sfL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.231 A, _(sf)_ 9.647 11.113 10.584 11.113 11.113 10.584 10.848 11.662 10.584 10.848 10.848 10.584 11.399 11.662 11.662 11.399 11.662 11.399 11.399 12.476 0.000 Ice A, JSQ_ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 " = Section Force Exceeds SolidUy Ratio Criteria 1 .CD+1.0W Service 330° 60 mph Wind with No Ice Section # Elev _fftL Qz _i£sQ_ Ar (sf) A, _(sQ_ Ice A, _(sQ_ e 0.168 0.174 0.166 0.174 0.174 0.166 0.170 0.182 0.166 0.170 0.170 0.166 0.178 0.182 0.182 0.178 0.182 0.178 0.178 0.193 1.000 e _CL 2.71 2.68 2.71 2.68 2.68 2.71 2.70 2.66 2.71 2.70 2.70 2.71 2.67 2.66 2.66 2.67 2.66 2.67 2.67 2.62 2.10 _DL 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 _DL- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Tiz (in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1.00 -CL _DL -D^- Tiz (in) A. (sf) 5.58 6.45 6.12 6.45 6.45 6.12 6.28 6.78 6.12 6.28 6.28 6.12 6.61 6.78 6.78 6.61 6.78 6.61 6.61 7.28 7.38 A. _(sf)_ EPAa _tsf}_ 15.10 17.30 16.60 17.30 17.30 16.60 16.95 18.01 16.60 16.95 16.95 16.60 17.67 18.01 18.01 17.67 18.01 17.67 17.67 19.06 15.51 EPA, _^fL EPA,i _M_ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Totals EPA,i _(sfL Wt (Ib) 1062 1398 1321 1428 1428 1321 1371 1561 1321 1371 1371 1321 1512 1561 1561 1512 1561 1512 1512 1772 635 29,411 Wt (Ib) Ice Wt _Qb}_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ice Wt (Ib) F.i _(!bL 130 147 139 143 141 133 133 138 125 124 121 115 119 116 111 104 99 89 78 84 69 F,, _[lbL F, _(lb)_ 45 118 124 123 121 118 116 114 111 109 106 103 100 96 92 87 82 75 66 66 0 Fa ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITi' CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 EQUIVALENT LATERAL FORCE METHOD Long-Period Transition Period (T]_ - Seconds): Importance Factor (Ie): Response Modification Coefficient (R): Design Spectral Response Acceleration at Short Period (Sj,): Design Spectra! Response Acceleration at 1.0 Second Period (Sdi): Seismic Response Coefficient (C,): Upper Limit Cs: Lower Limit Cs: ^ (plPeriod based on Rayleigh Method (sec): i]|i |P IJ^ ]j:] Redundancy Factor (p): Seismic Force Distribution Exponent (k): Total Unfactored Dead Load: Seismic Base Shear (E): i!i! JJL 2 2 2025 '-iayfield Co Zonina Oeo'i'. 4 1.00 3.00 0.04 0.02 0.03 0.03 0.03 1.24 1.30 1.37 36.87 k 1.44k SEISMIC FORCES 1.2D+1.0Ev+1.0Eh Section/Appurtenance Height Above Base (ft) Weight (Ib)Wz (Ib-ft)Cvx 0.055 0.068 0.059 0.059 0.054 0.046 0.043 0.044 0.033 0.031 0.027 0.022 0.021 0.018 0.015 0.011 0.008 0.005 0.002 0.001 0.000 0.002 0.001 0.010 0.009 0.011 0.001 0.014 0.035 0.109 0.001 0.012 0.010 0.009 0.010 0.118 0.024 Horizontal Force (Ib) 79 97 85 85 78 66 62 64 48 44 39 32 31 26 21 16 11 7 4 1 0 2 1 15 13 15 1 21 50 157 1 18 15 13 15 170 35 Vertical Force (Ib) 1,282 1,688 1,596 1,724 1,724 1,596 1,656 1,886 1,596 1,656 1,656 1,596 1,826 1,886 1,886 1,826 1,886 1,826 1,826 2,140 767 40 19 243 208 248 19 336 801 2,536 18 304 256 224 251 2,899 604 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Raycap DC6-48-60-18-8F(32.8 Ibs) RaycapDC6-48-60-18-8C Ericsson Radio 4890HP 48B2/B25 48B66 M01 (67.2 Ibs) Ericsson Radio 4494 44B14 20B29 M01 Ericsson RRUS 4490 Raycap DC6-48-60-0-8C Ericsson AIR 6472 B77G B771VI (92.61bs) Commscope NNH4-65C-R6 Generic Round Sector Frame Nokia ASU9338TYP01 Nokia AirScale Dual RRH 4T4R B12/71 240WAHLOA Nokia AHFIG 70.55 Ibs Commscope F-65C-R1 Commscope FHH-65C-R3 Generic Flat Light Sector Frame Generic Torque Arm 391.00 372.00 352.00 332.00 312.00 292.00 272.00 252.00 232.00 212.00 192.00 172.00 152.00 132.00 112.00 92.00 72.00 52.00 32.00 12.00 1.00 393.80 393.80 393.80 393.80 393.80 393.80 393.80 393.80 392.00 384.00 379.00 379.00 379.00 379.00 378.00 372.00 1,062 1,398 1,321 1,428 1,428 1,321 1,371 1,561 1,321 1,371 1,371 1,321 1,512 1,561 1,561 1,512 1,561 1,512 1,512 1,772 635 33 16 202 172 205 16 278 663 2,100 15 251 212 185 208 2,400 500 3,749,813 4,610,930 4,041,428 4,030,787 3,702,169 3,129,303 2,946,982 3,023,054 2,284,109 2,095,240 1,829,491 1,516,474 1,464,932 1,247,571 996,316 736,808 544,195 337,443 173,618 53,159 635 116,990 57,069 719,063 613,130 731,904 57,069 990,852 2,364,777 7,443,423 51,343 850,885 716,855 626,487 704,671 8,093,685 1,649,658 1.2D+1.0Ev+1.5Eh Section/Appurtenance Totals Height Above Base (ft) 36,867 Weight _ffbL 68,302,316 Wz (Ib-ft) 1.000 Cvx 1,438 Horizontal Force (Ib) 44,528 Vertical Force (Ib) 21 20 19 18 17 16 391.00 372.00 352.00 332.00 312.00 292.00 1,062 1,398 1,321 1,428 1,428 1,321 3,749,813 4,610,930 4,041,428 4,030,787 3,702,169 3,129,303 0.055 0.068 0.059 0.059 0.054 0.046 118 146 128 127 117 99 1,282 1,688 1,596 1,724 1,724 1,596 ©2007 - 2022 byATC IP LLC. All rights reserved.Page 15 of 46 Model ID: 97456 Scenario ID: 384829 7/14/2025 10:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3_01 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Raycap DC6-48-60-18-8F(32.8 Ibs) Raycap DC6-48-60-18-8C Ericsson Radio 4890HP 48B2/B25 48B66 M01 (67.2 Ibs) Ericsson Radio 4494 44B14 20B29 M01 Ericsson RRUS 4490 Raycap DC6-48-60-0-8C Ericsson AIR 6472 B77G B77M (92.61bs) Commscope NNH4-65C-R6 Generic Round Sector Frame Nokia ASU9338TYP01 Nokia AirScale Dual RRH 4T4R B12/71 240WAHLOA NokiaAHFIG 70.55 Ibs Commscope F-65C-R1 Commscope FHH-65C-R3 Generic Flat Light Sector Frame Generic Torque Arm 272.00 252.00 232.00 212.00 192.00 172.00 152.00 132.00 112.00 92.00 72.00 52.00 32.00 12.00 1.00 393.80 393.80 393.80 393.80 393.80 393.80 393.80 393.80 392.00 384.00 379.00 379.00 379.00 379.00 378.00 372.00 1,371 1,561 1,321 1,371 1,371 1,321 1,512 1,561 1,561 1,512 1,561 1,512 1,512 1,772 635 33 16 202 172 205 16 278 663 2,100 15 251 212 185 208 2,400 500 2,946,982 3,023,054 2,284,109 2,095,240 1,829,491 1,516,474 1,464,932 1,247,571 996,316 736,808 544,195 337,443 173,618 53,159 635 116,990 57,069 719,063 613,130 731,904 57,069 990,852 2,364,777 7,443,423 51,343 850,885 716,855 626,487 704,671 8,093,685 1,649,658 0.043 0.044 0.033 0.031 0.027 0.022 0.021 0.018 0.015 0.011 0.008 0.005 0.002 0.001 0.000 0.002 0.001 0.010 0.009 0.011 0.001 0.014 0.035 0.109 0.001 0.012 0.010 0.009 0.010 0.118 0.024 93 95 72 66 58 48 46 39 31 23 17 11 5 2 0 4 2 23 19 23 2 31 75 235 2 27 23 20 22 256 52 1,656 1,886 1,596 1,656 1,656 1,596 1,826 1,886 1,886 1,826 1,886 1,826 1,826 2,140 767 40 19 243 208 248 19 336 801 2,536 18 304 256 224 251 2,899 604 Totals 36,867 68,302,316 1.000 2,157 44,528 IDS HI 111^lili ,.nJ!... 2 ? 2025 • ^~!VTIp''-;yr\c DQc' FORCE/STRESS SUMMARY Section 1 - 0.0' to 2.00' Member Compression Pu (kip) Load Case Len _fftL Bracing % F'y <Pc Pn X Y Z KL/R (ksi) (kip) Shear cfRn« _(klEl_ Bear $Rn _(kiEL # # Bolt Hole Use % Controls LW-W16X36 -121.66 1.2D+1.0Di+1.0WiN 2.646 100 100 100 20.89 50.00 519.90 0.00 0.00 23 Member Y L SOL-2 3/4" SOLID D SOL-1" SOLID Member Tension Shear Bear Blk Shear Member Tension HW-W16X36 Max Splice Forces Section 2 - 2.0' to 22.00' Member Compression Pu _?_ 43.42 Pu _(klEL Pu (kip) Load Case 1.2D+1.0Di+1.0WiN Load Case Load Case ,.F».(ksi) 50.0 tPRrt _[ki£L Len _(ft}_ Fu _(M_ 65 Use % (PcPn <fRnv (kip) (kip) ORn J<i£}_ 477.00 0.00 0.00 Num Bolts Bolt Type Bracing % F'y X Y Z KL/R (ksi) CPcPn 1 (kip) WtPn J<iEL 0.00 Shear (t)Rn« _(kiEL # Bolt 0 Bear $Rn _(kiEL # Hole 0 # # Bolt Hole Use% 9 Use % Controls Member Controls -97.93 -2.25 Pu JkiEL 1.2D+1.0Di+1.0Wi300° 1.2D+1.0Di+1.0Wi330° Load Case 3.25 4.423 A(ksi) 100 100 100 56.73 50.00 211.24 100 100 100 148.61 50.00 8.03 FU (ksi) cPcPn JM- Shear <t)Rn» JkiEL Bear ORn _(kiEL 0.00 0.00 Blk Shear CPtPn _(ki£L 0.00 0.00 # Bolt # Hole Member X 28 Member X Use % Controls ©2007 - 2022 by A TC IP LLC. AH rights reserved.Page 16 of 46 Model ID: 97456 Scenario ID:384829 7/14/2025 10:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITi' CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 FORCE/STRESS SUMMARY H SOL-3/4" SOLID D SOL-1" SOLID Max Splice Forces 2.10 0.36 Pu (kip) 1.2D+1.0Di+1.0WiN 1.2D+1.0W330" Load Case 50.0 50.0 CPRnt (kip) 65 65 19.88 35.34 0.00 0.00 0.00 0.00 0.00 0.00 11 Member 1 Member Use Num Bolts Bolt Type !D) I "5 E II I ^ ^ JUL2220?5 iui ?-;3v?ieiri r:^ ^onina Deot ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 17 of 46 Model ID: 97456 Scenario ID: 384829 7/14/202510:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 FORCE/STRESS SUMMARY Section 3 - 22.0' to 42,00' Member Compression Pu (kip) Load Case Len (ft) Bracing % Fy c&c Pn X Y Z KL/R (ksi) (kip) Shear <tlRn« (kip) Bear $Rn (kip) # # Use Bolt Hole % Controls L SOL-2 1/2" SOLID D SOL-7/8" SOLID Member Tension 100.75 -1.58 Pu _?- 0.75 1.2D+ 1.0DH 1.2D+ 1.0DH Load Case 1.2D+1.0Di 330° -1 -1 + .OWi 300° .OWi 330° 1.0Wi 3.25 4.423 .F'.,(ksi) 50.0 100 100 100 100 Fu (ksi) 65 100 100 OcPn (kip) 19.88 62.40 50.00 169.88 50.00 Shear <t>Rn« JM- 0.00 166.21 4.71 Bear ORn (kip) 0.00 0.00 0.00 Blk Shear <t>tPn (kip) 0.00 0.00 0.00 # Bolt 0 0 0 # Hole 0 0 0 61 34 Use % 4 Member X Member X Controls MemberH SOL-3/4" SOLID Max Splice Forces Section 4 - 42.0' to 62.00- Member Compression Pu (kip) Pu _?L Load Case Load Case <t)Rnt (kip) Len -M- Use % Bracing % X Y Z Num Bolts KL/R Bolt Type F'y Oc Pn (ksi) (kip) Shear *Rn, JkiEL Bear ORn _?_ # Bolt # Use Hole % Controls L SOL-2 1/2" SOLID D SOL-7/8" SOLID Member Tension 100.47 -1.33 Pu _?_ 0.75 0.11 1.2D+1.0Di+ 1.2D+1.0DI+ Load Case 1.2D+1.0Di 330° H.OWi300° H.OWi90° +1.0Wi 1.2D+1.0W900 3.25 4.423 Fy(ksi) 50.0 50.0 100 100 100 100 FU _(ks!L 65 65 100 100 *cPn (kip) 19.88 27.06 62.40 50.00 169.88 50.00 Shear (t)Rn» _[k[EL 0.00 0.00 166.21 4.71 Bear ORn _(k!EL 0.00 0.00 0.00 0.00 Blk Shear O.Pn _^EL 0.00 0.00 0.00 0.00 # Bolt 0 0 0 0 # Hole 0 0 0 0 60 28 Use % 4 0 Member X Member X Controls Member Member H SOL-3/4" SOLID D SOL-7/8" SOLID Max Splice Forces Section 5 - 62.0' to 82.00- Member Compression Pu JM- Pu (kip) Load Case Load Case fRnt J<iEL Len (ft) Use% Bracing % X Y Z Num Bolts KL/R Bolt Type F'y 0, Pn (ksi) (kip) Shear ORn. (kip) Bear ORn (kip) # Bolt # Hole Use % Controls L SOL-2 1/2" SOLID H SOL-3/4" SOLID D SOL-1" SOLID Member Tension -97.27 1.2D+1.0Di+1.0Wi300° -0.02 1.2D+1.0W120° -1.66 1.2D+1.0Di+1.0Wi330° Pu (kip)Load Case 3.25 3 4.423 .F».