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Home My WebLink About25-0575Return to: 117 E 5th Street, PO Box 58 Washburn, Wl 54891 permits@bavfieldcountv.wi.gQy Bayfield County Planning and Zoning Department LAND USE PERMIT APPLICATIOI County Use Only: Submission #:IM- 01 M4 Permit #: 25'— 0 575" Date: r/^f/Z^ !SK?BatSB|BI©^BUMfflUiHiKBiDBI Property Owner Name:MICflAEL GERMANO TRUSTEE Authorized Agent Name (if applicable):NICOLE SHEHAN AS AGENT FOR AT&T Telephone Number:Telephone Number: 630-841-0928 E-Mail Address:E-Mail Address: NSHEHAN@SCOUTSERVICES.COM Mailing Address:77785 EVERGREEN ROAD Mailing Address:95 WALGONQUIN ROAD City, State, Zip:PORT WING Wl 54865 City, State, Zip: ARLINGTON HEIGHTS IL 60005 Contractor: JACOBS TELECOMMUNICATION INC Telephone Number: 908-296-0715 E-Mail Address: V1CTOR.RIZZUTO@US.AMENTUM.COM .!S©E%OM^Ri»Wrty®n&UE)ui»?tt Project Address (if different from mailing address):67800 HART LAKE ROAD, IRON RIVER, Wl 54847 Legal Description (if additional space is needed attach a separate sheet): NWNWINV.1061 P.789 Section, Township, Range: S15 T47N R08W Town of: IRON RIVER Tax ID #: 19343 Lot Size (Acres/Square Feet): Project Use is: D Residential B Commercial D Municipal Project Type is: D Change Use (existing structure) D Sign D Shoreland Gradmg, Class A required (Total sq ft): D New Construction D Relocate (existing structure) D Establishing a Business D RV Placement 4+ months, Class A required D Addition/Alteration (existing stmcture) D RV Placement 21+ days D Temporary (12 or less months) B Other (describe): ANTENNA UPGRADE Structure Type is: D Accessory Structure (describe): D Shipping Container D Residence D Principal Structure (describe): D Shoreland Exempt Structure (describe): D Mobile Home (provide manufactured date): B Other (describe): ^ISTING CELL TOWER Foundation Type: D Basement D Walkout Basement H Slab D Crawlspace D Ground D Skids D Other (explain): Existing Structure:Length:Width:Height Proposed Structure (Provide Sq Ft based on outside dimensions, including unfinished areas, attached garages/above grade decks/porches): Basement Sq Ft:la Floor Sq Ft:Loft Sq Ft:2nd Floor Sq Ft:3rd Floor Sq Ft: Garage Sq Ft:Porch Sq Ft:Deck Sq Ft:Other Sq Ft (describe):Other Sq Ft (describe): Total Sq Ft:Overall Height (finished grade to peak): # of Stories:Existing # of Bedrooms on property: ?s]e€^i@is^^a?WSi^cs®iWti6®B^^ Proposed # of Bedrooms in project: Sign is: D New D On-premise D 1-sided D On-building Length: D Replacement D Off-premise D 2-sided D Multi-Tenant Width:Height: RVis: D New Year: Make: ID D rm\l£ iRlfmV: UflJUL 2 4 2025 1^ Model: B3vf?e!d Co. Zonino Qpnt Show location of: D Driveways D Frontage Roads (include name) D Existing Structures D Well (W) D Septic Tank (ST) D Drain Field (DF) D Holding Tank (HT) D Privy (P) D Lake D River DStream/Creek DPond DFloodplain DWetlands D Slopes over 20% N u<ni lEIj 1C15 JUL 2 4 20% fci3Vf?pf" (";-. 7-....;.... ,-.'-"'yi'wc i;o. Zoninci Denr Setback or distance from furthest extent of structure including eaves and overhangs to (include on site plan): County Use Only Verified setbacks Road Centerline Front Lot Line/Right-of-Way Side Lot Line 1 (North DEastDSouthDWestD, check one) Side Lot Line 2 (NorthDEastC3SouthDWestD, check one) Rear Lot Line Septic/Holding Tank Drainfield Privy Well Existing Structure/Building Wetland Elevation ofFloodplain Ordinary High-Water Mark (OHWM) jA)+-ft- ft.ap(»4-ft- ft.ft. ft.ft. fit.ft. ft.ft. ft.ft. ft.ft. ft.ft. ft.^COT ft. ft. ft. ft. ft. ft. ft. Notes/Comments: .^vCf^q lu^O^ ^ ^a '^ ie y? ?^^tC^ fcc^o^rl |ft(3p?A^ ^ nu^^ ^w^' Other (describe)ft.ft. D Yes E No Has the location of the proposed project including caves and overhangs and the sanitary system and well been staked? If no, what date will this be completed: D Yes B No Did a licensed surveyor mark lot line(s) if project is within 10 feet of required setback? See page 2 of Land Use Application Information for required setbacks. D Yes D No Did property owner or applicant mark lot line(s) if project is within 30 feet of required setback? See page 2 of Land Use Application Information for requu-ed setbacks. Is there an existing sanitary system on the property? If yes, what kind? D Drainfield D Holding Tank D MunicipaVPublic D Other (describe): a Yes B No D Yes B No Will pressurized water be installed in the structm-e? If yes, what kind of sanitary system will be installed or used to manage wastewater? a Drainfield D Holding Tank D Municipal/Public D Other (describe): D Yes D No Will sleeping occur in the structure? If yes, contact local Uniform Dwelling Code (UDC) for approval and inspection requirements. Is the project associated with any of the following: D Rezone D Class A Special Use D Class B Special Use D Conditional Use D Variance Fee payment will be made via: D Check (attached) D Cash (attached) E debit/credit/echeck (department to call once payment is ready to be taken) How would you like to receive your permit card? D Mail to: OR B Email to: D Property Owner Address B Agent Address NSHEHAN@SCOUTSERVICES.COM D Contractor Address D Other (provide Name and Email or Address): ?Se@taiKIBiiBi88aW^SBB8BB18|%gSiB?( All Land Use Permits expire Two (2) Years from the date of issuance if construction or use has not begun. Sanitary Permit issuance, if required, needs to occur prior to Land Use Permit issuance. Failure to obtain a permit or starting construction without a permit will result in penalties. The local Town, Village, City, State or Federal agencies may also require permits. The new construction of one- & two-family dwellings requires review and approval by the local Uniform Dwelling Code (UDC) authority. Additions and alterations to one- and two-family dwellings may require review and approval by the UDC authority. All municipalities are required to enforce the UDC. If subject property is part of a Condominium Plat, applicant hereby certifies and represents that applicant has all necessary approvals and recorded documents required to complete the project for which this permit is sought including requirements set forth in Wisconsin statutes pertainmg to condominium associations, the Declaration of the Condominium Association in which the property is located, and all other rules, regulations and requirements pertainmg to that Condominium Association. You are responsible for complymg with state and federal laws concerning construction near or on wetlands, lakes, and streams. Wetlands that are not associated with open water can be di£Gcult to identify. Failure to comply may result in removal or modification of construction that violates the law or other penalties or costs. For more information, visit the Department of Natural Resources wetlands identification web page, dnr.wi.gov/topic/wetlands, or contact a Department of Natural Resources service center (715)685-2900. I (we) declare that this application, including any accompanying information, has been examined by me (us) and to the best of my (our) knowledge and belief it is true, correct, and complete. I (we) acknowledge that I (we) am (are) responsible for the detail and accuracy of all information that I (we) are providmg and that will be relied upon by Bayfield County in determming whether to issue a permit. I (we) further accept liability which may be a result ofBayfield County relying on tips in|onp^pn ^ (i^p)[pre ,-\ providing in or with this application. I (we) consent to county officials charged with administering bounty ctouHnlesfo fevq|f) access to the above-described property at any reasonable time for the purpose of inspection, j ffi 11 j | Owner(s) or Authorized Agent Printed Name: NICOLESHEHANASAGENT JUL 24202C /&r^e-f/<L c ^/!^^LH^j^o. Zoning Dept.Date: 7Q<Q5-Owner(s) or Authorized Agent Signature: NOTES: 1. If you are signing on behalf of the owner(s) a letter of authorization must accompany this application. 2. Specific conditions/instructions may be stated on the face of the issued Land Use Permits. Owners, agents, & contractors must all be aware of permit details & conditions and permit card must be posted on property prior to start of project. AT&T MOBILITY AGENT AUTHORIZATION I, Laura Hoye _^ authorize the following personal from Scout Services to act as an agent for AT&T, to apply for necessary permits pertaining to AT&T'S Modernization project in the States of Wisconsin and Illinois. • NicoleShehan • JP Langhenry • Connor Callahan • Dab Waddell jL-a^^a^ ^iAA^yLO^ ?t/fft AT&T Signature <7 B ISIS^1 I JUL 2 "025 WIL03225 AFFIDAVIT OF AUTHORITY (Corporation, LLC, etc.) PURPOSE. This Affidavit of Authority is used to certify the individual submitting an application is authorized when the property is owned by a corporate/business entity. ) )ss. STATE OF WISCONSIN BAYFIELD COUNTf ) The undersigned affirms and states as follows: 1. Address of Subject Property: 67800 HART LAKE ROAD IRON RIVER Wl 54847 2. The Subject Property is owned by: MICHAEL J GERMANO TRUSTEE (Name of Company) 3. The name(s) of the current President or Managing Member 4. 1 certify that the company named in paragraph 2 is valid and in effect on the date signed below. I am the duly appointed agent of the Company named above in paragraph 2, and I have the authority under the terms of said authorization to submit an application to the Bayfield County Zoning Department concerning the Property described in paragraph 1. 1 further certify that the information and statements made within this affidavit are true, accurate, and complete to the best of my knowledge. 5. I am authorized by the above-named Company to apply for and bind the Company to the terms and conditions of any decision or permit issued by the Bayfield County Zoning Department. 