(ksi) 100 100 100 62.40 50.00 166.21 100 100 100 124.80 50.00 6.41 100 100 100 148.61 50.00 8.03 Fu (&cPn (ksi) (kip) Shear ORn, (kip) Bear CfRn (kip) 0.00 0.00 0.00 Blk Shear <t>(Pn (kip) 0.00 0.00 0.00 # Bolt # Hole 59 Member X 0 Member X 21 Member X Use % Controls H SOL - 3/4" SOLID D SOL-1" SOLID 5.79 1.2D+1.0Di+1.0Wi 50.0 65 19.88 0.00 0.00 0.00 300° 0.30 1.2D+1.0W90° 50.0 65 35.34 0.00 0.00 0.00 29 Member Member Max Splice Forces Section 6 - 82.0" to 102.00' Member Compression Pu (kip) Pu (kip) Load Case Load Case ORnt (kip) Len (ft) Use % Bracing % X Y Z Num Bolts KL/R Bolt Type F, 0,Pn (ksi) (kip) Shear <t)Rn« _[kiE)_ Bear (t>Rn _(k!EL # Bolt # Hole Use % Controls L SOL-2 1/2" SOLID D SOL - 7/8" SOLID Member Tension 92.82 -1.14 Pu JsiEL 0.71 Pu (kip) 1.2D+ 1.0Di+ 1.2D+1.0Di+ Load Case 1.2D+1.0DI 330° Load Case 1.0Wi300° 1 .OWi 60° +1.0WJ 3.25 4.423 A(ksi) 50.0 CPRnt (kip) 100 100 100 100 Fu (ksi) 65 Use % 100 62.40 50.00 100 169.88 50.00 Shear (t>,,Pn <PRn» (kip) (kip) 19.88 0.00 166.21 4.71 Bear cpR,, J<iEL 0.00 Num Bolts Bolt Type 0.00 0.00 Blk Shear <»tPn _(ki£L 0.00 0.00 0.00 # Bolt 0 0 0 # Hole 0 0 0 56 24 Use% 4 Member X Member X Controls MemberH SOL - 3/4" SOLID Max Splice Forces D! H IU I E |n)im Page18of4§! |j MqJlVJD: ^'4^ ^ 0 ? 5sce^J<° ID: 384829©2007 - 2022 by A TC IP LLC. AH rights reserved.7/14/202510:03:29 !~>av?Je!ri 'onniu Dec! ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILIT/ CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 FORCE/STRESS SUMMARY Section 7 - 102.0' to 122.00' Member Compression Pu (kip)Load Case Len(ft) Bracing % X Y Z KL/R F\.(ksi) *cPn (kip) Shear ORnu (kip) Bear CPRn (kip) # Bolt # Hole Use % Controls L SOL-2 1/2" SOLID H SOL-3/4" SOLID D SOL-1" SOLID Member Tension -90.50 -0.01 -1.77 Pu _(kiEL 1.2D+1.0Di+1.0Wi300° 1.2D+1.0W180- 1.2D+1.0Di+1.0Wi210° Load Case 3.25 3 4.423 Fy(ksi) 100 100 100 100 100 100 100 100 100 Fu OcPn (ksi) (kip) 62.40 50.00 124.80 50.00 148.61 50.00 Shear CPRn, _(kiEL 166.21 6.41 8.03 Bear <PRn (kip) 0.00 0.00 0.00 Blk Shear *tPn (kip) 0.00 0.00 0.00 # Bolt 54 Member X 0 Member X 22 Member X # Hole Use Controls H SOL - 3/4" SOLID D SOL-1" SOLID Max Splice Forces 0.72 0.40 Pu _(klEL 1.2D+1.0Di+1.0Wi 330° 1.2D+1.0W210" Load Case 50.0 50.0 ORnt _(kiEL 65 19.88 0.00 65 35.34 0.00 Use % Num _Bolts 0.00 0.00 Bolt Type 0.00 0.00 4 Member 1 Member D) 1^ ! ff IE (fj)^ ~".,.^ lu ^u I Li JUL 222025 RqyfieM On 7nnino Denr ©2007 - 2022 by ATC IP LLC. All rights reserved.Page 19 of 46 ModellD: 97456 Scenario ID: 384829 7/14/2025 10:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 FORCE/STRESS SUMMARY Section8-122.0-to142.00' Member Compression Pu (kip)Load Case Len (ft) Bracing % F'y (D, Pn X Y Z KL/R (ksi) (kip) Shear <PRn. (kip) Bear OR, (kip) # # Use Bolt Hole % Controls L SOL-2 1/2" SOLID H SOL-3/4" SOLID D SOL-1" SOLID Member Tension 83.04 -0.08 -2.02 Pu (kip) 6.74 0.63 1.2D+ 1.2D+ 1.2D+ Load 1.2D 300° 1.2D 1.0Di+1.0Wi300° 1.0W1200 1.0Di+1.0Wi210° Case +1.0Di+1.0Wi +1.0W210° 3.25 3 4.423 Fy(ksi) 50.0 50.0 100 100 100 Fu (ksi) 65 65 100 100 100 100 100 100 OcPn (kip) 19.88 35.34 62.40 50.00 124.80 50.00 148.61 50.00 Shear (t)Rn« (kip) 0.00 0.00 166.21 6.41 8.03 Bear $Rn (kip) 0.00 0.00 0.00 0.00 0.00 Blk Shear ct)tPn Ckip) 0.00 0.00 0.00 0.00 0.00 # Bolt 0 0 0 0 0 # Hole 0 0 0 0 0 50 1 25 Use% 34 2 Member X Member X Member X Controls Member Member H SOL-3/4" SOLID D SOL-1" SOLID Max Splice Forces Section 9-142.0'to 162.00' Member Compression Pu JM- Pu (kip) Load Case Load Case tPRnl _?_ Len (ft) Use % Bracing % X Y Z Num Bolts KL/R Bolt Type F, (Pc Pn (ksi) (kip) Shear <fRn« (kip) Bear CPRn (kip) # Bolt # Hole Use % Controls L SOL-2 1/2" SOLID D SOL - 7/8" SOLID Member Tension 77.82 -1.41 Pu (kip) 0.64 0.38 1.2D+1.0Di+ 1.2D+ 1.0Di+ Load Case 1.2D+1.0DI 330° -1.0Wi300° -1.0Wi330° +1.0WJ 1.2D+1.0W330° 3.25 4.423 Fy(ksi) 50.0 50.0 100 100 100 100 FU (ksi) 65 65 100 100 O.Pn (kip) 19.88 27.06 62.40 50.00 169.88 50.00 Shear (t>Rn» (kip) 0.00 0.00 166.21 4.71 Bear (PRn (kip) 0.00 0.00 0.00 0.00 Blk Shear OtPn (kip) 0.00 0.00 0.00 0.00 # Bolt 0 0 0 0 # Hole 0 0 0 0 47 30 Use% 3 1 Member X Member X Controls Member Member H SOL - 3/4" SOLID D SOL - 7/8" SOLID Max Splice Forces Section10-162.0-to182.00- Member Compression Pu (kip) Pu (kip) Load Case Load Case Ct>Rn| J<iEL Len (ft) Use % Bracing % X Y Z Num Bolts KL/R Bolt Type F\ ^ Pn (ksi) (kip) Shear (»Rn« (kip) Bear ORn (kip) » Bolt # Hole Use % Controls L SOL-2 1/4" SOLID D SOL-7/8" SOLID Member Tension 77.44 -1.09 Pu (kip) 0.52 0.23 Pu (kip) 1.2D+ 1.0Di+ 1.0Wi300° 1.2D+1.0Di+1.0Wi120° Load Case 1.2D+1.0Di+1.0Wi 300° 1.2D+1.0W240' Load Case 3.25 4.423 A._(ksiL 50.0 50.0 *Rnt (kip) 100 100 100 100 FU (ksi) 65 65 Use % 100 69.33 50.00 100 169.88 50.00 Shear cfcPn OR,,, (kip) (kip) 19.88 0.00 27.06 0.00 125.90 4.71 Bear ORn _(kiE)_ 0.00 0.00 Num Bolts Bolt Type 0.00 0.00 Blk Shear ct), p _(k]EL 0.00 0.00 0.00 0.00 # Bolt 0 0 0 0 0 0 # _Hole 0 0 62 23 Use% 3 1 Member X Member X Controls Member Member H SOL-3/4" SOLID D SOL-7/8" SOLID Max Splice Forces 1 » II I! 'it .'"I 22 2025 ^viifiici Co. Zonina Dec' ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 20 of 46 Model ID:97456 Scenario ID:384829 7/14/202510:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3 01 FORCE/STRESS SUMMARY Section 11 - 182.0' to 202.00" Member Compression Pu (kip)Load Case Len (ft) Bracing % F'y <t>c Pn X Y Z KL/R (ksi) (kip) Shear *Rn. (kip) Bear C&Rn (kip) # # Use Bolt Hole % Controls L SOL-2 1/4" SOLID H SOL-3/4" SOLID D SOL-1" SOLID Member Tension 73.78 -0.11 -1.63 Pu (kip) 6.33 0.56 1.2D+ 1.2D+ 1.2D+ Load 1.2D 1.2D 1.0Di+1.0Wi330° 1.0W1200 1.0Di+1.0Wi330° Case +1.0Di+1.0WiN +1.0W2100 3.25 3 4.423 F»(ksi) 50.0 50.0 100 100 100 Fu (ksi) 65 65 100 100 100 100 100 100 <»cPn (kip) 19.88 35.34 69.33 50.00 124.80 50.00 148.61 50.00 Shear ORn. (kip) 0.00 0.00 125.90 6.41 8.03 Bear ORn (kip) 0.00 0.00 0.00 0.00 0.00 Blk Shear 1>tPn (kip) 0.00 0.00 0.00 0.00 0.00 # Bolt 0 0 0 0 0 # Hole 0 0 0 0 0 59 2 20 Use % 32 2 Member X Member X Member X Controls Member Member H SOL - 3/4" SOLID D SOL-1" SOLID Max Splice Forces Section 12 - 202.0' to 222.00' Member Compression Pu (kip) Pu (kip) Load Case Load Case *Rnt (kip) Len -M- Use % Bracing % X Y Z Num Bolts KL/R Bolt Type F'y OcPn (ksi) (kip) Shear CPRn. JM. Bear ORn _[kiE)_ # Bolt # Hole Use % Controls L SOL-2 1/4" SOLID H SOL-3/4" SOLID D SOL-1" SOLID Member Tension -67.61 -0.02 -1.27 Pu (kip) 1.2D+1.0Di+1.0Wi330° 1.2D+1.0W210" 1.2D+1.0Di+1.0Wi240° Load Case 3.25 3 4.423 .F».(ksi) 100 100 100 69.33 50.00 125.90 100 100 100 124.80 50.00 6.41 100 100 100 148.61 50.00 8.03 Fu (ksi) OcPn (kip) Shear ORn. (kip) Bear ORn (kip) 0.00 0.00 0.00 Blk Shear (f,Pn (kip) 0.00 0.00 0.00 # Bolt # Hole 54 Member X 0 Member X 16 Member X Use % Controls H SOL-3/4" SOLID D SOL-1" SOLID Max Splice Forces 0.49 0.30 Pu (kip) 1,2D+1.0Di+1.0Wi 330° 1.2D+1.0W210' Load Case 50.0 50.0 Ct'Rnt (kip) 65 65 19.88 0.00 35.34 0.00 0.00 0.00 0.00 0.00 Member Member Use % Num Bolts Bolt Type ^ 1 il ^ ,juL2122025ni ^ -^\meic!'.Zon'nc, Dep. ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 21 of 46 Model ID: 97456 Scenario ID: 384829 7/14/202510:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 FORCE/STRESS SUMMARY Section 13 - 222.0- to 242.00' Member Compression Pu _(kiEL Load Case Len _(«L Bracing % F'y Oc Pn X Y Z KL/R (ksi) (kip) Shear *Rn. _(kiEL Bear <Wn _(ki£L # # Use Bolt Hole % Controls L SOL-2 1/4" SOLID H SOL-3/4" SOLID D SOL - 7/8" SOLID Member Tension -67.10 -0.03 -1.11 Pu (kip) 1.2D+1.0Di+1.0Wi330° 1.2D+1.0W300' 1.2D+1.0Di+1.0Wi60° Load Case 3.25 3 4.423 .F».(ksi) 100 100 100 69.33 50.00 125.90 100 100 100 124.80 50.00 6.41 100 100 100 169.88 50.00 4.71 FU (ksi) OcPn (kip) Shear $Rn. (kip) Bear (HRn (kip) 0.00 0.00 0.00 Blk Shear <t)tPn (kip) 0.00 0.00 0.00 # Bolt # Hole 53 Member X 0 Member X 24 Member X Use % Controls H SOL - 3/4" SOLID D SOL-7/8" SOLID 0.47 0.43 1.2D+1.0Di+1.0Wi 300° 1.2D+1.0W120" 50.0 50.0 65 65 19.88 27.06 0.00 0.00 0.00 0.00 0.00 0.00 Member Member Max Splice Forces Section 14 - 242.0' to 262.00' Member Compression Pu (kip) Pu (kip) Load Case Load Case ORnt (kip) Len (ft) Use % Bracing % X Y Z Num Bolts KL/R Bolt Type F'y Oc PH (ksi) (kip) Shear ORn. (kip) Bear ORn (kip) # Bolt # Hole Use % Controls L SOL-2 1/2" SOLID H SOL-3/4" SOLID D SOL-1" SOLID Member Tension -63.98 -0.15 -1.70 Pu (kip) 5.34 1.07 Pu (kip) 1.2D+1.0Di+1.0Wi240° 1.2D+1.0W120' 1.2D+1.0Di+1.0Wi210° Load Case 1.2D+1.0Di+1.0WiN 1.2D+1.0W90° Load Case 3.25 3 4.423 A.(ksi) 50.0 50.0 ORnt (kip) 100 100 100 100 100 100 FU (ksi) 65 65 Use % 100 62.40 50.00 100 124.80 50.00 100 148.61 50.00 Shear $cPn fRrw (kip) (kip) 19.88 0.00 35.34 0.00 166.21 6.41 8,03 Bear <fRn (kip) 0.00 0.00 Num Bolts Bolt Type 0.00 0.00 0.00 Blk Shear OtPn (kip) 0.00 0.00 0.00 0.00 0.00 # Bolt 0 0 0 0 0 # Hole 0 0 0 0 0 39 2 21 Use % 27 3 Member X Member X Member X Controls Member Member H SOL-3/4" SOLID D SOL-1" SOLID Max Splice Forces iU g um 11 i .'". -'.Z 2025 l;^v'ti!,',,,,. Zoning Depi ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 22 of 46 Model ID: 97456 Scenario ID: 384829 7/14/202510:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILIPi/ CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 FORCE/STRESS SUMMARY Section 15 - 262.0' to 282.00' Member Compression Pu _(ki£L Load Case Len _mL Bracing % F'y cfc Pn X Y Z KL/R (ksi) (kip) Shear ORn.JsiEL Bear CDRn JSiEL # # Use Bolt Hole % Controls L SOL-2 1/4" SOLID H SOL - 3/4" SOLID D SOL-1" SOLID Member Tension 55.39 -0.09 -0.97 Pu (kip) 1.13 0.50 1.2D+ 1.2D+ 1.2D+ 1.0Di+1.0Wi330° 1.0W180° 1.0Di+1.0Wi120° Load Case 1.2D 180° 1.20 +1.0Di+1.0Wi +1.0W120° 3.25 3 4.423 Fy _(ksQ_ 50.0 50.0 100 100 100 Fu (ksi) 65 65 100 100 100 100 100 100 *cPn _[kiE)_ 19.88 35.34 69.33 50.00 124.80 50.00 148.61 50.00 Shear ORn, JM- 0.00 0.00 125.90 6.41 8.03 Bear ORn _[kiEL 0.00 0.00 0.00 0.00 0.00 Blk Shear OtPn _(kiEL 0.00 0.00 0.00 0.00 0.00 # Bolt 0 0 0 0 0 # Hole 0 0 0 0 0 44 1 12 Use % 6 1 Member X Member X Member X Controls Member Member H SOL-3/4" SOLID D SOL-1" SOLID Max Splice Forces Section 16 - 282.0' to 302.00' Member Compression Pu JSiEL Pu (kip) Load Case Load Case ORnt J<lEL Len _(«L Use % Bracing % X Y Z Num Bolts KL/R Bolt Type F'y *, Pn (ksi) (kip) Shear 1>Rm _(ki£L Bear ORn _?_ # Bolt # Hole Use % Controls L SOL-2 1/4" SOLID H SOL-3/4" SOLID D SOL-7/8" SOLID Member Tension -55.52 -0.24 -1.53 Pu _(kl£L 0.27 0.40 1.13 1.2D+ 1.2D+ 1.2D+ 1.0Di+1.0Wi300° 1.0W1800 1.0W1200 Load Case 1.2D 1.2D 1.2D +1.0W300' +1.0W120' +1.0W900 3.25 3 4.423 Fy(ksi) 50.0 50.0 50.0 100 100 100 FU _(ksj; 65 65 65 100 100 100 1_ 100 100 100 OcPn _(kiEL 178.92 19.88 27.06 69.33 50.00 124.80 50.00 169.88 50.00 Shear ORn» JM. ; 0.00 0.00 0.00 125.90 6.41 4.71 Bear CfRn JSiEL 0.00 0.00 0.00 0.00 0.00 0.00 Blk Shear (»tPn (kip) 0.00 0.00 0.00 0.00 0.00 # Bolt 0 0 0 0 0 0 # Hole 0 0 0 0 0 0 44 4 33 Use% 0 2 4 Member X Member X Member X Controls Member Member Member L SOL-2 1/4" SOLID H SOL-3/4" SOLID D SOL-7/8" SOLID Max Splice Forces Section 17 - 302.0' to 322.00' Member Compression Pu (kip) Pu _(k!eL Load Case Load Case t'Rnt (kip) Len -M- Use % Bracing % X Y Z Num Bolts KL/R Bolt Type F'y (&„ Pn (ksi) (kip) Shear ORn« _(kiEL Bear ORn _(kiEL # Bolt # Hole Use % Controls L SOL-2 1/4" SOLID H SOL-3/4" SOLID D SOL-1 1/8" SOLID Member Tension 58.36 -0.35 -2.00 Pu (kip) 24.70 7.14 1.2D+1.0W120° 1.2D+1.0W120' 1.2D+1.0W90' Load Case 1.2D+1.0W3000 1.2D+1.0Di+1.0Wi 330° 1.2D+1.0W1800 3.25 3 4.423 Fy(ksi) 50.0 50.0 50.0 100 100 100 Fu (ksi) 65 65 65 100 100 100 100 100 100 OcPn (kip) 178.9; 19.88 44.73 69.33 50.00 124.80 50.00 132.08 50.00 Shear *Rn< (kip) ' 0.00 0.00 0.00 125.90 6.41 12.87 Bear ORn (kip) 0.00 0.00 0.00 0.00 0.00 0.00 Blk Shear <OtPn (kip) 0.00 0.00 0.00 0.00 0.00 # Bolt 0 0 0 0 0 0 # Hole 0 0 0 0 0 0 46 5 16 Use % 14 36 3 Member X Member X Member X Controls Member Member Member L SOL-2 1/4" SOLID H SOL - 3/4" SOLID D SOL-1 1/8" SOLID ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITT CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3_01 H SOL - 3/4" SOLID D SOL-1 1/8" SOLID 1.42 1.2D+1.0Di+1.0Wi 60° 1.70 1.2D+1.0W330° FORCE/STRESS SUMMARY 50.0 65 19.88 50.0 65 44.73 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 7 4 Member Member Max Splice Forces Bot Tension Section 19 - 342.0' to 362.00" Member Compression Pu _(ki£L 24.70 Pu (kip) Load Case 1.2D+1.0W300° Load Case <»Rnt _(!<iEL 249.34 Len JSL Use % 10 Bracing % X Y Z, Num Bolts 6 _KL/R Bolt Type 0.875" A325 F'y 1>, Pn (ksi) (kip) Shear CPRn« (kip) Bear *Rn (kip) # Bolt # Hole Use % Controls L SOL-2 1/4" SOLID H SOL - 3/4" SOLID D SOL - 7/8" SOLID Member Tension -43.98 -0.15 -1.12 Pu (kip) 15.17 0.30 1.02 1.2D+1.0W120° 1.2D+1.0W330° 1.2D+1.0W330° Load Case 1.2D+1.0W3000 1.2D+1.0Di+1.0Wi 300° 1.2D+1.0W330° 3.25 3 4.423 Fy(ksi) 50.0 50.0 50.0 100 100 100 FU (ksi) 65 65 65 100 100 100 100 100 100 OcPn (kip) 178.92 19.88 27.06 69.33 50.00 124.80 50.00 169.88 50.00 Shear (t)Rn» (kip) ; 0.00 0.00 0.00 125.90 6.41 4.71 Bear ORn (kip) 0.00 0.00 0.00 0.00 0.00 0,00 Blk Shear *tPn (kip) 0.00 0.00 0.00 0.00 0.00 # Bolt 0 0 0 0 0 0 # Hole 0 0 0 0 0 0 35 2 24 Use % 8 2 4 Member X Member X Member X Controls Member Member Member L SOL-2 1/4" SOLID H SOL-3/4" SOLID D SOL-7/8" SOLID Max Splice Forces Bot Tension Section 20 - 362.0' to 382.00' Member Compression Pu (kip) 15.10 Pu (kip) Load Case 1.2D+1.0W300" Load Case ORnt (kip) 249.34 Len (ft) Use % 6 Bracing % X Y Z Num Bolts 6 KL/R Bolt Type 0.875" A325 F'y Oc Pn (ksi) (kip) Shear <»Rn. (kip) Bear ORn (kip) # Bolt # Hole Use % Controls L SOL-2 1/4" SOLID H SOL-3/4" SOLID D SOL-1 1/8" SOLID Member Tension -39.22 1.2D+1.0Di+1.0Wi120'' -2.41 1.2D+1.0W330' -5.50 1.2D+1.0W210' Pu JM.Load Case 3.25 3 4.423 Fy (ksiL 50.0 50.0 50.0 100 100 100 Fu (ksi) 65 65 65 100 100 100 100 100 100 (PcPn^EL 178.92 19.88 44.73 69.33 50.00 124.80 50.00 132.08 50.00 Shear (DRn. _[kiEL ' 0.00 0.00 0.00 125.90 6.41 12.87 Bear <PRn JM- 0.00 0.00 0.00 0.00 0.00 0.00 BlkShear CD, p JM- 0.00 0.00 0.00 0.00 0.00 # Bolt 0 0 0 0 0 0 # Hole 0 0 0 0 0 0 31 38 43 Use% 15 14 12 Member X Member X Member X Controls Member Member Member L SOL-2 1/4" SOLID H SOL-3/4" SOLID D SOL-1 1/8" SOLID L SOL-2 1/4" SOLID H SOL - 3/4" SOLID D SOL-1" SOLID Member Tension 25.97 2.78 5.54 1.2D+1.0W180° 1.2D+1.0W300" 1.2D+1.0W330' Max Splice Forces Bot Tension Section 21 - 382.0' to 400.00' Member Compression Pu (kip) 10.86 Pu (kip) Load Case 1.2D+1.0W180' Load Case ORnt (kip) 249.34 Len (ft) Use% 4 Bracing % X Y Z Num _Bolts 6 KL/R Bolt Type 0.875" A325 F'y 0, Pn (ksi) (kip) Shear ORn» (kip) Bear ORn (kip) # Bolt # Hole Use % Controls -12.28 -0.97 -2.99 Pu (kip) 1.2D+1.0W240" 1.2D+1.0W120" 1.2D+1.0W90' Load Case 3.5 100 100 100 74.67 50.00 119.02 3 100 100 100 124.80 50.00 6.41 4.61 100 100 100 154.89 50.00 7.40 A.(ksi) FU (ksi) *cP" (kip) Shear (PRn« (kip) Bear C&Rn (kip) 0.00 0.00 0.00 Blk Shear (t)tPn (kip) 0.00 0.00 0.00 # Bolt # Hole 10 Member X 15 Member X 40 Member X Use % Controls L SOL-2 1/4" SOLID H SOL - 3/4" SOLID D SOL-1" SOLID Max Splice Forces 10.80 0.98 3.34 Pu _?)_ 1.2D+1.0W3000 1.2D+1.0W3000 1.2D+1.0W3300 Load Case 50.0 50.0 50.0 *Rn, J<iEL 65 178.92 0.00 0.00 65 19.88 0.00 0.00 0.00 65 35.34 0.00 0.00 0.00 6 Member 5 Member 9 Member Use Num Bolts Bolt Type Bot Tension 10.73 1.2D+1.0W300°249.34 0.875" A325 Ij! iEHWEISJJ[. 2'2 2025 ©2007 - 2022 by A TC IP LLC. AH rights reserved.Page 24 of 46 Model ID:97456 nncj DeD'i 7/14/2025 10:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILIT/ CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3 01 DETAILED CABLE FORCES Load Case Elevation(ft)Cable Anchor Node Tower Node Available Tension (kip) Applied Tension (kip)Use (%) 1.2D+1.0W Normal 1.2D+1.0W60" 1.2D+1.0W900 D) I C 11 W 72.00 J!JL 2'2 2025 ^ Qayfieicj Co Zonma Depf. 132.00 192.00 261.75 321.75 372.00 72.00 132.00 192.00 261.75 321.75 372.00 72.00 132.00 192.00 261.75 321.75 372.00 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 1.86 3.71 3.68 2.23 4.9 4.84 2.26 4.94 4.87 3.35 5.94 5.84 4.14 11.16 10.95 1.64 7.81 8 8.11 7.7 1.64 2.64 2.65 4.33 3.26 3.35 6.08 3.46 3.57 6.06 4.48 4.64 6.92 7.49 7.72 14.2 4.47 4.61 10.85 4.7 10.86 4.56 3.17 2.09 4.1 3.95 2.61 5.67 4.09 2.8 5.65 5.15 3.84 6.57 9.27 5.56 13.25 6.19 2.86 12 23 23 11 23 23 11 24 23 13 23 23 9 23 23 6 31 31 32 30 6 16 16 27 16 16 29 16 17 29 18 18 27 16 16 30 18 18 43 18 43 18 20 13 25 19 12 27 19 13 27 20 15 26 19 12 28 24 11 ©2007 - 2022 by A TC IP LLC. AH rights reserved.Page 25 of 46 ModellD: 97456 Scenario ID:384829 7/14/202510:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3 01 DETAILED CABLE FORCES Load Case Elevation (ft)Cable Anchor Node Tower Node Available Tension (kip) Applied Tension (kip)Use (%) 1.2D+1.0W120" 1.2D+1.0W180' 1.2D+1.0W210" 72.00 132.00 192.00 261.75 321.75 372.00 72.00 132.00 192.00 261.75 321.75 372.00 72.00 132.00I IS 111 ^ J'JL2'22025 Ravfield Co. /.omna ueP^Ts ,192.00 321.75 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS A1a A1b A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b Ala A1 A1b A1a A1 A1b A1b A1a A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1 A1a A1b A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b Ala A1 A1b A1a A1 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 9.82 2.88 10.2 6.36 3.66 1.89 3.68 4.78 2.28 4.83 4.79 2.35 4.86 5.75 3.5 5.85 10.86 4.27 11.09 7.73 1.88 1.89 7.85 8.17 8.04 4.29 2.64 2.64 6.02 3.35 3.31 5.99 3.58 3.52 6.81 4.65 4.58 13.95 7.79 7.68 4.75 10.74 4.59 4.66 4.68 10.74 4.05 3.18 2.06 5.59 4.03 2.57 5.57 4.21 2.74 6.44 5.32 3.78 12.94 39 11 40 25 23 12 23 23 11 23 23 11 23 23 14 23 23 9 23 30 7 7 31 32 32 27 16 16 29 16 16 29 17 17 27 18 18 29 16 16 19 42 18 18 18 42 25 20 13 27 19 12 27 20 13 25 21 15 27 ©2007 - 2022 by A TC IP LLC. AH rights reserved.Page 26 of 46 ModellD: 97456 Scenario ID:384829 7/14/202510:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILIFi' CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 DETAILED CABLE FORCES Load Case Elevation (ft)Cable Anchor Node Tower Node Available Tension (kip) Applied Tension (kip)Use (%) 372.00 1.2D+1.0W240"72.00 132.00 192.00 261.75 321.75 372.00 1.2D+1.0W3000 72.00 132.00 192.00 D) E'gl ii 8i II JUL2'22025 flayfieid Co. Zoning Dept. 261.75 321.75 372.00 1.2D+1.0W330°72.00 132.00 192.00 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS A1b A1a A1b A1 A1b A1a A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1 A1a A1b A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 9.6 5.5 6.55 10.02 6.36 2.8 2.82 9.66 3.66 3.71 1.88 4.78 4.89 2.26 4.79 4.93 2.31 5.74 5.94 3.43 10.79 11.23 4.2 7.96 8.2 1.77 7.89 1.77 7.66 2.64 4.38 2.64 3.26 6.15 3.3 3.45 6.12 3.51 4.47 7.03 4.54 7.42 14.44 7.54 10.97 4.51 4.59 10.95 4.49 4.43 2.06 4.13 3.17 2.53 5.71 3.98 2.68 5.7 4.14 20 12 26 39 25 11 11 38 23 23 12 23 23 11 23 23 11 23 23 13 23 23 9 31 32 7 31 7 30 16 27 16 16 29 16 16 29 17 18 28 18 16 30 16 43 18 18 43 18 17 13 26 20 12 27 19 13 27 20 ©2007 - 2022 byATC IP LLC. All rights reserved.Page 27 of 46 Model ID:97456 Scenario ID: 384829 7/14/2025 10:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3_01 DETAILED CABLE FORCES Load Case Elevation (ft)Cable Anchor Node Tower Node Available Tension (kip) Applied Tension (kip)Use (%) 261.75 321.75 372.00 1.2D+1.0Di+1.0Wi Normal 72.00 132.00 192.00 261.75 ^ ^ p' ^ 111 1^ Rliii K ^15 !J W ill J:JL2122025 ^gyfieif C,^. Zonii'iQ Depi 321.75 372.00 1.2D+1.0Di+1.0Wi60°72.00 132.00 192.00 261.75 321.75 372.00 1.2D+1.0Di+1.0Wi90°72.00 132.00 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1a A1 A1 A1b A1a A1 A1b Ala A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b Ala Alb A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 Alb Ala A1 A1b A1a A1b A1a A1 A1 A1b A1a A1 A1b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54 b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 3.69 6.65 5.21 5.3 13.39 9.33 2.68 9.86 6.36 10.21 6.18 2.66 6.98 8.99 8.91 8.2 