6. By signing this affidavit, I attest that I am unaware of any known or unknown person(s) who would contest this application. I agree to indemnify Bayfield County or such person or legal entity suffering a damage resulting from any illegalities of the application. Dated:7-17-2025 jL&iCA^ y^&AAj^UiM^ ^/^t_/fLaura Hoye Subscribsdgnd sworn to befoiday of JrUltA^ 20^ie thisjr"Print Name I! ^ B ^^^z JUL 2 4 2025 Notary Public, 'Un! My commission:. lunty, Wieeensth<ftf3^(€^i ^- OmOALSEALNICOtETSHEHAN NOTARY PUBLIC. STATE OF ILLINOIS MYCOMMSSION EXPIRES: 06C9/2026 PROCESSING INFORMATION INFTIAL PROCESSING. Once the department receives your affidavit, the department will review it for completeness. If the information is not complete, the department may reject your affidavit and the application. REQUEST FOR MORE INFORMATION. The department may request that you provide more information or evidence to support your affidavit. DECISION. The department will review all documents submitted as part of the application for registration and title, this fomi included, and may approve, deny or request more information, fP 1^ II \\jl li3Irt l& i S U ^ K II JUL 2 42025 Rsvfiriri Co- Zoninq Dept Lessor Contract No.: GTP2746 Lessee Fixed Asset No.: 10124020 SDCTH AMENDMENT TO SITE LEASE AGREEMENT This Sbrth Amendment (the "Sixth Amendment") to that certain Site Lease Agreement dated June 28, 2005, by and between ACC Tower Sub, LLC and American Cellular Corporation as amended by that certain Amendment To Tenant Leases dated February 6, 2006, as amended by that certain Second Amendment To Site Lease Agreement dated October 4,2012, as amended by that certain Third Amendment To Site Lease Agreement dated August 7, 2013, as amended by that certain Fourth Amendment To Site Lease Agreement dated May 29, 2014, as amended by that certain Fifth Amendment To Site Lease Agreement dated Febmary 3,2015 (as amended, the "Agreement), is made and entered into as of the latter signature date hereof, by and between ACC Tower Sub, LLC, a Delaware limited liability company ("Lessor") and New Cingular Wireless PCS, LLC, a Delaware limited liability company, as successor-in- interest to the Agreement ("Lessee"). RECITALS I llllj I 1Uj awinu u' o jj WHEREAS, Lessee desires to modify its equipment aad/or ground is^ace ^ gtli^ T^p\ypr, FaciUtydescribed below. ' ... - ^ JUL. ^ u/U</5 L: NOW, THEREFORE, for and m consideraticm of the mutual covenant^ good and valuable consideration, the receipt and sufficiency of which are hereby acknowledged, the parties hereby agree as follows: 1. Tower Facility. The Agreement being amended by this Sixth Amendment is for the Tower Facility identified below: Lessor Site Name/Number: Lessee Site Name/Number: Iron River/375182 RON RTVER - WI / WB225/10124020 2. Modification To Equipment. Notwithstanding anything to the contrary in the Agreement, Lessee's current permitted equipment configuration and ground space under the Agreement is hereby modified to be as set forth on Exhibit A-6 attached hereto. 3. License Fee Increase. Effective upon the earlier to occur of: i) the issue date of the NTP by Lessor; or ii) March 23, 2018, the License Fee shall be mcreased by | I per month (the "Increase"}. The Increase for any fi-actionai month at the beginning or end of that period shall be appropriately prorated. The parties agree that the Increase was calculated as follows: ••^S ^^•^^^•^rY^^^:^^^^^^ ^^S?i:Mll^^lli^?®® Oversized replacement antenna (72" xl 9.6" & 89.7 Ibs) RRU Oversized RRU (up to g^l'|c|^i|effl|g 3 3 Total "Increase" 1(111 I M 2 42025 avneia i;o. Zonina Dfe Lessor Conbact No.: GTP2746 Lessee Fixed Asset No.: 10124020 4. Structural Reclassification Indenmitv. For the purposes of this section, a "Dedicated Public Safety Network" is (i) FirstNet or (ii) a network designed specifically for public-safety or first-responder for use in response to emergency situations that is either (a) govemment-owned or (b) operated by a earner on behalf of a government entity, hospital, emergency room or similar healthcare facility and contractually required to have network resiliency that would qualify as a "hardened network" as defined in the TIA Standard (ANSI/TIA-222-H) approved and submitted for ballot on June 12,2017, as such standard may be modified from tune to time. Lessor and Lessee acknowledge that a Dedicated Public Safety Network may cause a current or future reclassification of Lessor's Tower as a Class III, Risk Category ffl or Risk Category TV structure, as defined in ANSLTIA-222-G or ANSFTIA-222-H, as such standards may be updated from time to time (a "Structural Reclassification"). Notwithstanding anything to the contrary m the Agreement, in the event such a Structural Reclassification resulting in whole or in part .from the license of space or operation of Lessee's Equipment for Lessee's Dedicated Public Safety Network is applied to Lessor's Tower, Lessee hereby agrees to indemnify Lessor for all actual and documented costs and expenses of: a. Any modifications to the Tower that are required to restore loading capacity that the Tower loses because of and at the time of the Structural Reclassification (the "Structural Modifications") (which for the avoidance of doubt shall be independent of any obligation of Lessee to pay for Tower modifications required as a result of such Tower exceeding its design specifications as a result of the installation of Lessee's Equipment); and/or b. Lessor's contesting the subject governing body's decision to impose the Stmctural Reclassification ("Legal Action") (mcluding but not limited to reasonable attorneys' fees and reasonable expert witness fees), including any appeals or litigation, if Lessee has approved that Legal Action. To determine the amount of any lost loading capacity to restore and how to make any Structural Modifications, if required. Lessor and Lessee will use the following process: a. b. c. d. Lessor will generate an as-is structural report as of the Structural Reclassification's date based on the ANSI/TIA-222-G or ANSI/TIA-222-H standards for Class H or Risk Category H, as applicable ("Class II Report"). Lessor will generate an as-is structural report as of the Structural Reclassification's date based on the ANSI/TIA-222-G or ANSI/TIA-222-H standards for Class ffl. Risk Category ffl or Risk Category W towers, as applicable ("Class III Report"). The loading difference between the Class II Report and the Class ffl Report will be the lost loading capacity (the "Lost Capacity"). To restore the Lost Capacity and complete the Structural Modifications, if required, Lessor will modify the Tower's structural member that incurred the highest percent stress resulting from the classification / category change giving rise to the Lost Capacity (including but not limited to legs, diagonals, horizontals, plates, bolts, guywires, and shackles), which Lessor will identify by using reasonable and generally accepted engineering practices. Lessor wUl also modify any other members that incur a stress increase resulting from the classification / category change giving rise to the Lost Capacity if that increase is equal to 90% or more of the increase to the structural member Lessor Contract No.: GTP2746 Lessee Fixed Asset No.: 1 0124020 that mcurred the highest percent stress. If the mcrease in percent stress to a fouadation(s) is greater than the increase in percent stress to the other tower members, foundations(s) modifications will be made. If the increase in percent stress to non-foundation stmctu-al members exceeds the increase in percent stress to the foundation, modifications of the foundations) will not be made. Lessee will make a single, one-time payment for the Structural Modifications. Lessee will make that payment within 90 days of its receiving an invoice from Lessor for the completed Structural Modifications; provided, however, that Lessee will remam responsible for the cost of tower modification drawings authorized by Lessee but which do not result in a completed Structural Modification. If Lessee or Lessor challenges the decision to impose the Structural Reclassification, Lessor will not make any Structural Modifications during the pendency of that challenge; and if the decision is reversed, withdrawn, or changed. Lessor will promptly reimburse Lessee's payment for the Structural Modifications. Notwithstanding the foregoing, actual costs or expenses associated with Structural ModiGcations that have been paid or incurred by Lessor, including costs for construction, or costs in preparation of construction (such as costs to prepare tower modification drawmgs) will not be refunded by Lessor. Lessor hereby represents that it will not advocate for the reclassification of the tower facility to Class ffl, Risk Category D.I or Risk Category W to the extent such position would be in conflict with that previously communicated to Lessor by Lessee pursuant to the notice provisions of the Agreement. Itt the event that a Dedicated Public Safety Network is operating on the Site in addition to Lessee's Dedicated Public Safety Network at the tune the Structural Reclassification occurs, then Lessee will only be responsible for the portion of the actual and documented costs and expenses of the Structural Modifications and Legal Action that is calculated as follows: the amount of Lessee's sail area (measured in square inches) divided by the total sail area utiUzed by all Dedicated Public Safety Networks operating on the Site at the time of such Structural Reclassification. In the event Lessor provides Lessee with an invoice and Lessee fails to pay Lessor for Structural Modifications costs within ninety (90) days. Lessor may deduct a corresponding amount of the unpaid costs against the purchase price amounts associated with the next scheduled exercise, or any subsequent exercises, of fhose certain Purchase Options set forth under Section 35 of the Lease and Sublease dated December 14, 2000 between SBC Wireless, LLC, and Southern Towers, Inc. and SpectraSite Holdings, Inc. 5. Full Force and Effect. All terms and conditions set forth in the Agreement shaU continue in fall force and effect unless specifically modified herein. 