11.37 11.21 8.43 11.86 11.67 9.63 13.6 13.37 14.17 19.68 19.3 9.17 14.86 14.63 14.85 14.63 9.18 7.5 7.64 9.37 8.91 9.18 11.96 9.24 9.55 12.26 10.67 11.04 13.99 15.19 15.81 21.29 10.98 11.32 16.35 11.31 16.35 10.97 8.16 7.23 9.26 9.93 8.59 14 26 20 11 28 20 11 39 25 40 24 10 43 56 55 39 54 53 40 56 56 38 53 53 30 41 40 36 58 58 58 58 36 46 47 58 42 44 57 44 45 58 42 43 55 32 33 45 43 45 64 44 64 43 51 45 57 47 41 ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 28 of 46 Model ID:97456 Scenario ID: 384829 7/14/2025 10:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 DETAILED CABLE FORCES Load Case Elevation _(SL Cable Anchor Node Tower Node Available Tension (kip) Applied Tension (kip)Use (%) 192.00 261.75 321.75 372.00 1.2D+1.0Di+1.0Wi120°72.00 132.00 192.00 261.75 321.75 372.00 1.2D+1.0Di+1.0Wi180°72.00 132.00 192.00 8j I IS I! f I ; II JtJL 22 2025 -•"yielfl Co. Zoninc Dec" 261.75 321.75 372.00 1.2D+1.0Di+1.0Wi210'1 72.00 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2EHS 1/2EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1 A1a A1b A1 A1a A1 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 11.78 10.38 8.85 12.15 11.97 10.14 13.88 16.84 14.96 20.75 12.71 9.88 15.83 9.95 15.89 12.65 8.81 7.11 8.9 11.03 8.42 11.19 11.46 8.67 11.65 13.11 9.9 13.36 18.85 14.76 19.26 14.36 9.41 14.61 9.41 14.6 14.36 9.27 7.63 7.56 11.78 9.17 9.03 12.05 9.54 9.39 13.73 11.03 10.86 20.84 15.82 15.52 11.33 16.09 11.17 11.33 16.09 11.16 9.16 56 49 42 58 47 40 55 35 31 43 50 39 62 39 62 50 55 44 55 53 40 53 55 41 55 52 39 52 39 31 40 56 37 57 37 57 56 57 47 47 56 44 43 57 45 45 54 43 43 44 33 32 45 63 44 45 63 44 57 ©2007 - 2022 by ATC IP LLC. All rights reserved.Page 29 of 46 Model ID:97456 Scenario ID:384829 7/14/202510:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 DETAILED CABLE FORCES Elevation Load Case Cable Anchor Node Tower Node Available Tension J<iEL Applied Tension _(klEL Use (%) 132.00 192.00 261.75 321.75 372.00 1.2D+1.0Di+1.0Wi240-72.00 132.00 192.00 ^261.75 321.75 Q ^tUlE P JUL2122025 °avfieid C.u. Zoniriq Dept 372;oo- 1.2D+1.0Di+1.0Wi300°72.00 132.00 192.00 261.75 321.75 372.00 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1 A1b A1a A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b Ala Alb A1 A1b A1a A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78 b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 8.3 7.16 11.61 10.22 8.47 11.95 10.72 8.72 13.63 12.38 9.99 20.32 17.55 14.69 13.07 15.64 13.13 9.76 9.84 15.58 8.81 8.99 7.05 11.04 11.36 8.31 11.47 11.85 8.55 13.12 13.59 9.77 18.87 19.66 14.47 14.83 14.37 14.84 9.3 9.3 14.38 7.51 9.48 7.58 8.91 12.13 9.05 9.25 12.46 9.41 10.68 14.23 10.86 15.18 21.7 15.5 10.96 16.59 11.14 51 44 55 49 40 57 51 42 54 49 39 42 37 31 51 61 52 38 39 61 55 56 44 53 54 40 55 56 41 52 53 38 39 41 30 58 56 58 37 37 57 47 59 47 42 58 43 44 59 45 42 56 43 32 45 32 43 65 44 ©2007 - 2022 byATC IP LLC. All rights reserved.Page 30 of 46 ModellD: 97456 Scenario ID: 384829 7/14/2025 10:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITi' CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3 01 DETAILED CABLE FORCES Load Case Elevation JftL Cable Anchor Node Tower Node Available Tension _(ki£L Applied Tension _fl<i£L Use (%) 1.2D+1.0Di+1.0Wi330°72.00 132.00 192.00 261.75 321.75 372.00 1.2D+1.0Ev+1.0Eh Normal 72.00 132.00 192.00 261.75 I IEUJE !lli JUL2'2? '-iayfieio Uo^ Zoninq Dep1 321-75 372.00 1.2D+1.0Ev+1.0Eh60°72.00 132.00 192.00 261.75 321.75 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS A1b A1 A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1 A1a A1b A1 A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 16.59 10.97 11.15 7.1 9.36 8.24 8.35 11.95 10.1 8.59 12.35 10.57 9.84 14.13 12.2 14.37 21.17 17.22 16.08 9.67 12.87 16.14 9.6 12.93 2.64 2.71 2.69 3.35 3.51 3.47 3.26 3.47 3.42 3.88 4.14 4.08 7.1 7.8 7.68 3.57 4.23 4.2 4.26 4.17 3.58 2.65 2.69 2.71 3.38 3.45 3.5 3.3 3.39 3.46 3.93 4.06 4.12 7.26 7.5 65 43 44 44 58 51 40 57 48 41 59 50 39 56 48 30 44 36 63 38 51 63 38 51 16 17 17 16 17 17 16 17 16 15 16 16 15 16 16 14 17 16 17 16 14 16 17 17 16 16 17 16 16 16 15 16 16 15 16 ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 31 of 46 Model ID:97456 Scenario ID: 384829 7/14/202510:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3_01 DETAILED CABLE FORCES Load Case Elevation -M-Cable Anchor Node Tower Node Available lension JSiEL Applied lension _(kiEL Use (%) 372.00 1.2D+1.0Ev+1.0Eh90° i['?• I? fF> ?5 fl ^ SJj ^ ^i U f ^'II JUL 2'2 2025 [L; Hayfie'c1 Co ZOWIQ Dep^. 1.2D+1.0Ev+1.0Eh120° 1.2D+1.0Ev+1.0Eh180° 72.00 132.00 192.00 261.75 321.75 372.00 72.00 132.00 192.00 261.75 321.75 372.00 72.00 132.00 192.00 261.75 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS A1a A1 A1b A1a A1b A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1 A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78 b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30 b 54 54a 54 b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 7.82 3.75 3.87 4.37 3.89 4.37 3.78 2.66 2.68 2.7 3.41 3.43 3.49 3.33 3.37 3.45 3.97 4.03 4.11 7.4 7.39 7.79 3.92 3.74 4.32 3.75 4.34 3.96 2.68 2.68 2.7 3.44 3.43 3.47 3.37 3.36 3.42 4.01 4.01 4.08 7.55 7.35 7.69 4.11 3.7 4.18 3.7 4.14 4.21 2.69 2.69 2.67 3.46 3.45 3.42 3.41 3.39 3.35 4.06 16 15 15 17 15 17 15 17 17 17 16 16 17 16 16 16 16 16 16 15 15 16 15 15 17 15 17 16 17 17 17 16 16 17 16 16 16 16 16 16 16 15 16 16 15 16 15 16 17 17 17 17 16 16 16 16 16 16 16 ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 32 of 46 Model ID:97456 Scenario ID: 384829 7/14/202510:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 DETAILED CABLE FORCES Load Case Elevation (ft)Cable Anchor Node Tower Node Available Tension (kip) Applied Tension (kip)Use (%) 321.75 372.00 1.2D+1.0Ev+1.0Eh210°72.00 132.00 192.00 n W:„. K ffpJ I [^ !6<;" j ;^ ^ . Hi1P jijLm^ iu' ^^W .:.. / ^'•"•.y L'RtJ':- 321.75 372.00 1.2D+1.0Ev+1.0Eh240°72.00 132.00 192.00 261.75 321.75 372.00 1.2D+1.0Ev+1.0Eh300°72.00 132.00 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS A1b A1a A1 A1b A1a A1 A1b A1a A1b A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b Ala A1 A1b A1a A1 A1b A1a A1b A1 A1a A1b A1 A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1 A1a A1 A1b A1a A1 A1b A1a 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54 b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 4.06 4 7.69 7.5 7.39 4.3 3.9 3.81 3.87 3.84 4.31 2.68 2.7 2.66 3.46 3.48 3.4 3.4 3.43 3.32 4.05 4.1 3.96 7.65 7.65 7.28 4.08 4.26 3.69 4.04 4.25 3.7 2.68 2.71 2.66 3.43 3.51 3.39 3.37 3.47 3.31 4.01 4.15 3.95 7.55 7.81 7.23 4.14 4.26 3.64 4.23 4.11 3.64 2.65 2.73 2.67 3.38 3.54 3.42 16 16 16 16 15 17 15 15 15 15 17 17 17 17 16 17 16 16 16 16 16 16 16 16 16 15 16 17 15 16 17 15 17 17 16 16 17 16 16 17 16 16 16 16 16 16 15 16 17 14 17 16 14 16 17 17 16 17 16 ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 33 of 46 Model ID:97456 Scenario ID: 384829 7/14/2025 10:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3_01 DETAILED CABLE FORCES Load Case Elevation (ft)Cable Anchor Node Tower Node Available Tension (kip) Applied Tension (kip)Use (%) 1.2D+1.0Ev+1.0Eh330° a [?:^ K 1] ^ Ifil^ " " '^, "',„;" liji ;li ...;L 2'/Z025 !L" .-isyiiaici I"," ^OninQ I'RC'. 372.00 1.0D + 1.0W Service Normal 1.0D+1.0W Service 60° 261.75 321.75 372.00 72.00 132.00 192.00 261.75 321.75 372.00 72.00 132.00 192.00 261.75 321.75 372.00 72.00 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1 A1b A1a A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1a A1 A1 A1b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 3.3 3.5 3.35 3.92 4.19 3.99 7.25 7.95 7.38 3.76 4.43 3.83 4.43 3.8 3.74 2.64 2.72 2.68 3.36 3.53 3.44 3.27 3.49 3.38 3.89 4.18 4.04 7.14 7.91 7.53 4.37 3.63 4.39 4.01 3.98 3.62 2.36 2.97 2.95 2.95 3.89 3.85 2.88 3.89 3.84 3.54 4.66 4.58 6.6 8.57 8.43 2.72 5.04 5.02 5.08 4.97 2.72 2.53 2.56 16 17 16 15 16 16 15 17 15 15 17 15 17 15 15 16 17 17 16 17 16 16 17 16 15 16 16 15 17 16 17 14 17 16 16 14 15 18 18 14 19 18 14 19 18 14 18 18 14 18 18 11 20 20 20 20 11 16 16 ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 34 of 46 Model ID:97456 Scenario ID: 384829 7/14/2025 10:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILIPi' CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3 01 DETAILED CABLE FORCES Load Case Elevation (ft)Cable Anchor Node Tower Node Available Tension (kip) Applied Tension (kip)Use (%) 132.00 192.00 261.75 321.75 372.00 1.0D+1.0W Service 90°72.00 132.00 192.00 261.75 ID] ^ U f I !n>^ .. ... .. „ . .. ^ JUL 2 2 2025 lu/ '-'wneld co. /nning DeDi'. 321.75 372.00 1.0D+1.0W Service 120°72.00 132.00 192.00 261.75 321.75 372.00 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1b A1a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54 b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 3.11 3.17 3.25 4.12 3.14 3.24 4.06 3.83 3.96 4.77 6.95 7.18 9.12 3.57 3.68 5.76 3.73 5.77 3.61 2.74 2.42 3.08 3.48 3.06 4.06 3.47 3.02 4.02 4.18 3.73 4.74 7.56 6.86 8.97 4.25 3.04 5.53 3.1 5.59 4.28 2.93 2.4 2.95 3.81 3.02 3.85 3.79 2.97 3.84 4.51 3.66 4.58 8.29 6.81 8.44 4.9 2.83 2.83 4.98 19 15 15 20 15 15 19 15 16 19 15 15 19 14 14 23 15 23 14 17 15 19 17 15 19 17 14 19 16 15 19 16 14 19 17 12 22 12 22 17 18 15 18 18 14 18 18 14 18 18 14 18 17 14 18 19 11 11 20 ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 35 of 46 Model ID: 97456 Scenario ID: 384829 7/14/202510:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY' CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 DETAILED CABLE FORCES Load Case Elevation (ft)Cable Anchor Node Tower Node Available Tension (kip) Applied Tension (kip)Use (%) 5/8 EHS 5/8 EHS 1.0D+1.0W Service 180° 72.00 1/2 EHS 1/2 EHS 1/2 EHS 132.00 9/16 EHS 9/16 EHS 9/16 EHS 192.00 9/16 EHS 9/16 EHS 9/16 EHS 261.75 5/8 EHS 5/8 EHS 5/8 EHS 321.75 7/8 EHS 7/8 EHS 7/8 EHS 372.00 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1.0D+1.0W Service 210° 72.00 1/2 EHS 1/2 EHS 1/2 EHS 132.00 9/16 EHS 9/16 EHS 9/16 EHS 192.00 9/16 EHS 9/16 EHS .••II V C?\ 9/16 EHSs^ !? ^ '^ 11 fe j^g.,^-—--- yg^g |L^ ^ " '"" ~ ] |]] 5/8 EHS iHi ... nn-in9^ !u; s/8EHS';H JULZZ^;) i-^^-^---- ^ ^g 7/8 EHS ;-;SVt!el;' l^' ^OI'IIHQ L'eP'' 7/8 EHS 372.00 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1.0D+1.0W Service 240° 72.00 1/2 EHS 1/2 EHS 1/2 EHS 132.00 9/16 EHS 9/16 EHS 9/16 EHS 192.00 9/16 EHS 9/16 EHS 9/16 EHS 261.75 5/8 EHS 5/8 EHS 5/8 EHS 321.75 7/8 EHS 7/8 EHS 7/8 EHS A1a A1 A1 A1b A1a A1 A1b Ala A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1 A1a A1b A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1 A1b Ala A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 5.03 4.95 3.09 2.56 2.54 4.07 3.25 3.21 4 3.24 3.19 4.68 3.97 3.9 8.96 7.19 7.08 3.74 5.69 3.64 3.69 3.68 5.69 3.05 2.77 2.4 4.01 3.56 3.02 3.96 3.57 2.98 4.65 4.33 3.67 8.8 7.84 6.76 4.43 5.5 4.39 3 3.06 5.45 2.93 2.97 2.38 3.81 3.89 2.98 3.79 3.89 2.93 4.51 4.66 3.6 8.28 8.58 6.71 20 19 19 16 16 19 15 15 19 15 15 18 16 15 19 15 15 15 22 14 15 14 22 19 17 15 19 17 14 19 17 14 18 17 14 18 16 14 17 22 17 12 12 21 18 18 15 18 19 14 18 19 14 18 18 14 17 18 14 ©2007 - 2022 byATC IP LLC. AH rights reserved.Page 36 of 46 Model ID:97456 Scenario ID: 384829 7/14/2025 10:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 DETAILED CABLE FORCES Load Case Elevation (ft)Cable Anchor Node Tower Node Available Tension (kip) Applied Tension (kip)Use (%) 1.0D+1.0W Service 300" 1.0D+1.0W Service 330° 72.00 132.00 192.00 261.75 321.75 372.00 72.00 132.00 192.00 261.75 321.75 372.00 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 1/2 EHS 1/2 EHS 1/2 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/8 EHS 7/8 EHS 7/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS 5/8 EHS A1 A1b A1a A1b A1a A1 A1 A1b Ala A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b A1 A1a A1b A1a A1 A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1b Ala A1 T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 30 30a 30b 54 54a 54b 78 78a 78b 105 105a 105b 129 129a 129b T6 T6 T6a T6a T6b T6b 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 16.14 16.14 16.14 21 21 21 21 21 21 25.44 25.44 25.44 47.82 47.82 47.82 25.44 25.44 25.44 25.44 25.44 25.44 4.94 5.09 2.78 5.04 2.77 4.9 2.53 3.14 2.55 3.17 4.16 3.21 3.14 4.12 3.19 3.83 4.85 3.9 6.93 9.28 7.05 5.84 3.59 3.66 5.84 3.61 3.55 2.39 3.1 2.75 2.99 4.1 3.52 2.93 4.08 3.52 3.6 4.82 4.26 6.63 9.11 7.69 2.99 5.59 4.34 5.65 4.3 2.93 19 20 11 20 11 19 16 19 16 15 20 15 15 20 15 15 19 15 14 19 15 23 14 14 23 14 14 15 19 17 14 20 17 14 19 17 14 19 17 14 19 16 12 22 17 22 17 12 i°l ^ifr ''" J^ 222025 W t~wvfiejacn ./,"•"•"•'•• zoning Dea ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 37 of 46 Model ID:97456 Scenario ID: 384829 7/14/202510:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3_01 MAXIMUM CABLE FORCES SUMMARY Load Case Elevation _ffQ_Cable Anchor Node Tower Node Available Tension (kip) Applied Tension (kip) Use (%) 1.2D+1.0Di+1.0WJ300° 1.2D+1.0Di+1.0Wi300° 1.2D+1.0Di+1.0Wi3000 1.2D+1.0Di+1.0Wi300° 1.2D+1.0Di+1.0Wi60° 1.2D+1.0Di+1.0Wi300° Load Case 72.00 132.00 192.00 261.75 321.75 372.00 1/2 EHS 9/16 EHS 9/16 EHS 5/8 EHS 7/8 EHS 5/8 EHS A1b A1b A1b A1b A1a A1b 30a 54a 78a 105a 129b T6 16.14 21.00 21.00 25.44 47.82 25.44 9.48 12.13 12.46 14.23 21.29 16.59 59 58 59 56 45 65 Elevation (ft) MAXIMUM TORQUE ARM STRESS SUMMARY Member Type Compression (%) Tension(%) 1.2D+1.0Di+1.0Wi300° 1.2D+1.0Di+1.0Wi210° 372.00 372.00 3X3X0.25 08x18.75 Lower Kicker Torque Arm 42.9 0 0 8.4 ^ ^ n n „ ^f ^i222Q? I "wc'-on,,g0e. ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 38 of 46 ModellD: 97456 Scenario ID: 384829 7/14/202510:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITT CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3_01 Load Case DEFLECTIONSAND ROTATIONS Elevation Deflection (ft) _(ft) Twist (deg) Sway (deg) Resultant (deg) 1.0D + 1.0W Service 330° 60 mph Wind with No Ice 1.0D + 1.0W Service 330° 60 mph Wind with No Ice 1.0D + 1.0W Service 330° 60 mph Wind with No Ice 1.0D + 1.0W Service 330° 60 mph Wind with No Ice 1 .OD + 1 .OW Service 300° 60 mph Wind with No Ice 1 .OD + 1 .OW Service 300° 60 mph Wind with No Ice 1 .OD + 1 .OW Service 300° 60 mph Wind with No Ice 1 .OD + 1 .OW Service 300° 60 mph Wind with No Ice 1.0D + 1.0W Service 240° 60 mph Wind with No Ice 1.0D + 1.0W Service 240° 60 mph Wind with No Ice 1.0D + 1.0W Service 240° 60 mph Wind with No Ice 1 .OD + 1 .OW Service 240° 60 mph Wind with No Ice 1.0D + 1.0W Service 210° 60 mph Wind with No Ice 1.0D + 1.0W Service 210° 60 mph Wind with No Ice 1.0D+ 1.0W Service 210° 60 mph Wind with No Ice 1.0D + 1.0W Service 210° 60 mph Wind with No Ice 1.0D + 1 .OW Service 180° 60 mph Wind with No Ice 1.0D+ 1.0W Service 180° 60 mph Wind with No Ice 1.0D+ 1.0W Service 180° 60 mph Wind with No Ice 1.0D + 1.0W Service 180° 60 mph Wind with No Ice 1.0D + 1.0W Service 120° 60 mph Wind with No Ice 1.0D + 1.0W Service 120° 60 mph Wind with No Ice 1.0D + 1.0W Service 120° 60 mph Wind with No Ice 1.0D + 1.0W Service 120° 60 mph Wind with No Ice 1 .OD + 1 .OW Service 90° 60 mph Wind with No Ice 1 .OD + 1 .OW Service 90° 60 mph Wind with No Ice 1 .OD + 1 .OW Service 90° 60 mph Wind with No Ice 1 .OD + 1 .OW Service 90° 60 mph Wind with No Ice 1 .OD + 1 .OW Service 60° 60 mph Wind with No Ice 1 .OD + 1 .OW Service 60° 60 mph Wind with No Ice 1.0D + 1 .OW Service 60° 60 mph Wind with No Ice 1.0D + 1 .OW Service 60° 60 mph Wind with No Ice 1.0D + 1 .OW Service Normal 60 mph Wind with No Ice 1.0D+ 1.0W Service Normal 60 mph Wind with No Ice 1 .OD + 1 .OW Service Normal 60 mph Wind with No Ice 1.0D+ 1.0W Service Normal 60 mph Wind with No Ice 1.2D + 1 .OEv + 1 .OEh 330° Seismic 1.20 + 1 .OEv + 1 .OEh 330° Seismic 1.20 + 1 .OEv + 1 .OEh 330° Seismic 1.20 + 1 .OEv + 1 .OEh 330° Seismic 1.20 + 1 .OEv + 1 .OEh 300° Seismic 1.20 + 1 .OEv + 1 .OEh 300° Seismic 1.20 + 1 .OEv + 1 .OEh 300° Seismic 1.2D + 1.0EV + 1 .OEh 300° Seismic 1.2D+1.0Ev+1.0Eh 240° Seismic 1.2D+ 1.0Ev+ 1.0Eh 240° Seismic 1.2D + 1.0Ev + 1.0Eh 240° Seismic 1.2D + 1.0EV + 1.0Eh 240° Seismic 1.2D + 1.0EV + 1.0Eh 210° Seismic 1.2D+1.0Ev+1.0Eh 210° Seismic 1.2D+1.0Ev+1.0Eh 210° Seismic 1.2D+1.0Ev+1.0Eh 210° Seismic 1.2D + 1.0Ev + 1.0Eh 180° Seismic 1.2D + 1.0Ev + 1.0Eh 180'' Seismic 1.2D + 1.0Ev + 1.0Eh 180° Seismic 1.2D + 1.0Ev + 1.0Eh 180° Seismic 1.2D + 1.0Ev + 1.0Eh 120° Seismic 1.20 + 1.0Ev + 1.0Eh 120° Seismic 1.2D + 1.0EV + 1.0Eh 120° Seismic /.oning Uept 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 0.157 0.1782 0.1887 0.2275 0.2026 0.228 0.2431 0.2866 0.0656 0.0824 0.0925 0.1221 0.13 0.151 0.1623 0.2001 0.1733 0.198 0.2129 0.2554 0.0539 0.0706 0.081 0.1106 0.1448 0.1654 0.1779 0.214 0.1877 0.2126 0.2277 0.2705 0.0748 0.0915 0.1016 0.1312 0.0824 0.0905 0.0955 0.1096 0.0804 0.0886 0.0934 0.1075 0.0723 0.0806 0.0855 0.0998 0.0624 0.0703 0.0751 0.0888 0.0558 0.0637 0.0685 0.0822 0.0617 0.0701 0.0752 0.0423 0.0423 0.0409 0.0422 -0.0074 -0.0074 -0.0074 -0.0074 -0.0079 -0.0076 -0.0075 -0.0073 0.0434 0.0433 0.0406 0.0432 0.0010 -0.0010 -0.0010 -0.0011 0.0034 0.0031 0.0030 0.0027 0.0495 0.0494 0.0494 0.0493 0.0017 0.0016 0.0015 0.0015 -0.0051 -0.0050 -0.0028 -0.0047 -0.0025 -0.0025 -0.0022 -0.0025 -0.0023 -0.0023 -0.0023 -0.0023 -0.0024 -0.0024 -0.0024 -0.0024 -0.0024 -0.0024 -0.0024 -0.0023 -0.0023 -0.0023 -0.0023 -0.0022 -0.0028 -0.0027 -0.0021 0.1732 0.1924 0.2157 0.2042 0.2023 0.2253 0.2461 0.2372 0.1343 0.1483 0.1825 0.1623 0.1719 0.1905 0.2257 0.2022 0.1982 0.2204 0.2516 0.2323 0.1346 0.1486 0.1710 0.1624 0.1747 0.1935 0.2192 0.2055 0.1999 0.2223 0.2539 0.2343 0.1328 0.1471 0.1805 0.1610 0.0714 0.0733 0.0818 0.0776 0.0680 0.0731 0.0800 0.0773 0.0741 0.0738 0.0859 0.0791 0.0706 0.0720 0.0843 0.0762 0.0671 0.0715 0.0824 0.0757 0.0750 0.0745 0.0829 0.178 0.1967 0.2196 0.2083 0.2024 0.2255 0.2462 0.2373 0.1344 0.1484 0.1827 0.1625 0.177 0.1951 0.2293 0.2066 0.1982 0.2204 0.2516 0.2323 0.1346 0.1486 0.1711 0.1624 0.1812 0.1994 0.2247 0.211 0.1999 0.2223 0.2539 0.2343 0.1328 0.1471 0.1806 0.1611 0.0714 0.0733 0.0818 0.0776 0.0681 0.0731 0.0801 0.0774 0.0741 0.0738 0.0859 0.0792 0.0707 0.0721 0.0843 0.0763 0.0671 0.0716 0.0824 0.0757 0.075 0.0746 0.0829 ©2007 - 2022 byATC IP LLC. All rights reserved.Page 39 of 46 Modell D: 97456 Scenario ID: 384829 7/14/202510:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 DEFLECTIONS AND ROTATIONS Load Case levation (ft) 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 Deflection (ft) 0.0897 0.0653 0.0735 0.0785 0.0927 0.0683 0.0762 0.0809 0.0945 0.0815 0.0897 0.0947 0.1089 0.3915 0.4235 0.4325 0.4973 0.5222 0.5671 0.5934 0.6706 0.0666 0.0622 0.0595 0.0571 0.2991 0.3284 0.3451 0.3965 0.4201 0.4628 0.4885 0.5615 0.0971 0.0897 0.0837 0.069 0.3798 0.408 0.4247 0.4743 0.4743 0.5181 0.5437 0.6192 0.035 0.0433 0.0485 0.0682 0.771 0.8643 0.9133 1.0782 0.8946 0.9874 1.0427 1.2003 0.5335 0.6257 Twist (deg) -0.0026 -0.0028 -0.0027 -0.0021 -0.0026 -0.0029 -0.0028 -0.0021 -0.0026 -0.0028 -0.0028 -0.0021 -0.0027 0.2021 0.2023 0.1991 0.2024 -0.0031 -0.0032 -0.0032 -0.0033 0.0041 0.0042 -0.0013 0.0042 0.2112 0.2113 0.2063 0.2114 0.0077 0.0078 0.0042 0.0078 -0.0065 -0.0065 -0.0011 -0.0065 0.1971 0.1973 0.1974 0.1973 -0.0156 -0.0157 -0.0115 -0.0158 -0.0137 -0.0137 -0.0092 -0.0136 0.1325 0.1327 0.1308 0.1326 -0.0173 -0.0174 -0.0155 -0.0173 -0.0225 -0.0225 Sway (deg) 0.0799 0.0728 0.0744 0.0831 0.0787 0.0670 0.0716 0.0825 0.0758 0.0731 0.0729 0.0849 0.0782 0.2680 0.2944 0.3198 0.3096 0.3667 0.4017 0.4336 0.4209 0.0702 0.0805 0.1343 0.1052 0.2539 0.2777 0.3215 0.2924 0.3495 0.3826 0.4311 0.4015 0.0602 0.0711 0.1061 0.0947 0.2616 0.2851 0.3196 0.3000 0.3593 0.3930 0.4420 0.4123 0.0824 0.0940 0.1464 0.1181 0.7769 0.8368 0.9146 0.8744 0.7516 0.8226 0.8868 0.8584 0.7534 0.8094 Resultant (deg) 0.0799 0.0729 0.0744 0.0831 0.0787 0.0671 0.0717 0.0825 0.0758 0.0731 0.0729 0.085 0.0783 0.3357 0.3553 0.3767 0.368 0.3667 0.4018 0.4336 0.4209 0.0703 0.0806 0.1343 0.1053 0.3303 0.3473 0.382 0.3591 0.3495 0.3826 0.4311 0.4015 0.0602 0.0712 0.1061 0.0949 0.3275 0.3448 0.3756 0.3573 0.3595 0.3933 0.4421 0.4126 0.0829 0.0945 0.1467 0.1189 0.7878 