6. Capitalized Terms. Capitalized terms contained herein, unless otherwise defined, are intended to have the same meaning and effect as set forth in the Agreement. [SIGNATURES ON FOLLOWING PAGE] ;n\ ['J\-. 24? 025 7nnma uei2,avfi8'a^o.^."""a Lessor Contract No.: GTP2746 Lessee Fixed Asset No.: 10124020 DST WITNESS WHEREOF, the parties have caused this Sbcth Amendment to be executed by their duly authorized rqpresentatives as of the day and year written below. LESSOR: ACC Tower Sub, LLC, a Delaware limjted liability company By: _23SS$^==- Name: ___^^IaJ-S^E-Title: Date: JSrCcx^s^ S~~/£f/2-^/ ^ LESSEE: New Cmgular Wireless PCS, LLC, a Delaware limited liability company By: AT&T Mobility Corporation Its: Manager :^By: Name:Name: Michelle Durand Title: Title: Manager of Real Estate S Construction Date: Date: IR iisili jl M. 2 4 2025 ^ Bavfielc'i Co. Zornna UeDt. 1-1-===J^=;)J rr=[n5 (S-~2) ro CrOri .1 ..ts- 7-3 (rffff i c^-^-y I^ Is a^ 1111 JUL 24?0?fi W PROJECT SUMMARY TOWER OWNER;ADDRESS: COMTACT:PHONE SITE ADDRESS: CUSTOM ER/APPUCAMT: IUUJ3 LATITUDE LOriGJTUDE: JURtSDfCTION: couHri'; GROUND ELEVATION, OCCUPANCY TfPE: A-D-A- COMPLIANCE: CONSTRUCTION T/PE: GROUP: AMERICAN TOWER CORPORATION10 PRESIDENTIAL WAYWOBURH.MA01601TBD(78t)&26-4500 67600 HART LAKE ROADIRON RIVER, Wl 54847 AT&TWIRELESS&5W. ALGOHQUIN ROADARLINGTON HEiOHTS, tt 60005 46" 33-29.0C M (4S.55e058T)9r21'46.7'rW(-91.362933t) BAYFIEtDCOUHTY BAY FIELD 1208-iAMSL UNMANNED FAOUn' IS UNMANNEO AND NOTFOR HUMAN HABlTATiOH 118 u CODE COMPLIANCE ALLWORK SHALL BE PERFORMED AND MATERIALS INSTALLED IN ACCORDANCE WTHTHE CURREW EDmoKS OP THE FOLLOWING CODES AS ADOPTED BY THE LOCALGOVERNiNG AUTHORmES. NOTHING IH THESE PLAtjS IS TO BE COHSTRUEDTOPERMIT WORK HOT CONFORMIMG TO THESE CODES;;OOET?E CODEWISCONSIN COMMERCIAL BUtlDiNG CODEBLIILDiNO/DWELUNG 1BC 2015STRUCTURAL )BC 20(5MECHANICAL )BC20tSElECTRtCAL NEC 2017 CONTACT INFO. AMEHWMDIGITAL INFRASTRUCTURE, WC.2929 ARCH STREET, STE (500PHILADELPHIA. PA 19(04 ATATCOHSTOUCTtON MAHAGER;&5WALSONQUIH.ARLINGTON HEIGHTS, tL SITE NAME:DBS - IRON RIVER - WI SITE ID: WIL03225 FA NUMBER: 10124020 USID: 96734 IWMJOB NUMBER: WSCHI0050418 67800 HART LAKE ROADIRON RIVER, WI 54847 BAYFIELD COUNTY EXISTING 300' GUYED TOWER ERICSSON NETWORK MODERNIZATION SCAN FORDRIVINGDIRECTIONS AREA MAP WIL03226DBS-IRONRIVER-Wl co «v. LOCATION MAP -[»] PROJECT DESCRIPTION INSTALL t3) NEWAIR 64(9 B77G B77M ANTENNASINSTALL (6) NEW 10f AHTENNA MAST PIPEINSTALL (S) NEW RRH BACK TO BACK BRACKETSINSTALL (6) NEW 1CT RRHS MASTINSTALL (3) NEW 44&4 814/B29 RRHStNSTAU-{3) HEW 4490 B5/Bt2 RRHSINSTALL (3) HEW 4S90 B25/B66 RRHSINSTALL (1) HEW VERTIV 7100 58V CONVERSION KTr IN THEPOWER PLAtTTINSTALL (1) NEWRECTiFtERS (H THE POWER FLAWINSTALL (6) NEW-58V CONVERTER3 |H THE POWER PWSTINSTALL ALL PfiOPOSED ER!CSSOH BBUS REMOVEREMOVE (3) EXISTING SBNHH.1 D65C ANTENNASREMOVE THE EXISTING NOKIA RADfOSREMOVE THE 48/24V COWERTERSREMOVE THE UP CONVERTERSREMOVE EX13TING AiU/NOKIA BBU EQUIPMENT AFTERClfTOVER IS COMPLETED RELOCATIONSRELOCATE (3) EXISTING NNH4-65B-R6H4 AHTENHASROTATE EXISTING SECTOR FRAMES TO ACHSEVE FINALA2MUTH CML WORK TO BE COMPLETED FtRST PER AT&T, fK>MA GROUNO EQUtPMEFfTSTA'raUMTILALLERICSSOfjUPTOPISDONE&fHTEGRATiOHIS SUCCESSFUL COMTRACTOR TO VERIR' TEMPORARY SOLUT10M WTHCONSTRUCTtOM iAWAGER PRIOR TO BEGINNtNG OF PROJECT,THE PROPOSED PROJECT FOR TtilS SFTE INCLUDES; DRAWING INDEX SHEET #1 SHEET DESCRIPTION GENERAL NOTES EQUtPMEfTT LAYOUT TOWER ELEVATION PLAN ANTENNA AZIMLfTH PUNSEQUIPMENT DETAtlS SITE DATA tWUT ANTENNA INFORMATION CHARTS PIUMSIHG DIAGRAM A/E DOCUMENT REVIEW STATUS AT&T CONSTRUC-nOH M<3R: ZONtHG APPROVALSITEACQUISmOM: PROPERTY OWHER: STATUS CODE: j^ ACCEPTED; WtTM OR NO COMMEFffS, CONSTRUCTICftl MAY PROCEED HOT ACCEPTED; RESOLVE COMMENTS AND RESUBMrT ACCEPTANCE DOES HOT CONSTTTLFTE APPROVAL OF DESIGN. CAtCULATiO«S,ANALYSiS, TEST METHODS OF MATERIALS DEVELOPEDOR SELECTED BY THESUBCOtrTRACTOR AND DOES NOT RELIEVE SUBCWTRACTOR RtOM FUt-t.COMPUANCEVWTy CONTRACTUAL OBUGAT!O.M.S_ CALL DIGGERS HOTLINE CALL(800)242-8511CALL 3 WORKING DAYSBEFORE YOU DIG! !^S%%&.aes.- ^Sf^^^^-^Z:--^o%^uu8rwo^^,^u,^;INSP£CT'o''.AP '<SE(S^-——^ "'""'""'sro':OUon,,. 'saisa&s..^::a:s?=-*. o».Z^n^ss°ff%S£''c?§!^°.n<'^n.»« ^j^^Z.!?wc'B^'S£%uio"^^Zra;. s^-^:^-^ ;rw8swu—<»^.,z'ww<^s%:^^^sss^».sa.?^^::--::^A),s^^::^-::?S'ss=?~-'::r:-u %^£::S^^^r'"^Rau^ ^s,ysy.^Zlxa'' '~r~w?mw»^ E?s^?t8E:^^C^...^^^~~~:::^^/^S—^^^°'NWW°—^^,^^ %%^SS£^^.WE 'p^sasr-.^: ^K^ss^^..rawraswepssyi51'1^ TIV»-l.oi~,';.'':c""FIESn^s^^s^^ sc. ~'"""w»«u;^^_ ~~~"^E°?RO?M';i's.s'.°NI' ^a^^;,r";:::"S'!S5s«as/'1 "'""•"sa""a'a»»-a!S,Z.., 3SS:!a;%=SI: ^••^^:::sstsss::» ^ss^s^^r"^^S?%s%&^;a—^S^^ES^CO;^, """w'Msn^^E^^zE—-^^s^—^^ 'rSU^SEau.^y 5EOUI?0 s^ss.s'•BS ? »-ss£T':°"ySWWCK??8E1' 'fflsais; S .I'::0""0—sollo"euT^^^ ss^:—B»E»^&"^-W<iHETlcc,Bcu;7 S^^^ncCHeulc^^ rearwELi o)sl:°""Ecr^,, METCs 9 DBS - IRON RTVER WI NOTETHIS S)TE DESIGN HAS BEEN PREPARED WITHOUT THEBENEFIT OF AN AS.BUILT SURVEY. THE INFORMATION SHOWN(S NOT BASED ON AM ACTUAL FIELD SURVEY. THECONTRACTOR SHAO VERIFY EXISTING CONDmONS. ALLMEASUREMENTS SHOWN HEREOHWERE NOTFIELD VERIFIEDAND SHALL BE VERIFIED BY CONSTRUCTION MANAGER PRIORTO BEGINNING CONSTRUCTION. THIS PLAN WAS CREATEDBASED ON INFORMATION GATtiERED FROM PREVIOUSDRAWIW3S, AERIAL [MAGIHG. AND OTHER OtJUNEIHFOSMATJON. CONTRACTOR TO FIELD VERIFY ALLDIMENSIONS SHOWN HEREOM, 2928 ARCH STREET, STE 1500PHILADELPHIA, PA 19104 CONTRACTOR TO VERIF/ ALL PROPOSED ANDDCISTIHG ANTENNAS, MOUNTS AND CABLES WERECOMSJDEREO AND PASSED A STRUCTURALANALYSIS PERFORMED BY A LICENSED ENGINEERPRIOR TO INSTALLATION,EXISTINGGRAVELEDCOMPOUND EXISTING 30ffGUY EO TOWEREXISTING SINGLESWING ACCESSGATE EXISTING UT1 LIT/K-FRAME (TYP) FINAL CABLE CONFIOURAT10H(4}i?8AWG DC TRUNKS(1)fftAWG DC TRUNKS(1)12 PAIR FIBER TRUNK(IpSPAIRFiBER TRUNK(2) EW53 FOR MW ALL EXISTING CABLES TO REMAIN 0 I 05/20/25 [VWVIFOR CONSTRUCTION NSTALLINSTALL (t)HEWVERT!V7tOO 58V COMVERSfOHKTT IN THE POV^ER PLANTIHSTALL(t)NEWRECTIF)ERS IN TtiE POWER PIAMTINSTALL (8) NEW -58V CONVERTERS tti THE POWER PLANTINSTALL ALL PROPOSED ERICSSON BBUS 2929 ARCH STREET, STE t500PH)LAOElPH!A,PAt9t04 EMOVEREMOVE EXfSTtNG ALU/HOKtA B8U EQUIPMEMT AFTER CUTOVER IS COMPLETEDREMOVE THE 48/24V CONVERTERSREMOVE THE UP CONVERTERS FINAL CABLE CONFIGURATION(4) #8 AWG DC TRUNKS(1) St AWG DC TRUNKS(t) 12 PAIR FIBER TRUNK(i) (8 PAIR F1SER TRUNK(3) EVW3 FOR MW400-± ALL EXISTING CABLES TO REMAtN EWST1MO AT&TGPS AHTENNA EXIST! HOAT&TFIF RACKINSTALL ALL NEW BBU EQUtPMENT ,REMOVE EXISTING MOKIA BBU EQUIPMENTAFTER CUTOVER IS COMPLETED EXISTING VERT1V7100 POWER PiAHTINSTALL(1)NEWRECT1FIERS&(B) NEW -68V COWERTERS &(1) NEWVERT1V GSV CONVERSION KfTREMOVE^8/24VCOMVERTERSUP CONVERTERS 0 I 05/20/25 IVWVIFOR CONSTRUCTION EXISTINGGENERACEQUIPMEMT EQUIPMENT LAYOUT n'-xir- SCALE; a'8a=r-o-ZTx34a SCALE 3/4- = V-V TMESEORAWINOS DO NOT REPRESENT THE STRUCTURAL INTEQRITV OF TOE TOWER.THE ANTENNAS SHOWN ARE SCHEMATtC AND DO NOT REFLECT THE ACTOALCOHFtGURATIONS REQUIRED. AMEHmMHAS NOT PERFORMED A STRUCTURALANALYSIS OF THE TOWER. CONTRACTOR TO REFER TO ANALYSIS BY OTHERS.ANYMODIFICATIONS TO THE TOWER OR FOUNDATION NEEDED SHALL BE PERFORMEDPRtOR TO TOE INSTALLATIOM OF EQUIPMENT SHOWN ON THESE DRAWINGS.TtiE CONTRACTOR SHALL REFER TO THE STRUCTURAL ANALYSIS OF THIS TOWERSITE FOR THE APPROVED tOCATOH AND COFiFIGURATtON OF ALL ANTENNAS. ALLAMTENNAS MUST BE MOUNTED !H STRICT ACCORDAKCE W!TH THE STRUCTURALANALYSIS.CONTRACTOR TO VERIFY ALL HEIGHTS AND A21MUTMS PRIOR TO BEGINNINGCONSTRUCTION, AND NOTIFY EHGiNEERWITH ANY DISCREPANCIES,REFER TO STRUCTURAL ANALYSIS TO DETERMINE FEEDLINE PLACEMENT. TOP OF STRUCTUREELEV. = 320/-Cr ^ -4> TOP OF TOWERELEV. = SOO'-O" AT&T ANTENNA TIP HEIGHT ELEV, = 2S8-^r(P»A(E) AT&T AHTCNHAS RAD CENTER = 2S5-^f EXISTING MICROWAVERAD CENTER a 195-0' FINAL CABLE CONFIGURATION;(4) #8 AWG DC TRUNKS(t) St AWG DC TRUNKS(1)12 PAIR FIBER TRUNK(t) 18 PAIR FIBER TTTtUHK(2) EW63 FOR MW400'± ALL EX)ST!NG CABLES TO RE^fW^N EX1ST1HGAT&TEQUIPMENT SHELTER EXISTING LIGHTING ROD FINAL EQUIPMENT CONFIGURATION:(6) EXISTING ANTENNAS(3 EXISTING DC-6 SURGE ARRESTORS(3) PROPOSED ANTENNAS(9) PROPOSED RRH's(6) PROPOSED RRH DUAL MOUMT BRACKETS DdSTIHG FEMCEfTYP.) TOWER ELEVATION n"xir SCALE; i/ir=r.cr22-X34- SCALE MV=W CHECKED HYt !EV| DATE tW'/^DESCRlP-nOM0 I 05/20/25 jVWVlFOR CONSTRUCTIOH| y«UIUI»(,,^^^^ / KARLR. ''\^r!^L K^w^ v'ri SHEET NUMtlER; |tlEVISIONtC-4 I o [Tin! i c::=r:—:^ ALL EXISTING RRHs 8 ASSOCJATEOMOUtffiNG HARDWARETO BE REMOVED0-YP. ALt SECTORS) (t) EXISTING HNH4-658.R6H4 ANTENNA TO BERELOCATED TO POS 3 (TYP. PER SECTOR) (1) EXISTING DC-6 SURGE(GAMMA) ARRESTOR TO RELOCATED2WA2MUW (TVP OF 3) (1) EXISTING SBHHH-1D6SC ANTENNATO BE REMOVED (TCP, PER SECTOR) (1)EXt8TIMGHNH+<5B-R6AWENftATO REMAIN OYP. PER SECTOR) 0 f 2 4- ?TE;ALL DIPLEXERS/TMA'S & ASSOCIATCDMOUNTING HARDWARE TO BE REMOVED. EXISTING ANTENNA AZIMUTH PLAN NOTE:INSTAtt PROPOSED EQUIPMENT MOUNTEDPER MOUNT S7RUCWRAL ANALYSIS REPORTBYAMEMTUM EHGITAL INFRASTRUCTURE, INC.DATED 06/12/26, REFER TO REPORT FORADDITIONAL REQUIREMENTS, KOTES:AIX STRUCTURALWORK IS TO BECOMPLETED PRIOR TORF WORK STARTING. CONTRACTOR TOENSURE THAT TOERE ISHO ANTENNA SKEW. TOTE:FOR -THE INSTALLATION OF THE RRtiS, tNSTALLNEW 2.0 STO (2.376" OD) x 120" LONG RRH PJPESWW 1f2"0 U.BOU-S FOR CONNECTIONS FORINSTALLATION. MOUNTED ON NEW COMMSCOPERR.FA2 RRH MOUNTING BRACKET OR APPFtOVEiEQUiVALEHT. DO NOT EXCEED liiOUMTINO MORETHAN 2 RRH's /1 SURGE PER PIPE. NOTE:FOR TOE INSTAU-ATIOH OF THE ANTENNA,INSTALL NEW 2.6 S7D (2.876" OD) x 120" LONGRRH PtPES Wl CROSSOVER BRACKETS (SITE PROPARTff SCX23-K, OR APPROVED EQUIVALENT). INSTALL (1) NEW+494 Bi4/B29 RRH &(1) HEW 4890 B26/B6SRRH(TYP PER SECTOR) (1) EXISTING NNH4.e5B.R6H4 AWENNAREIOCATEO FROM POS4 fT/P. PER SECTOR) (t) EXISTING RELOCATED DC-6SURGE ARRESTOR (Tff OF 3) INSTALL W NEWAIR6472 B77G B77M(TYP PER SECTOR) ROTATE EXISTING SECTORFfSOUHTS TO ACHiEVE FINALAZIMUTH INSTALL (1) HEW 4490 86/B12A RRH(HP PER SECTOR) (1) EXISTING HMH4-65&.R6 AKTEHMATO REMAIN CTVP. PER SECTOR) "'^c,"^ amentum 2929 ARCH STREET, STE 1500PHILADEIPH1A.PA 19104 /TOT CHECKED (IV; 0 I 05/20/25 IVWVJFORCOHSTRUCTtOH]W^OESCRlPTlOfl niyiiuiii),,^^^/ KARLR. "\^,KRAT3NA V'l M&UNTAMTENHAtNACCORDANCE WtTHMANUFACTURER'SRECOMMENDEDPROCEDUREDETAIL FOR MOUM71NGPURPOSES ONLY.NOTALLMEM8ERSSHOVW PROPOSED JUMPER CONNECTION, CTCP)MAIHTAIM UW. BEND RAOiUS,PER MANUFACTURER'S SPECIFICATIONS ANTENNA MOUNTING DETAIL COMMSCOPE RR-FA2 SITEPR01 SCX23-K KARLR. -\^KRATJNA WS ^E-47006 .i^.