0.8469 0.9239 0.8841 0.7518 0.8228 0.887 0.8585 0.7535 0.8095 Un b 1.2D+1.0Ev+1.0Eh 120° Seismic 1.20 + 1 .OEv + 1 .OEh 90° Seismic 1.20 + 1 .OEv + 1 .OEh 90° Seismic 1.2D + 1.0Ev + 1 .OEh 90° Seismic 1.2D+ 1.0Ev+ 1.0Eh 90° Seismic 1.2D + 1.0Ev + 1.0Eh 60° Seismic 1.2D + 1.0Ev+ 1.0Eh 60° Seismic l| II 1.20 + 1 .OEv + 1 .OEh 60° Seismic 1.2D + 1.0EV + 1.0Eh 60° Seismic '^V'iftin 1.20 + 1 .OEv + 1 .OEh Normal Seismic 1.20 + 1 .OEv + 1 .OEh Normal Seismic 1.20 + 1 .OEv + 1 .OEh Normal Seismic 1.2D + 1 .OEv + 1 .OEh Normal Seismic 1.2D+1.0Di+1.0Wi 330° 53.61 mph Wind with 1.581" Radial Ice 1.2D + 1.0Di + 1.0WJ 330° 53.61 mph Wind with 1.581" Radial Ice 1.2D + 1.0Di + 1.0WJ 330'' 53.61 mph Wind with 1.581" Radial Ice 1.2D + 1.0Di + 1.0WJ 330° 53.61 mph Wind with 1.581" Radial Ice 1.20 + 1 .ODi + 1 .OWi 300'' 53.61 mph Wind with 1.581" Radial Ice 1.20+1 .OD'l + 1 .OWi SOO" 53.61 mph Wind with 1.581" Radial Ice 1.2D+1.0Di+1.0Wi 300° 53.61 mph Wind with 1.581" Radiallce 1.20 + 1 .ODI + 1 .OWi 300° 53.61 mph Wind with 1.581" Radial Ice 1.20 + 1 .ODi + 1 .OWi 240° 53.61 mph Wind with 1.581" Radial Ice 1.2D + 1 .ODi+ 1 .OWi 240° 53.61 mph Wind with 1.581" Radial Ice 1.2D + 1 .ODi + 1.0WI 240° 53.61 mph Wind with 1.581" Radial Ice 1.2D + 1 .ODi + 1.0WI 240° 53.61 mph Wind with 1.581" Radial Ice 1.2D+1.0Di+1.0Wi 210° 53.61 mph Wind with 1.581" Radiallce 1.2D+1.0Di+1.0Wi 210° 53.61 mph Wind with 1.581" Radiallce 1.2D+1.0Di+1.0Wi 210° 53.61 mph Wind with 1.581" Radiallce 1.2D+1.0Di+1.0Wi 210° 53.61 mph Wind with 1.581" Radiallce 1.2D + 1.0Di + 1 .OWi 180° 53.61 mph Wind with 1 .581" Radial Ice 1.2D + 1.0Di + 1.0Wi 180° 53.61 mph Wind with 1.581" Radial Ice 1.2D + 1.0Di + 1.0Wi 180° 53.61 mph Wind with 1.581" Radial Ice 1.2D+1.0Di+1.0Wi 180° 53.61 mph Wind with 1.581" Radiallce 1.2D+1.0Di+1.0Wi 120° 53.61 mph Wind with 1.581" Radiallce 1.2D+1.0Di+1.0Wi 120° 53.61 mph Wind with 1.581" Radiallce 1.2D+1.0Di+1.0Wi 120° 53.61 mph Wind with 1.581" Radiallce 1.2D+1.0Di+1.0Wi 120° 53.61 mph Wind with 1.581" Radiallce 1.2D+1.0Di+1.0Wi 90° 53.61 mph Wind with 1.581" Radiallce 1.2D+1.0Di+1.0Wi 90° 53.61 mph Wind with 1.581" Radiallce 1.2D+1.0Di+1.0Wi 90° 53.61 mph Wind with 1.581" Radial Ice 1.20 + 1 .ODi + 1 .OWi 90° 53.61 mph Wind with 1.581" Radial Ice 1.2D+1.0Di+1.0Wi SO" 53.61 mph Wind with 1.581" Radiallce 1.2D+1.0Di+1.0Wi 60° 53.61 mph Wind with 1.581" Radiallce 1.2D+1.0Di+1.0Wi 60° 53.61 mph Wind with 1.581" Radiallce 1.2D+1.0Di+1.0Wi 60° 53.61 mph Wind with 1.581" Radiallce 1.20 + 1 .ODi + 1 .OWi Normal 53.61 mph Wind with 1.581" Radial Ice 1.20 + 1 .ODi + 1 .OWi Normal 53.61 mph Wind with 1.581" Radial Ice 1.2D+1.0Di+1.0Wi Normal 53.61 mph Wind with 1.581" Radiallce 1.2D+1.0Di+1.0Wi Normal 53.61 mph Wind with 1.581" Radiallce 1.2D + 1 .OW 330° 103.32 mph Wind with No Ice 1.20 + 1 .OW 330° 103.32 mph Wind with No Ice 1.2D + 1 .OW 330° 103.32 mph Wind with No Ice 1.2D + 1 .OW 330° 103.32 mph Wind with No Ice 1.20 + 1 .OW 300° 103.32 mph Wind with No Ice 1.20 + 1 .OW 300° 103.32 mph Wind with No Ice 1.2D + 1 .OW 300° 103.32 mph Wind with No Ice 1.20 + 1 .OW 300° 103.32 mph Wind with No Ice 1.20 + 1 .OW 240° 103.32 mph Wind with No Ice 1.2D + 1 .OW 240° 103.32 mph Wind with No Ice 11 2'-22025 Zoninci Dept ©2007 - 2022 by A TC IP LLC. AH rights reserved.Page 40 of 46 Model ID:97456 Scenario ID: 384829 7/14/202510:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3 01 DEFLECTIONS AND ROTATIONS Load Case evation (ftL 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 372.00 378.50 382.25 392.75 Deflection (ft) 0.6803 0.8362 0.7185 0.8101 0.8596 1.0205 0.82 0.9091 0.9626 1.1144 0.5416 0.635 0.6908 0.8492 0.7565 0.8502 0.9061 1.0653 0.8578 0.9487 1.0032 1.1579 0.5212 0.6109 0.6639 0.8166 Twist (deg) -0.0229 -0.0226 0.1334 0.1335 0.1229 0.1334 0.0079 0.0081 0.0046 0.0080 0.0224 0.0225 0.0224 0.0224 0.1498 0.1499 0.1494 0.1497 0.0061 0.0063 0.0059 0.0061 -0.0128 -0.0129 -0.0041 -0.0129 Sway (deg) 0.9105 0.8481 0.7605 0.8193 0.9295 0.8569 0.7219 0.7917 0.8878 0.8276 0.7683 0.8248 0.8917 0.8629 0.7817 0.8405 0.9185 0.8785 0.7370 0.8070 0.9050 0.8433 0.7336 0.7903 0.8900 0.8287 Resultant (deg) 0.9108 0.8484 0.7718 0.8297 0.9376 0.8669 0.7219 0.7917 0.8878 0.8276 0.7685 0.8251 0.892 0.863 0.7956 0.8534 0.9306 0.8908 0.737 0.8071 0.905 0.8433 0.7336 0.7903 0.8901 0.8288 1.2D + 1.0W240" 103.32 mph Wind with No Ice 1.2D + 1.0W240° 103.32 mph Wind with No Ice 1.2D+1.0W210°103.32mphWindwithNolce 1.2D + 1.0W210' 103.32 mph Wind with No Ice 1.2D + 1.0W210° 103.32 mph Wind with No Ice 1.2D + 1.0W210° 103.32 mph Wind with No Ice 1.2D + 1 .OW 180° 103.32 mph Wind with No Ice 1.2D + 1 .OW 180° 103.32 mph Wind with No Ice 1.2D + 1.0W 180° 103.32 mph Wind with No Ice 1.20 + 1 .OW 180° 103.32 mph Wind with No Ice 1.2D + 1 .OW 120° 103.32 mph Wind with No Ice 1.2D + 1 .OW 120° 103.32 mph Wind with No Ice 1.2D + 1.0W1200 103.32 mph Wind with No Ice 1.2D + 1.0W120' 103.32 mph Wind with No Ice 1.2D + 1 .OW 90° 103.32 mph Wind with No Ice 1.20 + 1 .OW 90° 103.32 mph Wind with No Ice 1.2D + 1 .OW 90° 103.32 mph Wind with No Ice 1.2D+1.0W90° 103.32 mph Wind with No Ice 1.2D + 1 .OW 60° 103.32 mph Wind with No Ice 1.2D+1.0W60° 103.32 mph Wind with No Ice 1.2D + 1 .OW60° 103.32 mph Wind with No Ice 1.2D + 1 .OW60° 103.32 mph Wind with No Ice 1.2D +1.0W Normal 103.32 mph Wind with No Ice 1.20 + 1 .OW Normal 103.32 mph Wind with No Ice 1.2D+1.0W Normal 103.32 mph Wind with No Ice 1.2D+1.0W Normal 103.32 mph Wind with No Ice 1^i[^ ffl. s n %§ 11£! II I |^i " "" '"' 'J l/ ~ !i!i n ,jui2m5 !u; ftKwe'c C(\ /omnQ DeD':. ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 41 of 46 ModellD: 97456 Scenario ID: 384829 7/14/2025 10:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY p Kvo IL1" "' " j! 11 n .JliL2'2?Q?b !L;; i.'RvfiR^— /or?OUQ^ CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3 01 DETAILED REACTIONS Load Case Radius -M- 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 Elevation -M- 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 Azimuth (deg) 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 Nod 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a Alb 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a *(-) Uplift and (*) Down FX* FY* FZ* (kip) _(kip) _(kip) 0.00 0.00 -29.60 29.62 -0.63 -1.77 -39.39 18.95 -0.79 -2.22 -37.12 13.75 -0.75 -1.76 -31.64 11.26 0.00 0.00 -20.87 20.85 0.44 0.80 -14.57 26.47 0.75 1.76 -11.18 31.54 0.63 1.77 -18.87 39.35 0.35 0.81 -24.05 36.08 -0.02 0.00 -58.98 59.04 -0.02 -3.08 -65.97 45.02 -0.09 -3.87 -65.35 41.55 -0.09 -3.07 -61.96 41.03 -0.03 0.00 -48.16 48.14 0.08 1.39 -43.09 111.97 -8.21 -25.39 -26.46 118.32 -16.19 -33.72 -17.68 115.37 -20.52 -31.19 -12.40 111.44 -24.53 -25.72 -9.40 117.93 -32.34 -17.10 -17.82 115.20 -29.73 -11.85 -22.37 111.67 -24.37 -8.82 -26.63 118.68 -16.06 -16.84 -34.99 115.82 -11.04 -21.24 -32.18 278.89 -25.60 -41.40 -43.46 275.51 -29.90 -46.03 -33.25 276.08 -34.39 -44.71 -29.71 277.03 -39.04 -41.30 -28.48 274.73 -43.59 -31.67 -33.27 276.14 -42.32 -28.30 -0.86 12.81 -19.13 -19.16 -0.37 22.99 -22.74 -13.00 0.05 29.35 -20.49 -8.90 0.43 35.48 -16.22 -6.50 0.74 45.56 -10.00 -9.97 0.67 42.25 -7.47 -12.71 0.43 35.32 -6.45 -16.15 -0.36 22.86 -12.95 -22.72 -0.71 16.17 -16.45 -21.79 -0.01 47.68 -37.63 -37.69 0.05 53.86 -38.10 -29.60 0.14 61.66 -36.11 -25.67 0.08 69.67 -32.21 -23.69 0.04 76.04 -24.23 -24.19 0.05 74.53 -23.23 1.2D+1.0W Normal 1.2D+1.0W60' 1.2D+1.0W90" 1.2D+1.0W120° 1.2D+1.0W180' 1.2D+1.0W2100 1.2D+1.0W240° 1.2D+1.0W300' 1.2D+1.0W3300 1.2D+1.0Di+1.0Wi Normal 1.2D+1.0Di+1.0Wi60° 1.2D+1.0Di+1.0Wi90° 1.2D+1.0Di+1.0Wi120° 1.2D+1.0Di+1.0Wi180° 1.2D+1.0Di+1.0Wi210° ©2007 - 2022 byATC IP LLC. AH rights reserved.Page 42 of 46 ModellD: 97456 Scenario ID: 384829 7/14/202510:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILIPi' B gCjSJII .iJL 2^ZOZb ^CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3_01 ;-qyrig|(i ;^;. ,^oninci D"!.' Load Case DETAILED REACTIONS Radius _ff»L 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 Elevation -M. 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 Azimuth (deg) 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 Nod A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 "(-) Uplift and (+) Down FX* FY* FZ* (kip) _(kip) _(kip) 55.41 0.03 3.08 -41.15 62.09 -0.03 3.09 -45.05 66.08 -0.07 1.41 -51.54 64.06 0.00 0.00 -19.62 19.61 0.00 0.00 -20.02 18.83 0.00 0.00 -19.94 18.54 0.00 0.00 -19.65 18.44 0.00 0.00 -18.86 18.84 0.00 0.00 -18.57 19.22 0.00 0.00 -18.44 19.62 0.00 0.00 -18.83 20.01 0.00 0.00 -19.22 19.90 0.00 0.00 -22.04 22.03 -0.24 -0.59 -24.36 17.55 -0.28 -0.74 -38.26 277.90 -39.08 -27.11 -43.40 276.19 -29.88 -31.64 -48.25 277.51 -26.68 -36.45 -46.93 97.36 -13.70 -15.71 -16.39 97.35 -14.14 -16.14 -15.50 97.35 -14.55 -16.05 -15.18 97.35 -14.98 -15.73 -15.07 97.35 -15.39 -14.87 -15.52 97.35 -15.28 -14.55 -15.95 97.36 -14.97 -14.42 -16.40 97.36 -14.11 -14.83 -16.84 97.36 -13.81 -15.27 -16.71 92.63 -11.77 -17.97 -18.74 92.18 -13.61 -19.88 -14.93 92.16 -15.36 -27.50 0.07 69.73 -23.77 -32.26 0.05 53.85 -29.60 -38.16 -0.05 49.02 -34.25 -38.64 0.00 21.30 -11.33 -11.32 0.00 21.78 -11.56 -10.87 0.00 22.23 -11.51 -10.71 0.00 22.70 -11.34 -10.65 0.00 23.15 -10.89 -10.88 0.00 23.03 -10.72 -11.10 0.00 22.69 -10.65 -11.33 0.00 21.75 -10.87 -11.55 0.00 21.42 -11.10 -11.49 -0.29 18.32 -13.41 -13.40 -0.14 20.65 -14.07 -10.83 0.00 23.21 1.2D+1.0Di+1.0Wi240° 1.2D+1.0Di+1.0Wi300° 1.2D+1.0Di+1.0Wi330° 1.2D+1.0Ev+1.0Eh Normal 1.2D+1.0Ev+1.0Eh60° 1.2D+1.0Ev+1.0Eh90° 1.2D+1.0Ev+1.0Eh 120° 1.2D+1.0Ev+1.0Eh 180° 1.2D+1.0Ev+1.0Eh210° 1.2D+1.0Ev+1.0Eh240° 1.2D+1.0Ev+1.0Eh300° 1.2D+1.0Ev+1.0Eh330° 1.0D + 1.0W Service Normal 1.0D+1.0W Service 60° 1.0D+ 1.0W Service 90° ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 43 of 46 Modell D: 97456 Scenario ID: 384829 7/14/2025 10:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY JUL L Z^22025 CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3_01 a^Vtifelt' L.U, Z.oni!!i; i-iep'. DETAILED REACTIONS Load Case Radius -M-320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 320.00 320.00 320.00 0.00 Elevation -M-15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 26.00 15.00 5.00 0.00 Azimuth (deg) 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 0 240 120 Nod A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 "(-) Uplift and (+) Down FX* FY* FZ*(kiP) _QM _(ki£) -24.03 16.16 -0.25 -0.59 -22.63 15.86 0.00 0.00 -18.19 18.18 0.15 0.27 -16.46 20.48 0.25 0.59 -15.85 22.63 0.24 0.59 -17.54 24.37 0.14 0.27 -19.70 23.73 0.00 0.00 -19.84 19.83 0.00 0.00 -20.45 18.64 0.00 0.00 -20.32 18.21 0.00 0.00 -19.88 18.06 0.00 0.00 -18.67 18.66 0.00 0.00 -18.23 19.25 0.00 0.00 -18.05 19.85 0.00 0.00 -18.64 20.42 0.00 -19.40 -13.47 92.21 -17.14 -17.98 -12.98 92.01 -18.98 -14.33 -14.96 92.17 -18.48 -12.90 -16.85 92.40 -17.13 -12.40 -18.75 92.32 -13.57 -14.26 -20.71 92.47 -12.21 -16.10 -20.19 97.44 -13.27 -15.95 -16.64 97.41 -13.93 -16.62 -15.29 97.42 -14.57 -16.47 -14.80 97.42 -15.23 -15.99 -14.63 97.40 -15.85 -14.66 -15.31 97.41 -15.68 -14.19 -15.98 97.43 -15.21 -13.99 -16.66 97.42 -13.91 -14.63 -17.30 97.43 -13.56 -9.65 0.14 25.81 -12.38 -9.15 0.28 28.15 -9.82 -9.81 0.25 27.57 -9.19 -10.96 0.15 25.80 -9.15 -12.38 -0.14 20.61 -10.81 -14.07 -0.25 18.81 -12.23 -14.02 0.01 20.83 -11.46 -11.45 0.00 21.55 -11.81 -10.76 0.00 22.25 -11.73 -10.51 0.00 22.96 -11.48 -10.43 0.00 23.65 -10.78 -10.77 0.00 23.46 -10.53 -11.11 0.00 22.95 -10.42 -11.46 0.00 21.53 -10.76 -11.79 0.01 1.0D+1.0W Service 120° 1.0D+1.0W Service 180° 1.0D+ 1.0W Service 210° 1.0D+ 1.0W Service 240° 1.CD + 1.0W Service 300° 1.0D+1.0W Service 330° 1.20 + 1 .OEv + 1.5Eh Normal 1.2D+1.0Ev+1.5Eh60° 1.2D+1.0Ev+1.5Eh90° 1.2D+1.0Ev+1.5Eh120° 1.2D+1.0Ev+1.5Eh 180° 1.2D+1.0Ev+1.5Eh210° 1.2D+1.0Ev+1.5Eh240° 1.2D+1.0Ev+1.5Eh300° 1.2D+1.0Ev+1.5Eh330° ©2007 - 2022 byATC IP LLC. All rights reserved.Page 44 of 46 Model ID: 97456 Scenario ID: 384829 7/14/2025 10:03:29 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILIT/ CODE: PROJECT: ANSI/TIA-222-1 OAA799665_C3_01 Load Case Radius (ft) DETAILED REACTIONS Elevation Azimuth Node JQ _(deg) •(-) Uplift and (+) Down FX* FY* FZ* (kip) _(kip) _(kip) 320.00 320.00 320.00 26.00 15.00 5.00 0 240 120 A1 A1a A1b 0.00 19.23 20.28 -13.44 -15.28 -17.14 21.01 -11.11 -11.71 mt1Eii tUi '^ '" ln' I'.iULW®" 7oninQ Oec.,•Wie'o' •' •.-i"'"^ ©2007 - 2022 byATC IP LLC. AH rights reserved.Page 45 of 46 Model ID:97456 Scenario ID: 384829 7/14/2025 10:03:29 ASSET: CUSTOMER: 278031, ALLEN WOODS Wl AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665 C3 01 Radius JSL MAXIMUM GUY ANCHOR REACTIONS Drop AzimuthJft)_(deg)Uplift J<1£L Shear _(kiEL 320.00 320.00 320.00 26.00 5.00 15.00 0 120 240 43.59 48.25 46.03 76.04 76.31 76.18 Base / Anchor Group MAXIMUM REACTIONS SUMMARY Vertical Load (Compression for Base; Uplift for Anchor)Horizontal Shear Guyed - Pivot Base Guyed Anchor-A1 278.89 (kip) 48.25 (kip) 0.87 (kip) 76.31 (kip) Radius -M. MAXIMUM GUY ANCHOR REACTIONS WITH OVERSTRENGTH Drop _fftL Azimuth (deg) Uplift _(ki£L Shear _(klEL 320.00 320.00 320.00 26.00 5.00 15.00 0 120 240 43.59 48.25 46.03 76.04 76.31 76.18 Base / Anchor Group MAXIMUM REACTIONS SUMMARY WITH OVERSTRENGTH Vertical Load (Compression for Base; Uplift for Anchor) _ Horizontal Shear Guyed - Pivot Base w/Overstrength Guyed Anchor - A1 w/Overstrength 278.89 (kip) 48.25 (kip) 0.87 (kip) 76.31 (kip) JUL 2 22025 Rsv+ieic! Ou. Zoning Oeoi ©2007 - 2022 byATC IP LLC. All rights reserved.Page 46 of 46 Model ID:97456 Scenario ID: 384829 7/14/2025 10:03:29 ASSET: CUSTOMER: 278031, ALLEN WOODS Wl AT&T MOBILIT/ CODE: PROJECT: ANSI/TIA-222-1 OAA799665 GUY ANCHOR BLOCK FOUNDATION ANALYSIS (NODE A1 @ r = 320 ft) APPLIED REACTIONS Uplift (k)Shear (k) Base Depth: Block Width: Block Length: Block Thickness: Concrete Compressive Strength: Top Rebar Quantity, Size, & Yield: Side Rebar Quantity, Size, & Yield: Water Table Depth [BGL]: Soil Unit Weight: Friction Angle: Cohesion: Ultimate Skin Friction Coefficient of Shear Friction: Uplift Pullout Angle: Uplift at_of Anchor: 43.59 FOUNDATION PARAMETERS D w L T 9 4 18 4 4,500 (4) #8 bars [60 ksi] (4) #8 bars [60 ksi] SOIL PARAMETERS GW e 115 31 0 1,300 0.3 30 Top ft ft ft ft psi ft pcf psf psf 76.04 ^"^! ,€"^./:'GW^ i ^ ^,"X A [c\.c T I Uplift Strength Reduction Factor, <t>u ^SOIL^TRENGTH ANALYSIS : Shear Strength Reduction Factor, *„Dead Load Factor 0.75 0.75 0.9 SOIL UPLIFT ANALYSIS Uplift Resistance from Skin Friction and Soil Shear (k) Additional Uplift Resistance (k)Uplift Capacity, (t>Tn (k) Soil Uplift Usage, TU / <t>Tn 114.29 186.83 23.3% Skin Friction Resistance (k) Normal Force Resistance (k) Passive Pressure (psf) SOIL SHEAR ANALYSIS Passive Pressure Resistance (k) Additional Shear Resistance (k) Shear Capacity, (t>Vn Soil Shear Usage, (k) V^/OVn 36.09 9.76 2,514.85 181.07 170.19 44.7% ID) ^ //" k- ,< ~-J v'i lr: '"l/rta;, '°"!nQ Dec, Task ID:728636 Page 1 of 6 7/14/202510:03:43 ASSET: CUSTOMER: 278031, ALLEN WOODS Wl AT&T MOBILITi' CODE: PROJECT: ANSI/TIA-222-1 OAA799665 Strength Shear Reduction Factor, <t>y Strength Reduction Factor for Lateral FIexure, 1>ev Strength Reduction Factor for Vertical Flexure, <t>eT Compression Zone Factor, pi 0.75 0.9 0.9 0.65 One Way Shear due to Shear, Vu (k) REINFORCING ONE WAY SHEAR ANALYSIS - SHEAR One Way Shear Capacity due to Shear, (t>,:Vn (k) Rebar One Way Shear Usage, Vu / tfcVn 30.28 212.52 14.2% One Way Shear due to Uplift, Vu (X) REINFORCING ONE WAY SHEAR ANALYSIS - UPLIFT One Way Shear Capacity due to Uplift, ct>cVn (k) Rebar One Way Shear Usage, Vu/4^, 17.36 212.52 8.2% Flexure Load, M, (k-ft) Distance to steel, d,(in) REINFORCING FLEXURE ANALYSIS - SHEAR Whitney Block, a, (in) Strain in Rebar, E, (in/in) Flexural Capacity, idbvMr (k-ft) Rebar Flexural Usage, Mu»/<t)b«Mnv 171.09 44.000 1.033 0.1025 618.34 27.7% REINFORCING FLEXURE ANALYSIS - UPLIFT Flexure Load, Mui (k-ft) Depth to steel, d, (in) Whitney Block, a< (in) Strain in Rebar, E, (in/in) Flexural Capacity, ObtMnt (k-ft) Rebar Flexural Usage, Mut/tuMnt 98.08 44.000 1.033 0.1025 618.34 15.9% i!!! •K)L2^?W^ !'^e!;o!(., ~-w? r^-i Task ID: 728636 Page 2 of 6 7/14/2025 10:03:43 ASSET: CUSTOMER: 278031, ALLEN WOODS Wl AT&T MOBILITi' CODE: PROJECT: ANSI/TIA-222-I OAA799665 GUY ANCHOR BLOCK FOUNDATION ANALYSIS (NODE A1a @ r = 320 ft) APPLIED REACTIONS Uplift (k)Shear(k) 46.03 FOUNDATION PARAMETERS Base Depth: Block Width: Block Length: Block Thickness: Concrete Compressive Strength: Top Rebar Quantity, Size, & Yield: Side Rebar Quantity, Size, & Yield: Water Table Depth [BGL]: Soil Unit Weight: Friction Angle: Cohesion: Ultimate Skin Friction Coefficient of Shear Friction: Uplift Pullout Angle: Uplift at_ of Anchor: D w L T SOIL GW 9 9 4 18 4 4,500 (4) #8 bars [60 ksi] (4) #8 bars [60 ksi] PARAMETERS 115 31 0 1,300 0.3 30 Top ft ft ft ft psi ft pcf psf psf 76.18 /\^5^ "N../e GVV::^ ^ ^_ ^A IT c SOIL STRENGTH ANALYSIS Shear Strength Reduction Factor, <S>,Uplift Strength Reduction Factor, Ou Dead Load Factor 0.75 0.75 0.9 SOIL UPLIFT ANALYSIS Uplift Resistance from Skin Friction and Soil Shear (k) Additional Uplift Resistance (k) Uplift Capacity, <t>Tn (k) Soil Uplift Usage, Tu /tTn 115.11 186.83 24.6% Skin Friction Resistance (k) Normal Force Resistance (k) Passive Pressure (psf) SOIL SHEAR ANALYSIS Passive Pressure Resistance (k) Additional Shear Resistance (k) Shear Capacity, OVn (k) Soil Shear Usage, Vu /*Vn 35.60 9.03 2,514.85 181.07 169.28 45.0% .[Htii^J I M 2 2 2025 lu BavfieicSCi; Pomnci I;10'31 Task ID:728636 Page 3 of 6 7/14/2025 10:03:43 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITi' CODE: PROJECT: ANSI/TIA-222-1 OAA799665 Strength Shear Reduction Factor, (py Strength Reduction Factor for Lateral Flexure, Oev Strength Reduction Factor for Vertical Flexure, OBT Compression Zone Factor, pi 0.75 0.9 0.9 0.65 One Way Shear due to Shear, Vu (k) REINFORCING ONE WAY SHEAR ANALYSIS - SHEAR One Way Shear Capacity due to Shear, <t>i;Vn (k) Rebar One Way Shear Usage, Vu/OcVn 30.33 212.52 14.3% One Way Shear due to Uplift, Vu (k) REINFORCING ONE WAY SHEAR ANALYSIS - UPLIFT One Way Shear Capacity due to Uplift, ct>cVn (k) Rebar One Way Shear Usage, Vu/^Vn 18.33 212.52 8.6% Flexure Load, Mm (k-ft) Distance to steel, d, (in) REINFORCING FLEXURE ANALYSIS - SHEAR Whitney Block, a. (in) Strain in Rebar, E, (in/in) Flexural Capacity, <t>h/Mr (k-ft) Rebar Flexural Usage, Muv/ctlbvMnv 171.40 44.000 1.033 0.1025 618.34 27.7% Flexure Load, Mui (k-ft) Depth to steel, di (in) REINFORCING FLEXURE ANALYSIS - UPLIFT Whitney Block, a, (in) Strain in Rebar, E, (in/in) Flexural Capacity, OuMnt (k-ft) Rebar Flexural Usage, Mut/ObtMnt 103.57 44.000 1.033 0.1025 618.34 16.7% JUL 222025 Bayfield Co, Zoning Dept, Task ID: 728636 Page 4 of 6 7/14/2025 10:03:43 ASSET: CUSTOMER: 278031, ALLEN WOODS Wl AT&T MOBILITr' CODE: PROJECT: ANSI/TIA-222-1 OAA799665 GUY ANCHOR BLOCK FOUNDATION ANALYSIS (NODE A1b @ r= 320 ft) APPLIED REACTIONS Uplift (k)Shear (k) 48.25 FOUNDATION PARAMETERS Base Depth: Block Width: Block Length: Block Thickness: Concrete Compressive Strength: Top Rebar Quantity, Size, & Yield: Side Rebar Quantity, Size, & Yield: Water Table Depth [BGL]: Soil Unit Weight: Friction Angle: Cohesion: Ultimate Skin Friction Coefficient of Shear Friction: Uplift Pullout Angle: Uplift at_of Anchor: D w L T SOIL GW 9 9 4 18 4 4,500 (4) #S bars [60 ksi] (4) #S bars [60 ksi] PARAMETERS 115 31 0 1,300 0.3 30 Top ft ft ft ft psi ft pcf psf psf 76.31 A 0 mn "tpn^Sj JUL 222025 ^ Baytielri Cu Zonina Depi. -w- T D Uplift Strength Reduction Factor, $u SOIL STRENGTH ANALYSIS Shear Strength Reduction Factor, <t>, .^s,.:.,...^. ^•^.^.:,. '"^- ^ '-^ '•:: '^ Dead Load Factor 0.75 0.75 0.9 Uplift Resistance from Skin Friction and Soil Shear (k) SOIL UPLIFT ANALYSIS Additional Uplift Resistance (k) Uplift Capacity, cfTn (k) Soil Uplift Usage, Tu / <t)Tn 115.83 186.83 25.8 Skin Friction Resistance (k) Normal Force Resistance (k) Passive Pressure (psf) SOIL SHEAR ANALYSIS Passive Pressure Resistance (k) Additional Shear Resistance (k) Shear Capacity, OVn (k) Soil Shear Usage, Vu / <t>Vn 35.16 8.37 2,514.85 181.07 168.45 45.3%© Strength Shear Reduction Factor, cpy ^REINFORCING STEEL STRENSTMANAI.