="°\ &fu(nwnu /!lf,5 SURGE PROTECTOR & RRHS LAYOUT |SCALE: NTS| 5 SCALE: NTS I 7 §§ ^Q2 '0 w <-3^ i-i NNH4-65B.R6(72-X19.6-X7.S')(96.6 LBS) AtR 6472 B77G B77M(36.4-xl8.2-x7.5-)(77.2 LBS) NHH4^58-R6H4p2C^(9.rx7.8")(83,3 LBS) HHH+658-R6 (72^(19.6"x7.8°)(96.6 LBS) AIR 6472 B77G B77M(3e,4-]i16.2-x7.6*)(77.2 LBS) NNH4-65B-R6H4(72 (Tx 19.rx7.fl')(63.3 LBS) NNH4-658.R6(7:rx19.6"x7,8°)(96.6 LBS) AtR 6472 B77G B77M(36.4-x16.2-x7.5-)(77.2 LBS) NHH+658-R6H4(72,0^ t9.rx7.8-)(&3,3 LBS) COMM SCOPE COMMSCOPE AHTENMACEKTERLINEI FROM GROUND TMAS, RRH's, DIPS (1)4494 B11/B29(1)4890 B26/B66 0)4494BWB290)4890B26/B68 0)4494814/828(1)4890826/866 (t)RAYCAPDC5^3-W.1MC(t) FtAYCAP DC6-43-60-fr8C(t) RAYCAP DCS-4fr60-1MF (4) CONTROL CABLE/POViERDIAMETER: 0.82" (20 8 MM) CABLE(S8 AWG DC TRUNKS) (1) COMTROL CABLE/POWEROIAMETCR: 0 96" (24.3 MM) CABLE-(S6 AWO DC TRUNKS) (1) R8ER/HYBRIQDIAMETER: 0.40*(t0.3MM) FIBER -(12 PAIR FIBER TRUNKS) (l)RBERmYBRIOOLWSETER: O.W{t0.3 MM) RSER -(18 PAtRFfSER TRUNKS) (2) EW53 FOR MW@4?'± NOTES;1. VERIFY AHTENMA DIMEHSIOHS WTTH MAHUFACTURER.VERIFY FINAL Am-ENNA MOOEt WiTH CURRENT VER;:RStOH OF Tt|E| ^pT RF^^. iTl JUL 2 4 2025 ratilli!llun Hayfieiti Co. Zoniny Uept. ANTENNA INFORMATION CHART ?'< s~? • VS ¥-:< s^ ys881 § B § 8Iffl™ ">... I"-Q (€.'":.'.) '3D:> I— ro. ,K^ <..r-- (s"v Q=ml [nnl =—^)) PLUMBING DIAGRAM (TYP PER SECTOR)I SCALE: NTS| 2 2&23ARCH STREET, STE 1500PHILADELPHtA, PA (9104 AT&T IIir" ^3S i-iIw?g si @ ^ iIllII 3 CHRCKKU HYt [EV] QATE |3f;WlE}ESCi0 I 05/20/25 IVWlFOR CONSTRUCTION miniuuif,,/^^hKARLR. "\^W KRAWA Vr| SHEBT NUMHERi |REVIStONtRF-11 0 ^AIVERICAN TOWER 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: Aviskar Ghansam Structural Engineer I /^tne^s-t. (MaM^&hi' 300 ft Guyed Tower Iron River 375182 OAA799354_C3_01 AT&T MOBILITY Iron River WIL03225/WSCH10050418 67800 Hart Lake Road Iron River, Wl 54847-4656 46.5581° N, 91.363° W Bayfield July 7, 2025 102% Pass .^lnl"'/.^•ONSI*\ '• '..-' "••- •»• / -^ ^/ ESHAK. \ 1 MOD1 '•; ^ 45601^ |^.;MA#.Esmi-fer I: Date: 2025.07.08 17:00:41 -04-00' a 1%!^\n\ & w\'\ 11 *-'\^l. e IR\\&, w\ JUL 2 4 '?b BayWQCo.- neu" 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 Eng. Number OAA799354_C3_01 July 7, 2025 AMERICAN TOWER* Table of Contents Introduction..................................................................................................................................................................... Supporting Documents................................................................................................................................................. Analysis............................................................................................................................................................^ Conclusion............................................................................................................................................................^ Structu re Usages ......................................................................................................................................................^ Maximum Reactions...............................................................................................................................................................^ Tower Loading........................................................................................................................................................ Standard Conditions............................................................................................................................................................^ Calculations............................................................................................................................................................^ ^lt I%%^ L, /.JlAn- i- L" L /,;nn Heo''..r-,-. 7nnTO ''•'^'•": ATC Tower Sen/ices LLC - 1 Fenton Main Street, Suite 300, Gary, NC 27511 - Office 919-468-0112 - Fax 919-466-5414 - www.americantower.com ^AIVIERICAN TOWER- COHPORATtON Eng. Number OAA799354_C3_01 July 7, 2025 Page3 Introduction The purpose of this report is to summarize results of a structural analysis performed on the 300 ft Guyed tower to reflect the change in loading by AT&T MOBILFTY. Supporting Documents Tower: I Central Project #GT-521, dated May 8,1997 Foundation: ! Central Project #GT-521, dated May 27,1997 Geotechnical: | Development Engineering Project #97-2073, dated April 15,1997 ATC Job #599553F3, dated May 22,2015 ATCJob #599553F5, dated November^ 2015 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: ; 58 mph (3-second gust) w/ 2.25" radial ice concurrent Code(s): ; ANSI/TIA-222-1 / 2015 IBC / Wisconsin Commercial Building Code Exposure Category: ; C Risk Category: II Topographic Factor Procedure: Method 1 Feature: Flat Crest Height (H): Oft Crest Length (L): ; Oft Spectral Response: ; Sos = 0.04, S,i = 0.02 Site Class: Default *Wind load and Ice thickness have been reduced by applicable existing structure load modification factors in accordance with riA-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. R I ® 11 ^ 1^ 1 M. 2 42025 ^ Bavfieid Co. Zoning Oem. 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 OAA799354_C3_01 July 7, 2025 Page 4 Structure Usages Structural Component Leg Diagonal Horizontal Torque Arm Cable Serviceabilrty Usage Mat & Pier Guy Anchor Guy Anchor Guy Anchor Maximum Reactions Foundation Guyed - Pivot Base Guyed Anchor-Al Usage 99.9% | 52.1% 14.9% | 42.5% i 91.0% 3.2% I 101.9% 38.7% 50.9% 51.3% Moment (k-ft) Control Member X Member X Member Tension Tension Rotation Bearing [Soil] Shear [Soil] Shear [Soil] Shear [Soil] Axial (k) 167.1 Location Section 4 Section 10 Section 1 Elevation 70 ft Elevation 150 ft Elevation 296 ft Node 1 Node Al Node Ala Node Alb Uplift (k) j Shear (k) 0.5 30.2 I 38.3 Result Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass 'Reactions shown are maximum overall and not limited by Load Case excluding Overstrength Load Cases Structure base reactions were analyzed using available geotechnical and foundation information. rp frt ][-FT' 1C 11" I; E ln\fe^ s ^ - ir 1 a-2420'Zb ^; j:'^u r-r; 7nninQ ueu'..RavTiSIO '-'u- —u'""-:' ATC Tower Services LLC - 1 Fenton Main Street, Suite 300, Cary, NC 27511 - Office 919-468-0112 - Fax 919-4G6-5414 - www.americantower.com AAIVIEFUCAN TOWER* Eng. NumberOAA799354_C3_01 July 7, 2025 PageS AT&T MOBILITY Final Elev (ft) Q.ty 1 295.0 195.0 1 1 I 3 3 3 3 3 3 3 1 Loading Equipment Raycap DC6-48-60-0-8C Raycap DC6-48-60-18-8C Raycap DC6-48-60-18-8F(32.8 Ibs) Commscope NNH4-65B-R6 Commscope NNH4-65B-R6H4 Ericsson AIR 6472 B77G B77M Ericsson Radio 4490HP 44B5 44B12A C Ericsson Radio 4494 44B14 20B29 M01 Ericsson Radio 4890HP B2/B25 B66 Sector Frame Commscope UHX8-59-P3A Lines I 1 (2) 0.40" (10.3mm) Fiber 11 :"~i \±l U.^D l<<-*+- -! (2115/8" Coax (1) 3/8" (0.38"- 9.5mm) RFT Control Cable i (2) EW63 Install proposed lines in the place of the existing AT&T MOBILITY lines. Other Existing/Reserved Loading Elev(ft) 225.0 ; 220.2 ! QtyTT 1 i 1 1 Equipment Raycap SCEDC-8517-2-P-48 Stand-Off ZDAZDAQJ700-8 Ericsson RRUS 11 (Band 12) Lines 'i a (1) 0.59" (15mm) LMR-600 {If table breaks across pages, please see previous page for data in merged cells) ^ su^E JUL 2 4 20 ^i r-,-, 7nnina ucu^ ATC Tower Services LLC - 1 Fenton Main Street, Suite 300, Gary, NC 27511 - Office 919-468-0112 - Fax 919-466-5414 - www.americantower.com ^AB/IERICAN 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 ofATC 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. fr %i jUlz fipiQ ^'J I 4 11, ?.o'te f*nrw~19'"" [n\u iIUw ieo 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: Iron River, 375182 CUSTOMER: AT&T MOBILITr' CODE: ANSI/TIA-222-1 PROJECT: OAA799354 Design Wind: 103 mph Risk Category II Topo Factor: Method 1 Structure Height: 300ft Base Width: 3.00ft ANALYSIS PARAMETERS Ice Wind: 57mphw/ 1.91" Ice Service Wind: 60mph Exposure: C Sos: 0.039 Soi: 0.019 Topo Feature: Flat Base Elevation: 0 ft Shape: Triangle Top Width: 3.00ft Base Type: Pivot Tower Elevation View 5T££HS@2S2^ TOWER SECTION PROPERTIES Section Leg Members Diagonal Members Horizontal Members 1 SOL 50 ksi 1 3/4" SOLID 2 SOL 50 ksi 1 3/4" SOLID SOL 36 ksi 3/4" SOLI D 3 - 7 SOL 50 ksl 1 3/4" SOLID SOL 36 ksi 3/4" SOLID 8-13 SOL 50 ksi 1 3/4" SOLID SOL 36 ksl 5/8" SOLID 14-17 SOL 50 ksl 1 1/2" SOLID SOL 36 ksi 5/8" SOLID CHN36ksi 03x4.1 CHN36ksi C3x4.1 SOL 36 ksi 3/4" SOLID SOL 36 ksi 3/4" SOLID SOL 36 ksi 3/4" SOLID DISCRETE APPURTENANCE LINEAR APPURTENANCE Hev (ft) 295.0 295.0 295.0 Description (1) Raycap DC6-48-60-18-SF(32.8 Ibs) (3) Ericsson Radio 4490HP 44B5 44B12A (1) Raycap DC6-48-60-0-8C Elev (ft) 295.0 295.0 295.0 Description (2) 0.40" (10.3mm) Fiber (1) 3/8" (0.38"- 9.5mm) RET Cont (2) 1 5/8" Coax (3) Ericsson AIR 6472 B77G B77M (3) Commscope NNH4-65B-R6 (3) Ericsson Radio 4494 44B14 20B29 MO (1) Raycap DC6-48-60-18-8C (3) Commscope NNH4-65B-R6H4 (3) Ericsson Radio 4890HP B2/B25 B66 (3) Generic Round Sector Frame (1) Raycap SCEDC-8517-2-P-48 (1) Stand-Off (1)2DAZDAQJ700-S (1) Ericsson RRUS 11 (Band 12) (1) Commscope UHX8-59-P3A 295.0 (4) 0.82" (20.8mm) 8 AWG 6 295.0 (1) 0.96" (24.3mm) Cable 225.0 (1) 0.51" (13mm) Hybrid 225.0 (1) 0.59" (15mm) LMR-600 195.0 (2) EW63 Radius (ft) GUY ANCHOR REACTIONS Drop (ft) Azimuth (°) _Uplift (k)Shear (k) 215.0 215.0 215.0 -17.00 -8.00 5.00 0 120 240 30.18 28.76 26.70 38.26 38.22 38.15 BASE REACTIONSAxial (k):Shear(k):167.09 0.53 Tower Plan View Rszis.ao'E =+5.0'R= 215.00' E=-8.0' /n1 /? 'f?> p/y' 6 (K ie /i R= 215.00' E=-17.0'JUL 2 4 20^ iU/ yavffpM r:^•onina Don, © 2007 - 2022 by ATC LLC. All rights reserved.Page 1 of 1 ModellD: 106124.0 Scenario ID: 7/7/202516:08:23 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITf r Bayfield County, Wl Guyed, Triangle Central Tower 0.85 0.96 ANALYSIS PARAMETERS Height: Base Elevation: Bottom Face Width: Top Face Width: CODE: PROJECT: 300ft 0.00ft 3.00ft 3.00ft ANSI/TIA-222-1 OAA799354_C3_01 Location: Type and Shape: Manufacturer: Kd Ke: Exposure Category: Risk Category: Topographic Factor Procedure: Crest Height(H): Crest Length(L): Feature: 11 Method 1 Oft Oft Flat ICE&WIND PARAMETERS Design Wind Speed Without Ice: 103 mph Design Wind Speed with Ice: 57 mph Operational Windspeed: 60 mph Analysis Method: Site Class: Ti. (sec): Sds: Design Ice Thickness: HMSL: Distance from Apex (x): Upwind/Downwind: 1.91 in 1210ft 0 Upwind SEISMIC PARAMETERS Equivalent Lateral Force Method Default 4 0.039 p: Sdi: 1.3 0.019 Period Based on Rayleigh Method (sec): c.: C,, Max: C. Mi n: 1.04 0.030 0.030 0.030 1.20+1.0W Normal 1.2D+1.0W60° 1.2D+1.0W90° 1.2D+1.0W120° 1.2D+1.0W180° 1.2D+1.0W210° 1.2D+1.0W240" 1.2D+1.0W3000 1.2D+1.0W3300 1.20+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° 1.2D+1.0Di+1.0Wi240]> 1.2D+ 1.0DJ+ 1.0Wi300° 1.2D+ 1.0DJ+ 1,OWi330° 1.2D + I.OEv + 1.0Eh Normal 1.2D+1.0Ev+1.0Eh60° r 1.2D+1.0Ev+1.0Eh90° I 1.2D+1.0B/+1.0Eh120° I 1.2D+1.0Ev+1.0Eh180« ! 1.2D+1.0EV+ 1.0Eh210° 1.2D+1.0Ev+1.0Eh240° 1.2D+1.0Ev+1.0Eh300° LOAD CASES 1.20+1 1.2D+1 1.2D+1 1.20 + 1 1.2D + 1 1.2D + 1 1.2D+1 1.2D+1 1.2D+1 1.2D+1 1.2D+1 1.2D+1 1-2D + 1 1.2D + 1 1.2D+1 1.2D+1 1.2D+1 1.2D+1 1.2D+1 ie (P E n W fS ^ 1'2D+1J) ElbSU I E ij 1.2D+1 1.2D + 1JUL 242025 B ^^ 1.2D+1 osy'wu i^c. ^u'lii'y t-;c:u'.. 1.20+1 1.2D+1 1.0W Normal - 103.32 mph Wind with No Ice 1.0W600 - 103.32 mph Wind with No Ice 1.0W90' - 103.32 mph Wind with No Ice 1.OW 120°-103.32 mph Wind with No Ice 1.OW 180°-103.32 mph Wind with No Ice 1.0W 210°-103.32 mph Wind with No Ice 1 .OW 240" - 103.32 mph Wind with No Ice 1.0W300° -103.32 mph Wind with No Ice 1 .OW 330" - 1 03.32 mph Wind with No Ice 1.0Di+1.0Wi Normal-56.53 mphWindw'rth 1.912"Radial Ice 1.0DI + 1.0WJ 60° - 56.53 mph Wind with 1.912" Radiallce 1.0DJ + I.OWi 90° -56.53 mph Wind with 1.912" Radial Ice 1.0Di + 1.0WJ 120° - 56.53 mph Wind with 1.912" Radial Ice 1.0DJ + 1.0Wi 180° - 56.53 mph Wind with 1.912" Radial Ice I.ODi + 1.0WJ 210° - 56.53 mph Wind with 1.912" Radial Ice 1.0DJ + 1.0WJ 240° - 56.53 mph Wind with 1.912" Radial Ice 1.0DJ + 1.0WJ 300° - 56.53 mph Wind with 1.912" Radial Ice 1.0DJ + 1.0WJ 330° - 56.53 mph Wind with 1.912" Radial Ice 1.0Ev + 1.0Eh Normal - Seismic 1.0Ev + 1.0Eh 60° - Seismic 1 .OEv + 1 .OEh 90° - Seismic 1.0Ev + 1 .OEh 120° - Seismic 1 .OEv + 1 .OEh 180° - Seismic 1.0EV+ I.OEh 210° - Seismic I.OEv + 1.0Eh 240° - Seismic 1.0Ev+1.0Eh 300°-Seismic ©2007 - 2022 byATC IP LLC. All rights reserved.Page 1 of 39 ModellD: 106124 Scenario ID:383694 7/7/2025 16:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 1.2D+1 1.0D+1 1.0D+1 1.0D+1 1.0D+1 1.0D+1 1.0D+1 1.0D+1 1.0D+1 1.00+1 1.2D+1 1.2D+1 1.2D+1 1.2D+1 1.2D+1 1.2D+1 1.2D+1 1.20+1 1.2D+1 .OEv+1.0Eh330° .OW Service Normal .OW Service 60° .OW Service 90° .OW Service 120° .OW Service 180° .OW Service 210° .OWSen/ice240° .OW Service 300° .OW Service 330° .OEv+1.5Eh Normal .OEv+1.5Eh60° .OEv+1.5Eh90° .OEv+1.5Eh120° .OEv+1.5Eh180° .OEv+1.5Eh210° .OEv+1.5Eh240° .OEv+1.5Eh300° .OEv+1.5Eh330° LOAD CASES 1.2D + 1 .OEv + I.OEh 330" - Seismic 1.0D + 1.0W Service Normal - 60 mph Wind with No Ice 1.00 + 1 .OW Service 60° - 60 mph Wind with No Ice 1.0D + 1.0W Service 90° - 60 mph Wind with No Ice 1.0D + 1.0W Service 120° - 60 mph Wind with No Ice 1.00 + 1 .OW Service 180° - 60 mph Wind with No Ice 1.00 + 1.0W Service 210° -60 mph Wind with No Ice 1.0D + 1.0W Service 240° - 60 mph Wind with No Ice 1.0D + 1.0W Service 300° - 60 mph Wind with No Ice 1.00 + 1.0W Service 330°-60 mph Wind with No Ice 1.20 + 1.0Ev + 1.5Eh Normal - Seismic Overstrength 1.20 + 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 1.20 + 1.0Ev + 1.5Eh 180° - Seismic Overstrength 1.2D + 1.0Ev + 1.5Eh 210° - Seismic Overstrength 1.2D + I.OEv + 1.5Eh 240° - Seismic Overstrength 1.2D + 1.0Ev + 1.5Eh 300° - Seismic Overstrength 1-2D + I.OEv + 1.5Eh 330° - Seismic Overstrength ffi) IP n riff IP i-^i 1 ill IfE ffi ^i 2 4 2025 ©2007 - 2022 byATC IP LLC. All rights reserved.Page 2 of 39 Model ID:106124 Scenario ID:383694 7/7/2025 16:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 TOWER LOADING - DISCRETE APPURTENANCE Discrete Appurtenance Properties for LC: 1.2D +1 .OW Elev(ft)Description Qty Wt.(Ib)EPA(sf)Length(ft)Width(in)Depth(in)J<a_ Orient. Factor Vert. Eec. (ft)MU(Ib-ft)Qz(psf)F,(WL)(Ib)P.(DL)(Ib) 295.0 Raycap DC6-48-60-18-8F(32.8 Ib 295.0 RaycapDC6-48-60-18-8C 295.0 Ericsson Radio 4490HP 44B5 44B 295.0 Ericsson Radio 4494 44B1 4 20B2295.0 Ericsson Radio 4890HP B2/B25 B 295.0 Raycap DC6-48-SO-0-8C 295.0 Ericsson Al R 6472 B77G B77M 295.0 Commscope NNH4-65B-R6H4295.0 Commscope NNH4-65B-R6 295.0 Generic Round Sector Frame 225.0 RaycapSCEDC-8517-2-P-48225.0 ZDA 2DAQJ700-8 225.0 Stand-Off 220.2 Ericsson RRUS 11 (Band 12) 195.0 Commscope UHX8-59-P3A 33 16685768167683907002410050500 1.5 2.0 2.2 2.2 2.2 3.0 4.8 12.3 12.3 14.4 0.5 1.3 3.0 2.6 69.5 2.0 1.7 1.5 1.5 1.5 1.7 3.0 6.0 6.0 0.0 0.7 5.7 0.0 1.5 8.4 11.0 18.2 15.1 15.1 15.2 18.2 15.8 19.6 19.6 0.0 7.4 2.3 0.0 17.3 100.5 11.0 6.4 6.8 5.6 6.9 6.4 9.3 7.8 7.8 0.0 4.4 2.3 0.0 7.2 0.0 0.80 0.80 0.80 0.80 0.80 0.80 0.800.80 0.80 0.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 0.50 0.50 1.00 0.68 0.64 0.64 0.75 1.00 1.00 1.00 1.00 1.00 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -1.0 2.0 0.0 -4.0 0.0 69.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0013.60 72.81 0.00284.60 0.00 34.80 34.7634.76 34.76 34.76 34.7634.76 34.76 34.76 34,7632.86 32.95 32.8932.62 31.94 354878787972230557557718 143684711887 391924620624519272300323252025120 60600 Totals 29 4,148 234.4 4,544 4,977 Discrete Appurtenance Properties for LC: 1.2D + 1.0Di + 1 .OWi Elev(ft)Description Qty Ice Wt(Ib)Ice EPA(sf)Length(ft)Width (in) Depth (in)J<i- Orient. Factor Vert. Eec. (ft)MU(Ib-ft)Qz(PSf) F.(WL)(Ib)P.(DL)(Ib) 295.0 Raycap DC6-48-60-18-8F(32.8 Ib295.0 Raycap DC6-48-60-18-8C 295.0 Ericsson Radio 4490H P 44B5 44B 295.0 Ericsson Radio 4494 44B14 20B2295.0 Ericsson Radio 4890HP B2/B25 B 295.0 Raycap DC6-48-60-0-8C 295.0 Ericsson AIR 6472 B77G B77M 295.0 Commscope NNH4-65B-R6H4295.0 Commscope NNH4-65B-R6 295.0 Generic Round Sector Frame 225.0 Raycap SCEDC-8517-2-P-48225.0 ZDAZDAQJ700-8 225.0 Stand-Off 220.2 Ericsson RRUS 11 (Band 12) 195.0 Commscope UHX8-59-P3A 117951491321501172484264332031 24511651412292 2.4 3.1 2.9 3.5 3.6 4.6 6.9 16.1 16.137.0 1.1 3.4 5.1 4.0 75.8 2.0 1.7 1.5 1.5 1.5 1.7 3.0 6.0 6.0 0.0 0.7 5.7 0.0 1.5 8.4 11.0 18.2 15.115.1 15.2 18.2 15.8 19.6 19.6 0.0 7.4 2.3 0.0 17.3100.5 11.0 6.4 6.8 5.6 6.9 6.4 9.3 7.8 7.8 0.0 4.4 2.3 0.0 7.2 0.0 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.800.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 0.50 0.50 1.00 0.68 0.64 0.64 0.75 1.00 1.00 1.00 1.00 1.00 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -1.0 2.0 0.0 -4.0 0.0 34.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 9.34 56.78 0.00131.56 0.00 10.42 10.4010.40 10.40 10.40 10.4010.40 10.40 10.4010.40 9.84 9.86 9.85 9.77 9.56 1722 31373833992192195529284333616 12499 48943149112079013281351651225521851512392 Totals 29 13,709 357.6 1996 14,538 Discrete Appurtenance Properties for LC: 1.0D + 1.0W Service Elev(ft)Description Qty Wt.(Ib)EPA(sf)Length(ft)Width(in)Depth(in)J<8- Orient. Factor Vert. Eec. (ft)MU(Ib-ft)Qz(PSf)F,(WL)(Ib)P,(DL) _®295.0 RaycapDC6-48-60-18-8F(32.8lb 295.0 RaycapDC6-48-60-18-8C295.0 Ericsson Radio 4490HP 4485 44B 295.0 Ericsson Radio 4494 44B14 20B2 295.0 Ericsson Radio 4890HP B2/B25 B295.0 Raycap DC6-48-60-0-8C 295.0 Ericsson AIR 6472 B77GB77M 295.0 Commscope NNH4-65B-R6H4 295.0 Commscope NNH4-65B-R6295.0 Generic Round Sector Frame 225.0 Raycap SCEDC-8517-2-P-48 225.0 ZDAZDAQJ700-8225.0 Stand-Off 220.2 Ericsson RRUS 11 (Band 12) 195.0 Commscope UHX8-59-P3A 3316 6857 6816 76 83907002410050500 1.5 2.0 2.2 2.2 2.2 3.0 4.8 12.3 12.3 14.4 0.5 1.3 3.0 2.6 69.5 2.0 1.7 1.5 1.5 1.5 1.7 3.0 6.0 6.0 0.0 0.7 5.7 0.0 1.5 8.4 11.0 18.2 15.1 15.1 15.2 18.2 15.8 19.6 19.6 0.0 7.4 2.3 0.017.3 100.5 11.0 6.4 6.8 5.6 6.9 6.4 9.3 7.8 7.8 0.0 4.4 2.3 0.0 7.2 0.0 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.75 1.00 1.00 1.001.00 1.00 1.00 1.00 0.50 0.50 0.50 1,00 0.68 0.64 0.64 0.75 1.00 1.00 1.00 1.00 1.00 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -1.0 2.0 0.0 -4.0 0.0 23.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.59 24.56 0.00 95.98 0.00 11.74 11.72 11.7211.72 11.72 11.7211.72 11.72 11.7211.72 11.08 11,1111.09 11.00 10.77 121626262724781881882425122824636 33162051722041622725026921002410050500 Totals 29 4,148 234.4 1,532 4,148 F^ @ K @ n 11 RiD) RilffE 11 W E l] 11^ „ „ „- - ^^ It; JUL 2 42025 p BavfielcJ Co. Zonina Deot ©2007 - 2022 byATC IP LLC. All rights reserved.Page 3 of 39 Model ID:106124 Scenario ID:383694 7/7/2025 16:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITT CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 TOWER LOADING - LINEAR APPURTENANCE Linear Appurtenance Properties Elev From(ft) 5.0 5.0 5.0 5.0 5.0 5.0 0.0 0.0 ElevToja 295.0 295.0 295.0 295.0 225.0 225.0 295.0 195.0 Description 3/8" (0.38"- 9.5mm) RET Contra 1 5/8" Coax 0.82" (20.8mm) 8 AWG 6 0.40" (10.3mm) Fiber 0.51 "(13mm) Hybrid 0.59" (15mm) LMR-600 0.96" (24.3mm) Cable EW63 y 1 2 4 2 1 1 1 2 Width(in) 0.38 1.98 0.82 0.40 0.51 0.59 0.96 2.01 Weight(Ib/ft) 0.23 0.82 0.62 0.09 0.14 0.13 0.88 0.51 % In Wind 100 100 50 100 100 100 100 100 Spread On Cluster Dia Out of Spacing Orient K, Faces Bundling (in) Zone (in) Factor Override 1 1 1 1 1 1 1 1 Individual Individual Block Individual Individual Individual Individual Individual 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N 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 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 r? fBRli I l^K ^ ^ I b 1|1| JUL 2 4 2025 "nnina'-HftDX ©2007 - 2022 by Arc IP LLC. All rights reserved.Page 4 of 39 ModellD: 106124 Scenario ID: 383694 7/7/2025 16:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITi' CODE: PROJECT: ANSI/TIA-222-1 OAA799354 C3 01 1.2D+1.0W Normal 103.32 mph Wind with No Ice Elev Section # (ft) SECTION FORCES Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1.00 Qz(psf)A,(sf)A,(sf)Ice A,(sf)-Ct-°i-D, Tfc ..(Ln)_ A.(sf)EPA.(sf)EPA,|(sf)Wt(Ib) Ice Wt(Ib)F«(Ib)F.(Ib)Force(Ib) 171615 1413121110987654321 1.2D+1.0W600 290 270250230210190170150130no90 7050301362 103.32 mph Wind witt Section # 1716151413121110987654321 ElevJSL290270250230 210190170150130110907050301362 34.64 34.13 33.6033.04 32.43 31.7731.06 30.28 29.4028.42 27.28 25.9124.19 21.80 18.90 18.90 18.90 ] No Ice Qz(psf) 34.64 34.1333.60 33.04 32.43 31.7731.06 30.28 29.4028.42 27.28 25.91 24.1921.80 18.90 18.90 18.90 0.000 0.000 0.0000.000 0.0000.000 0.000 0.000 0.0000.000 0.000 0.000 0.0000.000 0.000 0.698 1.693 A,(sf) 0.000 0.0000.000 0.000 0.000 0.0000.000 0.000 0.000 0,000 0.000 0.000 0.0000.000 0.000 0.698 1.693 8.214 8.0268.026 8.026 9.0328.844 8.844 9.032 8.8448.844 9.375 9.562 9.3759.375 6.189 0.755 1.543 A,(sf) 8.214 8.0268.026 8.026 9.032 8.8448.844 9.032 8.844 8.844 9.375 9.562 9.3759.375 6.189 0.755 1.543 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.000.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.131 0.1280.128 0.128 0.1440.141 0.141 0.1440.141 0.141 0.149 0.152 0.1490.149 0.148 0.272 0.393 e 0.131 0.1280.128 0.128 0.144 0.1410.141 0.144 0.1410.141 0.149 0.152 0.1490.149 0.148 0.2720.393 2.84 2.85 2.85 2.85 2.80 2.81 2.81 2.80 2.81 2.81 2.78 2.76 2.78 2.78 2.78 2.37 2.08 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 Gust Response Factor (Gh): Wind Importance Factor (Iw): -&_2.84 2.85 2.85 2.85 2.802.81 2.81 2.80 2.81 2.81 2.78 2.76 2.782.78 2.78 2.37 2.08 -a-0.80 0.80 0.80 0.80 0.800.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 -fi-1.00 1.00 1.00 1.00 1.001.00 1.00 1.00 1.00 1.00 1.00 1.001.00 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 0.85 1.00 Tfc(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 4.70 4.59 4.59 4.59 5.18 5.07 5.07 5.18 5.075.07 5.39 5.50 5.39 5.39 3.56 1.15 2.67 Ac(sf) 4.70 4.59 4.59 4.59 5.18 5.07 5.07 5.18 5.07 5.07 5.39 5.50 5.39 5.39 3.56 1.01 2.33 13.36 13.1013.10 13.10 14.49 14.2414.24 14.49 14.2414,24 14.96 15.2114.96 14,96 9.89 2.73 5,55 EPA, _(sQ_ 13.36 13.1013.10 13.10 14.49 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY n is i I i JUL 242025 CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 1.2D+1.0W120" 103.32 mph Wind with No Ice ' Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1.00 Section #121110987654321 Elev(ft)190170150 130no90705030136 2 1.2D+1.0W180" Qz(psf) 31.7731.06 30.28 29.4028.42 27.28 25.91 24.1921.80 18.90 18.9018.90 103.32 mph Wind with No Ice Section # Elev(ft)Qz(PSf) A,(sf) 0.0000.000 0.000 0.0000.000 0.000 0.000 0.0000.000 0.000 0.6981.693 A,(sfl A,(sf) 8.8448.844 9.032 8.8448.844 9.375 9.562 9.3759.375 6.189 0.7551.543 A,(sf) Ice A,(sf) 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ice A,(sf) e 0.1410.141 0.144 0.1410.141 0.149 0.152 0.1490.149 0.148 0.272 0.393 e -CL 2.81 2.81 2.80 2.81 2.81 2.78 2.76 2.782.78 2.78 2.37 2.08 -DL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 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 Tk M.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 c,D,D, Tb(in) A.(sf) 5.075.07 5.18 5.075.07 5.39 5.50 5.39 5.39 3.56 1.15 2.67 Ae(sf) EPA.,(sf) 14.2414.24 14.49 14.2414.24 14.96 15.21 14.9614.96 9.89 2.73 5.55 EPA,(sf) EPA,|(sf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.000.00 Totals EPA,](sf) Wt(Ib)975 981997981981106810841068 1068706132278 14,448 Wt(Ib) Ice Wt(Ib)000000000000 0 Ice Wt(Ib) Fa(Ib)3853763733563443473353082771594489 F.I(Ib) F.(Ib)425448436424409393373 3493141812324 Fa(Ib) Force(Ib)81082380978075374070865659134067113 10,614 Force(Ib) 17161514 1312 11 1098765 4321 290270250230210190170150130no907050301362 1.2D+1.0W210" 103.32 mph Wind with Section # 1716151413121110987654321 Elev(ft) 290270250230210190170150130no907050301362 1.2D+1.0W240° 103.32 mph Wind with Section # 17161514131211 1098 Elev Jffi_290270250230210190170150130110 34.64 34.13 33.6033.04 32.43 31.7731.06 30.28 29.40 28.4227.28 25.91 24.1921.80 18.90 18.90 18.90 No Ice Qz(psf) 34.64 34.1333.60 33.04 32.4331.77 31.06 30.28 29.40 28.4227.28 25.91 24.19 21.8018.90 18.90 18.90 No Ice Qz(psf) 34.64 34.13 33.6033.04 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITr' CODE: PROJECT: ANSI/TIA-222-1 OAA799354 C3 01 1.2D+1.0W240" 103.32 mph Wind with No Ice SECTION FORCES Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1.00 Section #7654321 Elev(ft)907050301362 1.2D+1.0W300° Qz(PSf) 27.2825.91 24.19 21.8018.90 18.90 18.90 103.32 mph Wind with No Ice Section #Elev(ft)Qz(psf) A,(sf) 0.0000.000 0.000 0.0000.000 0.698 1.693 A,(sf) A,(sf) 9.375 9.5629.375 9.375 6.1890.755 1.543 Ar(sf) Ice A,(sf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ice A,(sf) e 0.149 0.1520.149 0.149 0.1480.272 0.393 e _CL2.78 2.762.78 2.78 2.78 2.372.08 1111111 -DL..00 .00 ,00 .00 .00 .00 .00 D,1.00 1.00 1.00 1.00 1.00 1.00 1.00 Gust Response Factor (Gh): Wind Importance Factor (Iw): c,Df Dr Tfc(in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.85 1.00 T(in) A.(sf) 5.39 5.50 5.39 5.39 3.56 1.152.67 A.(sf) EPA,(sf) 14.96 15.2114.96 14.96 9.89 2.73 5.55 EPA,(sf) EPA.|(sf) 0.00 0.00 0.000.00 0.00 0.00 0.00 Totals EPA.I(sf) Wt(Ib)1068108410681068706132278 14,448 Wt(Ib) Ice Wt(Ib)0 000000 0 Ice Wt(Ib) F«(Ib)347 3353082771594489 Fd(Ib) F. (lb)_3933733493141812324 F.(Ib) Force _Clb)74070865659134067113 10,614 Force(Ib) 17161514131211109876543 21 290 270 250230210190170150130no907050301362 1.2D+1.0W3300 34.6434.13 33.60 33.0432.43 31.77 31.06 30.2829.40 28.42 27.28 25.9124.19 21.80 18.9018.90 18.90 103.32 mph Wind with No Ice Section # 1716151413121110987654321 ElevJSL290270250230 210 190170150130no907050301362 Qz J£SQ_ 34.6434.13 33.60 33.0432.43 31.77 31.0630.28 29.40 28.4227.28 25.9124.19 21.80 18.9018.90 18.90 0.0000.000 0.000 0.0000.000 0.000 0.000 0.000 0.0000.000 0.000 0.0000.000 0.000 0.0000.698 1.693 Af Jsf}_ 0.0000.000 0.000 0.0000.000 0.000 0.000 0.0000.000 0.000 0.000 0.0000.000 0.000 0.0000.698 1.693 8.2148.026 8.026 8.0269.032 8.844 8.844 9.032 8.8448.844 9.375 9.5629.375 9.375 6.189 0.7551.543 A, JsQ_ 8.2148.026 8.026 8.026 9.0328.844 8.844 9.0328.844 8.844 9.375 9.5629.375 9.375 6.189 0.7551.543 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.131 0.1280.128 0.128 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY ^ I % I S1 ^ 1 H M2420Z-) ^CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 1.2D+1.0DJ+^ 1 .OWi Normal 56.53 mph Wind with Section #21 1.2D+1.0DJ+ Elev(ft)62 1.912" Radiallce Qz(psf) 5.66 5.66 n.owieo' 56.53 mph Wind with Section # 171615141312111098765 4321 ElevJSL290270 250230 210190170150130 110907050301362 Af(sf) 0.698 1.693 1.912"Radiallce QzJS^L10.37 10.22 10.06 9.89 9.71 9.51 9.30 9.068.80 8.51 8.177.76 7.24 6.53 5.665.66 5.66 1.2D+1.0Di+1.0Wi90'> 56.53 mph Wind with Section # 1716 15141312111098 7654321 Elev(ft) 290270 250230210190170150130110907050301362 1.2D+1.0Di+1.0Wi Af JsQ_ 0.0000.000 0.000 0.0000.000 0.000 0.000 0.000 0.0000.000 0.000 0.0000.000 0.000 0.000 0.6981.693 1.912" Radiallce Qz(PSf) 10.3710.22 10.06 9.89 9.71 9.51 9.309.06 8.80 8.51 8.17 7.76 7.24 6.53 5.66 5.66 5.66 120° Ar(sf) 0.000 0.0000.000 0.0000.000 0.000 0.000 0.0000.000 0.000 0.0000.000 0.000 0.000 0.000 0.6981.693 56.53 mph Wind with 1.912" Radial Ice Section # 17161514131211 10987654321 Elev(ft) 290270250230210 190170150130110907050301362 Qz(PSf) 10.37 10.22 10.06 9.899.71 9.51 9.30 9.06 8.80 8.51 8.177.76 7.24 6.53 5.66 5.66 5.66 A,(sf) 0.000 0.000 0.000 0.0000.000 0.000 0.000 0.0000.000 0.000 0.0000.000 0.000 0.000 0.000 0.6981.693 A,(sf) 3.636 5.995 Ar _(sQ_48.494 46.840 46.542 46.22248.032 46.317 45.90346.742 44,922 44.324 44.15044.505 42.165 40.532 25.0743.636 5.995 A,(sf) 48.49446.840 46.542 46.22248.032 46.317 45.903 46.74244.922 44.32444.150 44.505 42.165 40.532 25.0743.636 5.995 Ar(sf) 48.494 46.840 46.542 46.22248.032 46.317 45.90346.742 44.922 44.32444.150 44.505 42.165 40.532 25.0743.636 5.995 Ice A,(sf) 2.88 4.45 Ice A, JsQ_40.28 38.8138.52 38.2039.00 37.47 37.06 37.71 36.0835.48 34.78 34.9432.79 31.16 18.88 2.884.45 Ice A,(sf) 40.28 38.8138.52 38.2039.00 37.47 37.06 37.7136.08 35.48 34.7834.94 32.79 31.16 18.88 2.88 4.45 Ice A,(sf) 40.28 38.81 38.52 38.2039.00 37.47 37.06 37.7136.08 35.48 34.7834.94 32.79 31.16 18.88 2.88 4.45 e 0.747 0.813 e 0.6890.666 0.662 0.6580.680 0.657 0.6520.665 0.6400.632 0.631 0.6380.606 0.586 0.548 0.7470.813 e 0.689 0.6660.662 0.6580.680 0.657 0.652 0.6650.640 0.632 0.6310.638 0.606 0.586 0.5480.747 0.813 e 0.689 0.666 0.662 0.6580.680 0.657 0.6520.665 0.640 0.632 0.6310.638 0.606 0.586 0.5480.747 0.813 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 1.20+1.0Di+1.0Wi 180° SECTION FORCES Gust Response Factor (Gh): 0.85 56.53 mph Wind with 1 Section # 1716151413121110 987654321 ElevJSL290270250230210190170150 13011090705030 1362 .912" Radial Ice Qz _(ESQ_10.37 10.22 10.06 9.89 9.71 9.51 9.30 9.06 8.80 8.51 8.177.76 7.24 6.53 5.665.66 5.66 Af JsQ_ 0.000 0.000 0.000 0.0000.000 0.000 0.0000.000 0.000 0.000 0.0000.000 0.000 0.000 0.0000.698 1.693 A, _[sQ_48.494 46.840 46.542 46.22248.032 46.317 45.90346.742 44.922 44.324 44.15044.505 42.165 40.532 25.0743.636 5.995 Ice A, ja_ 40.2838.81 38.52 38.20 39.0037.47 37.06 37.7136.08 35.48 34.78 34.9432.79 31.16 18.88 2.88 4.45 e 0.6890.666 0.662 0.658 0.6800.657 0.652 0.665 0.640 0.632 0.631 0.6380.606 0.586 0.548 0.7470.813 Wind Importance Factor (Iw): _CL. 1.78 1.78 1.78 1.78 1.78 1.78 1.78 1.78 1.78 1.79 1.79 1.79 1.80 1.81 1.841.79 1.83 -DL. 0.800.80 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 1.001.00 1.00 1 Tte(in) 2.4 2.4 2.3 2.3 2.3 2.3 2.3 2.2 2.2 2.2 2.1 2.1 2.0 1.9 1.7 1.6 1.5 .00 A. JsQ_ 39.0236.94 36.59 36.21 38.3836.26 35.78 36.8434.65 33.97 33.8234.29 31.62 29.87 17.92 3.64 6.72 EPA, _[sQ_ 69.2965.68 65.08 64.44 68.1864.54 63.73 65.5161.85 60.73 60.4761.22 56.93 54.18 33.06 6.51 12.27 EPA,,(sf) 40,2838.81 38.52 38.20 39.0037.47 37.06 37.7136.08 35.48 34.7834.94 32.79 31.16 18.88 2.88 4.45 Ice Dead Load Factor Wt(Ib)422544974449448149625179522552265039492849374861458243022581410615 Ice WtJbL34483704365636863990 4205424442294059394838703777351432341875278337 1.00 F.tJbL611570556542 5635225045054634394204043503011593159 F,(Ib)160225222234 254 320333309319311 295270267244144106 Force(Ib)771795T79776817 842836814782750715674618545 3034165 1.2D+1.0Di+1.0Wi210° 56.53 mph Wind with 1.912" Radial Ice Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1 .00 Totals 70,500 56,052 Ice Dead Load Factor 10,923 1.00 Section # 1716151413121110987654 321 1.2D+1.0DI Elev(ft)290 270250230210190170150130110907050301362 Qz(psf) 10.3710.22 10.06 9.89 9.71 9.51 9.30 9.06 8.80 8.51 8.177.76 7.24 6.53 5.66 5.66 5.66 +1.0Wi240° 56.53 mph Wind with - Section # 1716151413121110987654 321 Elev _@L290270 250230210190170150130 110907050301362 A,(sf) 0.0000.000 0.000 0.0000.000 0.000 0.000 0.0000.000 0.000 0.0000.000 0.000 0.000 0.0000.698 1.693 l.912"Radial Ice Qz _IESS_ ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITt' CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 1.20+1.0DJ+1.0WJ 300" 56.53 mph Wind with 1.912" Radial Ice SECTION FORCES Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1.00 Ice Dead Load Factor 1.00 Section #121110987654321 1.2D+1.0DI Elev(ft)190170150130no907050 3013 62 Qz(PSf) 9.519.30 9.06 8.808.51 8.17 7.76 7.24 6.53 5.66 5.665.66 +1.0Wi3300 56.53 mph Wind with 1. Section # 17 1615141312111098765 4321 Elev(ft) 290270250230210190170150130no907050301362 Af JsQ_0.000 0.000 0.000 0.0000.000 0.000 0.000 0.0000.000 0.000 0.6981.693 1.912" Radiallce Qz(psf) 10.37 10.2210.06 9.89 9.71 9.51 9.30 9.06 8.80 8.518.17 7.76 7.24 6.53 5.66 5.66 5.66 1.0D + 1.0W Service Normal 60 mph Wind with No Ice Section #Elev(ft)Qz(PSf) Af(sf) 0.0000.000 0.000 0.000 0.000 0.0000.000 0.000 0.0000.000 0.000 0.000 0.000 0.000 0.000 0.6981.693 A,(sf) Ar(sf)46.317 45.903 46.742 44.92244.324 44.150 44.505 42.16540.532 25.074 3.6365.995 A,(sf) 48.49446.840 46.542 46.222 48.03246.317 45.903 46.742 44.92244.324 44.150 44.505 42.16540.532 25.074 3.636 5.995 A,(sf) Ice A,(sf) 37.4737.06 37.71 36.0835.48 34.78 34.9432.79 31.16 18.88 2.884.45 Ice A,(sf) 40.28 38.8138.52 38.20 39.00 37.4737.06 37.71 36.08 35.4834.78 34.94 32.7931.16 18.88 2.88 4.45 Ice A,(sf) e 0.657 0.652 0.665 0.6400.632 0.631 0.638 0.606 0.586 0.5480.747 0.813 e 0.689 0.6660.662 0.658 0.680 0.6570.652 0.665 0.640 0.6320.631 0.638 0.6060.586 0.548 0.747 0.813 e -&_1.78 1.78 1.78 1.78 1.79 1.79 1.79 1.80 1.81 1.84 1.79 1.83 -DL0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.800.80 0.80 0.800.80 -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 Gust Response Factor (Gh): Wind Importance Factor (Iw): -Cf- 1.78 1.78 1.78 1.78 1.78 1.78 1.78 1.78 1.781.79 1.79 1.79 1.80 1.81 1.84 1.79 1.83 -DL 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.850.85 0.85 0.85 0.85 0.85 0.85 0.85 D, 1.00 1.00 1.00 1.00 1.00 1.001.00 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): c,D,D, TizM2.3 2.3 2.2 2.2 2.2 2.1 2.1 2.0 1.9 1.7 1.6 1.5 TfeM2.4 2.4 2.3 2.3 2.3 2.3 2.3 2.2 2.2 2.2 2.1 2.1 2.0 1.9 1.7 1.6 1.5 Tte(in) A.JsfL36.26 35.78 36.84 34.65 33.97 33.82 34.29 31.6229.87 17.92 3.64 6.72 0.85 1.00 A.(sf) 39.0236.94 36.59 36.21 38.3836.26 35.78 36.84 34.6533.97 33.82 34.29 31.6229.87 17.92 3.68 6.81 0.85 1.00 A.(sf) EPA,jsfL64.54 63.73 65.51 61.8560.73 60.47 61.2256.93 54.18 33.06 6.5112.27 EPAa(sf) 69.2965.68 65.08 64.44 68.1864.54 63.73 65.51 ASSET: CUSTOMER: 375182, Iron River AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 SECTION FORCES 1.0D+ 1.0W Service 60° 60 mph Wind with No Ice Section #7654321 Elev(ft)907050301362 Qz(psf) 9.20 8.74 8.16 7.35 6.37 6.37 6.37 A,(sf) 0.000 0.000 0.0000.000 0.000 0.6981.693 Ar(sf) 9.375 9.562 9.3759.375 6.189 0.7551.543 Ice Ar(sf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 e 0.149 0.1520.149 0.149 0.1480.272 0.393 Gust Response Factor (Gh): Wind Importance Factor (Iw): -&-2.78 2.76 2.78 2.78 2.78 2.37 2.08 _DI_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 0.85 1.00 Tte(in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ae(sf) 5.39 5.505.39 5.39 3.56 1.01 2.33 EPA.(sf) 14.96 15.2114.96 14.96 9.89 2.40 4.84 EPAal(sf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Totals Wt(Ib)890903890890588no232 12,040 Ice Wt(Ib)0000000 0 Fst(Ib)11711310494541326 F.(Ib)133" 1261181066188 Force(Ib)25023922119911521 34 3,574 1.00+1.0W Service 90° 60 mph Wind with No Ice Elev QzSection # (ft) (psf) Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1 .00 A,(sf)Ar(sf)Ice A,(sf)_DI_Dr Tfc(in)(sf)EPA,(sf)EPA,i(sf) Wt(Ib)Ice Wt(Ib)Fst(IbL F,(Ib)Force(Ib) 171615141312111098765432 1 290270250230210190170 150130no907050301362 11.68 11.5111.33 11.14 10.9410.71 10.47 10.21 9.92 9.58 9.20 8.74 8.16 7.35 6.37 6.37 6.37 0.000 0.0000.000 0.000 0.0000.000 0.000 0.000 0.000 0.0000.000 0.000 0.000 0.0000.000 0.698 1.693 8.2148.026 8,026 8.026 9.0328.844 8.844 9.032 8.844 8.8449.375 9.562 9.3759.375 6.189 0.755 1.543 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 0.000.00 0.1310.128 0.128 0.128 0.1440.141 0.141 0.144 0.141 0.1410.149 0.152 0.1490.149 0.148 0.2720.393 2.842.85 2.85 2.85 2.80 2.81 2.81 2.80 2.812.81 2.78 2.76 2.78 2.78 2.78 2.37 2.08 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.850.85 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 1.001.00 1.00 1.001.00 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 4.70 4.59 4.59 4.59 5.18 5.07 5.07 5.18 5.07 5.07 5.39 5.50 5.39 5.39 3.56 1.052.42 13.3613.10 13.10 13.10 14.4914.24 14.24 14.49 14.24 14.2414.96 15.21 14.9614.96 9.89 2.48 5.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 648661661662810812817831817817890903890890588 no232 133 12812612413513012712612011611711310494541327 8010610410511314315114714313813312611810661 213234230230247273278273263254250239221199115 2135 Totals 12,040 1.0D + 1.0W Service 120° 60 mph Wind with No Ice Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1 .00 3,575 Section # 1716151413121110987654321 Elev(ft) 290270250 230210190170150130110907050301362 Qz(psf) 11.68 11.51 11.3311.14 10.94 10.7110.47 10.21 9.92 9.589.20 8.74 8.167.35 6.37 6.37 6.37 1.00 +1.0W Service 180° 60 mph Wind with No Ice Section #ElevJSL Qz(psf) A,(sf) 0.000 0.000 0.0000.000 0.000 0.0000.000 0.000 0.0000.000 0.000 0.0000.000 0.000 0.000 0.698 1.693 A,(sf) A, _(sf)_ 8.214 8.026 8.0268.026 9.032 8.8448.844 9.032 8.8448.844 9.375 9.5629.375 9.375 6.189 0.755 1.543 A,(sf) 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 0.00 0.00 0.00 Ice A, _d0_ e 0.131 0.128 0.1280.128 0.1440.141 0.141 0.1440.141 0.141 0.149 0.1520.149 0.149 0.148 0.272 0.393 e _CL 2.84 2.852.85 2.85 2.80 2.81 2.81 2.80 2.81 2.81 2.78 2.762.78 2.78 2.78 2.372.08 -DL 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 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 Gust Response Factor (Gh): Wind Importance Factor (Iw): -CL -DL.-DL- T], _(mL 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: CUSTOMER: 375182, Iron River AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 1.0D+1.0W Service 180° 60 mph Wind with No Ice SECTION FORCES Gust Response Factor (Gh): 0.85 Section #21 BevJ{SL62 Qz(psf) 6.37 6.37 A,(SO 0.6981.693 Ar JsQ_0.755 1.543 Ice A,(sQ 0.00 0.00 e0.272 0.393 -CL2.37 2.08 -5i_0.80 0.80 -DL-1.00 1.00 Tfc_(in) 0.0 0.0 A.(sf) 1.01 2.33 EPA, JsQ_2.40 4.84 EPA»| JsQ_0.00 0.00 Wt(Ib)110232 Ice Wt(Ib)00 Fst Jb}_1326 F. _SQ_88 Force Jbl_2134 Totals 12,040 1.0D+1.0W Service 210° 60 mph Wind with No Ice Elev QzSection # (ft) (psf) Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1.00 A,(sf)A,(sf)Ice A,(sf)-CL.-DL.-DL. Tiz(in)A.(sf) EPA, (sf)EPA.,(sf)Wt(Ib)Ice Wt(Ib)Fa(Ib)F.(Ib) 3,574 Force(Ib) 171615 1413121110987654321 290270250 230210190170150130no907050301362 11.6811,51 11.33 11.14 10.9410.71 10.47 10.21 9.929.58 9.20 8.74 8.16 7.35 6.37 6.376.37 1.0D+1.0WSen/ice240° 60 mph Wind with No Ice Section # 1716151413121110987654321 Elev _(SL290270250230210190170150130no907050301362 Qz(PSf) 11.68 11.5111.33 11.14 10.94 10.7110.47 10.21 9.92 9.58 9.20 8.748.16 7.35 6.37 6.37 6.37 1.0D+1.0W Service 300° 60 mph Wind with No Ice Section # 1716151413121110987654321 Elev(ft)290270250230210 190170150130 no907050301362 Qz(psf) 11.68 11.51 11.33 11.14 10.9410.71 10.47 10.21 9.92 9.58 9.20 8.74 8.16 7.35 6.376.37 6.37 0.0000.000 0.000 0.0000.000 0.000 0.000 0.0000.000 0.000 0.000 0.000 0.0000.000 0.000 0.6981.693 A, JsQ_ 0.000 0.0000.000 0.000 0.0000.000 0.000 0.000 0.0000.000 0.0000.000 0.000 0.000 0.000 0.6981.693 A,(sf) 0.000 0.000 0.000 0.000 0.0000.000 0.000 0.000 0.0000.000 0.0000.000 0.000 0.000 0.0000.698 1.693 8.2148.026 8.026 8.0269.032 8.844 8.844 9.0328.844 8.844 9.375 9.562 9.3759.375 6.189 0.7551.543 A,JML 8.214 8.0268.026 8.026 9.032 8.8448.844 9.032 8.8448.844 9.3759.562 9.375 9.375 6.189 0.7551.543 A,(sf) 8.214 8.026 8.026 8.026 9.0328.844 8.844 9.032 8.8448.844 9.3759.562 9,375 9.375 6.1890.755 1.543 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 Ice A,JsfL 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.000.00 Ice A,(sf) 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.1310.128 0.128 0.1280.144 0.141 0.141 0.1440.141 0.141 0.149 0.1520.149 0.149 0.1480.272 0.393 e 0.1310.128 0.128 0.128 0.1440.141 0.141 0.144 0.1410.141 0.1490.152 0.149 0.149 0.1480.272 0.393 e 0.131 0.128 0.128 0.1280.144 0.141 0.141 0.144 0.1410.141 0.1490.152 0.149 0.1490.148 0.272 0.393 2.84 2.85 2.85 2.85 2.80 2.81 2.81 2.80 2.81 2.81 2.78 2.76 2.78 2.78 2.78 2.37 2.08 0.85 0.85 0,85 0.85 0.85 0.85 0.850.85 0.85 0.85 0.85 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 1.0D+1.0W Service 330° 60 mph Wind with No Ice Elev QzSection # (ft) (psf) SECTION FORCES Gust Response Factor (Gh): 0.85 Wind Importance Factor (Iw): 1 .00 A,(sf)Ar(sf)Ice A,(sf)_Cf_-DL.D, Tfc(in)(sf)EPA,(sf)EPA,,(sf) Wt Ice Wt(Ib) (Ib)F<(Ib)F.(Ib)Force(Ib)171615 14 13121110987654321 29027025023021019017015013011090705030 1362 11.68 11.51 11.3311.14 10.94 10.71 10.4710.21 9.92 9.58 9.20 8.74 8.16 7.35 6.37 6.37 6.37 0.000 0.000 0.0000.000 0.000 0.000 0.0000.000 0.000 0.0000.000 0.000 0.0000.000 0.000 0.698 1.693 8.214 8.0268.026 8.026 9.032 8.844 8.8449.032 8.844 8.8449.375 9.562 9.375 9.3756.189 0.755 1.543 0.00 0.00 0.000.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.131 0.128 0.1280.128 0.144 0.141 0.1410.144 0.141 0.1410.149 0.152 0.149 0.1490.148 0.272 0.393 2.84 2.85 2.85 2.85 2.80 2.81 2.81 2.80 2.81 2.81 2.78 2.76 2.78 2.78 2.78 2.37 2.08 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 0.850.85 0.85 0.85 1.00 1.00 1.00 1.001.00 1.00 1.001.00 1.00 1.00 1.001.00 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 4.70 4.59 4.594.59 5.18 5.07 5.075.18 5.07 5.07 5.39 5.50 5.39 5.39 3.56 1.05 2.42 13.36 13.10 13.1013.10 14.49 14.24 14.2414.49 14.24 14.2414.96 15.21 14.9614.96 9.89 2.48 5.02 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 648661661 662 810812817831 817817 890903890890588110232 0 0000000 00 0000 000 133128126124135130127126 12011611711310494 541327 80106104105113143151147143138133126118106 6188 213234230 230 247273278273263254 2502392211991152135 Totals 12,040 3,575 nss^ M 2 4 2025 "tsnT ©2007 - 2022 byATC IP LLC. AH rights reserved.Page 13 of 39 Model ID: 106124 Scenario ID:383694 7/7/2025 16:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 EQUIVALENT LATERAL FORCE METHOD Long-Period Transition Period CT|_ - Seconds): Importance Factor (Ie): Response Modification Coeffident (R): Design Spectral Response Acceleration at Short Period (Sds): Design Spectral Response Acceleration at 1.0 Second Period (Sji): Seismic Response Coefficient (C,): Upper Limit Cs: Lower Limit Cs: Period based on Rayleigh Method (sec): Redundancy Factor (p): Seismic Force Distribution Exponent (k): Total Unfactored Dead Load: Seismic Base Shear (E): 4 1.00 3.00 0.04 0.02 0.03 0.03 0.03 1.04 1.30 1.27 16.19k 0.63k SEISMIC FORCES 1.2D+1.0Ev+1.0Eh Section/Appurtenance Height AboveBase (ft) WeightJbL Wz(Ib-ft)Cvx 0.0710.066 0.060 0.0540.059 0.052 0.0460.040 0.032 0.026 0.0220.016 0.010 0.006 0.0010.000 0.000 0.0040.002 0.023 0.019 0.0230.002 0.026 0.0280.030 0.236 0.000 0.0000.008 0.004 0.033 Horizontal Force (Ib) 454238343733292520171410 73100211512 1411618 19149005221 Vertical Force (Ib) 782798798800979981987 1,003987987 1,0751,091 1,075 1,075711132280401924720824619274302325 2,5362512160604 JU 17161514131211109876 in^5 ]U,4 in3 |12 Li1 Raycap DC6-48-60-18-8F(32.8 Ibsj,^, „; „,RaycapDC6^t8-60-18-8C' SgVTieil Ericsson Radio 4490HP 44B5 44B12A C Ericsson Radio 4494 44B14 20B29 M01 Ericsson Radio 4890HP B2/B25 B66Raycap DC6-48-60-0-8C Ericsson AIR 6472 B77G B771VI Commscope NNH4-65B-R6H4Commscope NNH4-65B-R6 Generic Round Sector Frame Raycap SCEDC-8517-2-P-48ZDAZDAQJ700-8 Stand-Off Ericsson RRUS 11 (Band 12) Commscope UHX8-59-P3A ll ji 290.00 270.00 250.00 230.00210.00 190.00 170.00 150.00130.00 110.00 90.0070.00 50.00 30.0013.35 5.85 2.50 295.00 295.00295.00 295.00 295.00295.00 295.00 295.00295.00 295.00 225.00 225.00 225.00220.20 195.00 648661661662810812817831817817890903890890588no232331620517220416227250269 2,1002410050500 864,103 805,661 730,687 658,653717,842 633,595 553,633 480,133393,871 318,620 268,915198,446 127,534 66,68915,777 1,032741 44,726 21,817279,400 234,402 278,17321,817 309,263 340,762366,943 2,863,547 1,934 4,25496,689 47,039 403,153 1.2D+1.0Ev+1.5Eh Section/Appurtenance Totals Height AboveBase (ft) 16,187 Weight(Ib) 12,149,852 Wz(Ib-ft) 1.000 Cvx 631 HorizontalForce (Ib) 19,551 Vertical Force (Ib) 17161514131211109 290.00 270.00 250.00 230.00 210.00190,00 170.00 150.00 130.00 110.0090.00 648661661662810812817831817817890 864,103 805,661 730,687 658,653717,842 633,595 553,633 480,133 393,871318,620 268,915 0.071 0.066 0.060 0.054 0.059 0.0520.046 0.040 0.032 0.0260.022 6763575156494337312521 782798798800979981 987 1,003987 987 1,075 ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 14 of 39 Model ID: 106124 Scenario ID:383694 7/7/2025 16:08:27 ASSET: CUSTOMER: 375182, Iron River AT&T MOBILITi' CODE: PROJECT: ANSI/TIA-222-1 OAA799354 C3 01 54321 Raycap DC6-48-60-18-8F(32.8 Ibs) Raycap DC6-48-60-18-8CEricsson Radio 4490HP 44B5 44B12A C Ericsson Radio 4494 44B14 20B29 M01 Ericsson Radio 4890HP B2/B25 B66 Raycap DC6-48-60-0-8CEricsson AIR 6472 B77G B77M Commscope NNH4-65B-R6H4 Commscope NNH4-65B-R6 Generic Round Sector FrameRaycap SCEDC-8517-2-P^t8 ZDA ZDAQJ700-8 Stand-Off Ericsson RRUS 11 (Band 12) Commscope UHX8-59-P3A 70.00 50.0030.00 13.35 5.85 2.50295.00 295.00 295.00 295.00295.00 295.00 295.00 295.00295.00 295.00 225.00 225.00225.00 220.20 195.00 903890890588110232331620517220416227250269 2,10024 10050500 198,446127,534 66,689 15,777 1,032741 44,726 21,817 279,400 234,402278,173 21,817 309,263 340,762366,943 2,863,547 1,934 4,25496,689 47,039 403,153 0.016 0.0100.006 0.001 0.000 0.000 0.0040.002 0.023 0.0190.023 0.002 0.026 0.0280.030 0.236 0.000 0.000 0.0080.004 0.033 1510510032221822224272922300 8431 1,091 1,0751,075711132280401924720824619274302325 2,53625 12160604 Totals 16,187 12,149,852 1.000 947 19,551 yj? is I JUL savneid C.'nninc: '^rw ©2007 - 2022 byATC IP LLC. All rights reserved.Page 15 of 39 Model ID: 106124 Scenario ID:383694 7/7/202516:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354 C3 01 Section 1 - 0.0' to 5.00' Member Compression Pu(kip)Load Case FORCE/STRESS SUMMARY Len(ft)Bracing %X Y Z KL/R -F\.(ksi)O.Pn(kip) Shear ORn»(kip) Bear ORn(kip)#Bolt # Hole Use%Controls L SOL - 1 3/4" SOLID HCHN-C3X4.1 Member Tension -60.90 -2.55 Pu(kip) 5.85 1.2D+ 1.2D+ Load 1.0Di+1.0Wi180° 1.0Di+1.0Wi210° Case 1.2D+1.0DI+1.0WJ 240° 1.257 0.075 A(ksi) 36.0 100 100 100 100 Fu(ksi) 58 100 100 O^Pn(kip) 39.20 34.47 50.00 1.56 36.00 Shear ORn,(kip) 0.00 99.23 43.56 Bear CDRn(kip) 0.00 0.00 0.00 Blk Shear OtPn(kip) 0.00 0.00 0.00 # Bolt 0 0 0 # Hole 0 0 0 61 6 Use% 15 Member X Member Y Controls MemberHCHN-C3X4.1 Max Splice Forces Section 2 - 5.0" to 6.70' Member Compression Pu(kip) Pu(kip) Load Case Load Case ORnt(kip) Len(ft) Use% Bracing %X Y Z NumBolts KL/R Bolt Type F'y OcPn(ksi) (kip) Shear d'Rm(kip) Bear ORn(kip)# Bolt # Hole Use % Controls L SOL - 1 3/4" SOLID D SOL - 3/4" SOLID Member Tension -57.36 -0.47 Pu (kip) 5.80 0.52 Pu(kip) 1.2D+1.0Di+1.0Wi180° 1.2D+1.0Di+1.0Wi210° Load Case 1.2D+1.0DJ+1.0WJ210° 1.2D+1.0Di+1.0Wi210° Load Case 1.575 2.175 A.(ksi) 36.0 36.0 <»Rnt(kip) 100 100 100 100 FU(ksi) 58 58 Use% 100 43.20 50.00 100 97.44 36.00 Shear OcPn ORn,(kip) (kip) 39.20 0.00 14.31 0.00 94.43 8.68 Bear ORn(kip) 0.00 0.00 NumBolts Bolt Type 0.00 0.00 Blk Shear ftPn(ta'P) 0.00 0.00 0.00 0.00 # Bolt 0 0 0 0 0 0 # Hole 0 0 61 5 Use% 15 4 Member X Member X Controls Member Member HCHN-C3x4.1 D SOL - 3/4" SOLID Max Splice Forces R S t I II I ,11. 242025 ©2007 - 2022 by A TC IP LLC. AH rights reserved.Page 16 of 39 Model ID: 106124 Scenario I D:383694 7/7/2025 16:08:27 ASSET: CUSTOMER: 375182, Iron River AT&T MOBILITi' CODE: PROJECT: ANSI/TIA-222-1 OAA799354 C3_01 Section 3 - 6.7- to 20.00' Member Compression Pu(kip)Load Case FORCE/STRESS SUMMARY Len Bracing %(ft) X Y Z KL/R ,F\.(ksi) op (kip) Shear ORn.(kip) Bear <PRn(kip)#Bolt #Hole Use%Controls L SOL - 1 3/4" SOLID H SOL - 3/4" SOLID D SOL - 3/4" SOLID Member Tension -60.43 -0.02 -0.56 Pu JM- 0.31 0.47 1.2D+1.0Di+1.0Wi180° 1.2D+1.0W600 1.2D+1.0Di+1.0Wi210" Load Case 1.2D+1.0Di+1.0Wi240° 1.2D+1.0DJ+1.0WJ210° 3.231 3 4.409 Fy(ksi) 36.0 36.0 100 100 100 100 50 50 Fu(ksi) 58 58 100 100 50 *cPnJsiEL 14.31 14.31 88.63 50.00 124.80 36.00 126.98 36.00 Shear ORn.J^BL 0.00 0.00 60.95 6.30 6.12 Bear ®Rn _2<iEL 0.00 0.00 0.00 0.00 0.00 Blk Shear ®tPn _ffiiEL 0.00 0.00 0.00 0.00 0.00 # Bolt 0 0 0 00 # Hole 0 0 0 00 99 09 Use% 2 3 Member X Member X Member X Controls Member Member H SOL - 3/4" SOLID D SOL-3/4" SOLID Max Splice Forces Section 4 - 20.0' to 40.00' Member Compression Pu(kip) PuJM- Load Case Load Case OKnt(kip) LenJQL Use% Bracing %X Y Z NumBolts KL/R Bolt Type Fy <Dc Pn(te-i) (kip) Shear <&Rn. j<iEL Bear ORnJsiEL # Bolt # Hole Use % Controls L SOL - 1 3/4" SOLID D SOL - 3/4" SOLID Member Tension -61.39 -0.48 Pu (kip) 0.23 0.28 1.2D+ 1.2D+ I.ODi+I.OWilSO" 1.0Di+1.0Wi240° Load Case 1.2D180° 1.2D240° +1.0Di+1.0Wi +1.0DJ+1.0WJ 3.208 4.392 F»(ksi) 36.0 36.0 100