^IS Strength Reduction Factor for Lateral Flexure, <S>av Strength Reduction Factor for Vertical Flexure, (DBT Compression Zone Factor, pi, 0.75 0.9 0.9 0.65 One Way Shear due to Shear, Vy(k) REINFORCING ONE WAY SHEAR ANALYSIS - SHEAR One Way Shear Capacity due to Shear, OcVn (k) Rebar One Way Shear Usage, Vu / tt>cVn 30.38 212.52 14.3% Task ID:728636 Page 5 of 6 7/14/202510:03:43 ASSET: CUSTOMER: 278031, ALLEN WOODS Wl AT&T MOBILITr' CODE: PROJECT: ANSI/TIA-222-1 OAA799665 One Way Shear due to Uplift, Vu(k) REINFORCING ONE WAY SHEAR ANALYSIS - UPLIFT One Way Shear Capacity due to Uplift, <S>c^n (k) Rebar One Way Shear Usage, Vu / CdcVn 19.21 212.52 9.0% Flexure Load, M, (k-ft) Distance to steel, du (in) REINFORCING FLEXURE ANALYSIS - SHEAR Whitney Block, a, (in) Strain in Rebar, £1 (in/in) Flexural Capacity, ObvMr (k-ft) Rebar Flexural Usage, M^/()),.Mn. 171.70 44.000 1.033 0.1025 618.34 27.8% REINFORCING FLEXURE ANALYSIS - UPLIFT Flexure Load, Mui (k-ft) Depth to steel, d, (in) Whitney Block, a, (in) Strain in Rebar, E, (in/in) Flexural Capacity, OyMnt (k-ft) Rebar Flexural Usage, Mu,/*uMn, 108.56 44.000 1.033 0.1025 618.34 17.6% ^ E ei m in 11 .J.L22MZ5 ^ ^avtield Co Zorunq Deot Task ID:728636 Page 6 of 6 7/14/2025 10:03:43 ASSET: CUSTOMER: 278031, ALLEN WOODS Wl AT&T MOBILIT/ CODE: PROJECT: ANSI/TIA-222-1 OAA799665 MAT & PIER FOUNDATION ANALYSIS (NODE 1) Moment (k-ft) APPLIED GLOBAL REACTION; Axial (k).hear (k) 0.00 FOUNDATION PARAWIETERS Mat Length; Mat Width: Mat Thickness: Base Depth: Pier Shape: Pier Diameter: Pier Height above Grade: Concrete Compressive Strength: Mat Bottom Rebar: Pier Vertical Rebar: Pier Rebar Ties: Rebar Clear Cover: Tower Eccentricity: Tower Leg Count Water Table Depth [BGL]: Soil Unit Weight: Ultimate Skin Friction: Ultimate Bearing Pressure: Bearing Pressure Type: Coefficient of Shear Friction: L w T L+T-h D h s eec 10 10 1.5 7 Round 2.5 0.5 4,500 (12) #6 bars [60 ksi] (9) #6 bars [60 ksi] ft ft ft ft ft ft psi #4 bars @ 6.0" c/c [60 ksi] 3.0 0 1 SOIL PARAMETERS GW 115 1,840 6,000 Net 0.3 in ft ft pcf psf psf 278.89 1+T-h •JUL 222025 Bayfield Co. Zoning Depf. 0.03 -h GW w ~!'l iiii i i i1 trTTCEtOss^E |"uis1.i'-,B<iiigt3>^^^?"??»':S!^%?v^^ i.:^l!^:lt"i>%';SSf5'iS».;::^--S~^;;.^^^;i3^ Soil Strength Reduction Factor, t>, Uplift Strength Reduction Factor, <t>,Asset Dead Load Factor Dead Load Factor 0.6 0.75 1.2 1.2 Design Moment, Mnoasign (k-ft) SOIL OVERTURNING ANALYSIS Nominal Overturning Capacity, O^Mn (k-ft) Soil Overturning Usage, Mu.Deslgn / ct)mMn 0.22 1,969.81 0.0% SOIL BEARING ANALYSIS Net Bearing Pressure, (psf) 3,834.00 Applied Shear Force, Vu (k) Pu.Net Friction Resistance (k) Nominal Bearing Capacity, (psf) 4,083.00 0i,Pn Bearing Pressure Controlling Load Direction Parallel to Pad Edge SOIL SLIDING SHEAR ANALYSIS Passive Pressure (psf) Passive Pressure Resistance Nominal Shear caPacity. ^"(k)'~~ ^ Soil Bearing Usage, Pu,net/<t>bPn 93.9% (>/] Soil Sliding Shear Usage, Vu / <t,Vn 0.03 95.84 718.8 10.78 63.97 0.0% Task ID:728636 Page 1 of 2 7/14/202510:03:55 ASSET: 278031, ALLEN WOODS Wl CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799665 Steel Elastic Modulus, E (ksi) Strength Bending/Tension Reduction Factor, Ob Strength Shear Reduction Factor, $»Strength Compression Reduction Factor, <fc 29,000 0.9 0.75 0.65 One Way Design Shear, Vu (k) MAT REINFORCING ONE WAY SHEAR ANALYSIS Nominal One Way Shear Capacity, (DcVn (k) One Way Shear Controlling Load Direction Mat One Way Shear Usage, Vu/OcVn 76.28 172.07 Parallel to Pad Edge 44.3% Punching Shear Design Stress, Vu (psi) MAT REINFORCING PUNCHING SHEAR ANALYSIS Nominal Punching Shear Capacity, <t>cVn (psi) Mat Punching Shear Usage, Vu / (t)cVn 121.4 201.2 60.3% Moment Transfer Effective Flexural Width, w, (in) Neutral Axis Depth (in) MAT REINFORCING MOMENT TRANSFER ANALYSIS Nominal Moment Transfer Capacity, <t>Msc.f (k-in) Pier Moment at Joint, Mui (k-in) Mat Moment Transfer Usage, 0.6 Mut / <t>M,c.f 7.00 0.75 0.00 3,022.7 0.0% Factored Moment, Mu (k-ft) MAT REINFORCING FLEXURE ANALYSIS - LOWER STEEL Flexural Steel Controlling Load DirectionNominal Flexural Capacity, OIVIn (k-ft) Mat Lower Rebar Flexure Usage, Mu/OMn 250.60 331.61 Parallel to Pad Edge 75.6% Rebar Cage Diameter (in) Steel Elastic Modulus, E (ksi) Strength Bending/Tension Reduction Factor, cfn Strength Shear Reduction Factor, <t>v Strength Compression Reduction Factor, <t>^ 22.25 29,000 0.9 0.75 0.65 Design Moment, Mu (k-ft) Nominal Moment Capacity, <t>bMn (k-ft) PIER REINFORCING MOMENT ANALYSIS Bending Reinforcement Ratio Pier Rebar Flexure Usage, Mu/ObMn 0.18 153.88 0.006 0.1% Design Compression, Pu(k) PIER REINFORCING COMPRESSION ANALYSIS Nominal Compressive Capacity, <t>pPn (k) Pier Rebar Compressive Usage, PU / <t'pPn 278.89 1,411.79 19.8% Design Shear, Vu(k) PIER REINFORCING SHEAR ANALYSIS Nominal Shear Capacity, <t>,Vn (k) Pier Rebar Shear Usage, Vu/<t\^ 0.03 157.16 0.0% JUL 2 22025 Bayfield Co. Zoning Dept Task ID:728636 Page 2 of 2 7/14/202510:03:55 Land Use Permit Application Review Checklist Submissions: What zoning district is the project located in? D R-l D R-2 D R-3 D R-4 D R-RB D C D I DM D A-l D A-2 D F-l D F-2 D W D M-M D Yes D No Is lot substandard (does not meet current zoning dimensional requirements)? Deed of record: D Yes D No Is the project located in the Shorelands (Shorelands are lands within 300 feet of a river/stream OR landward side offloodplain OR 1000 feet of a lake/pond/flowage, whichever is greater)? a Yes D No Is impervious surface required? (Required if riparian lot OR lot is entirely within 300 feet of OHWM of navigable waterway) D Yes D No Is the project located in the Floodplain? Zone: D Yes D No Are there wetlands on the property? D Yes H No Is project associated with a nonconforming use or structure? D Yes D No Is project associated with a variance? Case #: D Yes D No Is project associated with a Special B or Conditional Use Permit? Permit #: Is the project associated with a Special A Use Permit?D Yes D No a Yes D No Does the project require sanitary? D Existing D New D Intercept D Reconnect D Non-Plumbing D Public Sanitary Permit #: # of Bedrooms: D Yes H No Does the project require mitigation? Implementation Deadline:Date of Compliance: a Yes D No Does the project require an affidavit? Affidavit #: D Yes D No Did licensed surveyor mark lot line(s), if project is within 10 feet of required setback? D Yes D No I Did applicant/property owner mark lot line(s), if project is within 30 feet of required setback? Project use is? D Residential D Commercial D Municipal Project type is? a New Construction D Addition/Alteration D Change Use D Relocate D RV Placement D Sign D Establishing a Business D Temporary D Shoreland Grading D Other, describe: Structure Type is: D Residence D Principal Structure D Accessory Structure D Boathouse (one story only) D Open-sided/Screened Structure (gazebo, etc.) D Stairway to navigable waters D Mobile Home D Shipping Container D Other, describe Total Sq. Ft. of Project:Number of Stories:Overall Height: Fee Type Calculation Fee Amount D Dwelling Enclosed Areas - all enclosed areas within dwelling except attached non-habitable garages $0.75 x -sqft (minimum $125) D Dwelling Unenclosed Areas (decks, patios, etc.) or Attached Non-Habitable Garages $0.20 x sqft (minimum $125) $ D Habitabte Residential Accessory Structures $0.50 x _sqft (minimum $75) $ D Non-Habitable Residential Principal and Accessory Structures $0.20 x sqft (minimum $75) $ D Commercial/Municipal Principal Structures $250 + $0.005 x cost of construction (minimum $250) $ D Commercial/Municipal Accessory Structures $150 + $0.005 x cost of construction (minimum $150) $ D Return Inspection D Land Use Revisions D Special Use Permit-Class A D Floodplain D Shoreland - Impervious iurface D Shoreland - Non-Conforming, etc. D Tower Siting/Collocation 1 D Tower Collocation 2 D Metallic Mine D After-the-Fact (ATF) Inspected by: Re-lnspected by: Denied by: Date of Inspection: Date of Re-lnspection: Date of Denial: Reason for Denial: Date Denial Letter Mailed: Approved by:Date of Approval: Condition(s): D Must meet and maintain setbacks from furthest extension of structure including eaves and overhangs. D For personal storage only. D For personal residence only. D Not for human habitation or sleeping purposes. D Town/State/DNR/Federal may require permitting D A Uniform Dwelling Code (UDC) Permit from the locally contracted UDC Inspection Agency must be obtained prior to the start of construction. D A Uniform Dwelling Code (UDC) Permit from the locally contracted UDC Inspection Agency must be obtained prior to the start of construction (if applicable). D Use best management practices to limit and prevent erosion during construction. D This permit cannot be transferred if property is sold. D A Bayfield County Health Dept permit is required. D Check with Town regarding room tax. D Short-Term Rental is for a maximum occupancy of_ persons. D Sign must meet the requirements of Article E of the Bayfield County Zoning Ordinance. D To be constructed per plan. D Adhere to privy agreement. D Temporary permit allowing existing structure for a period of less than 1 year. D RV may not be used for permanent residence or storage. D RV allowed for _. D RV must be removed by D No sewer and pressurized water allowed in the structure. n No plumbing or plumbing fixtures allowed. D No additional sleeping areas allowed without obtaining necessary sanitary permit(s). D Land use permits shall be required for any new residence, any building or structure erected, relocated, rebuilt, orstructurally altered D Land use permits shall be obtained prior to the initiation of construction or a change in land use D Requirements (e.g., permits/licensing/tax) of Local Town, Village, City, State or Federal agencies are required D Sanitation requirements must be met (if applicable) D Additional conditions may be placed and need to be adhered to at the time of permit issuance Other Conditions: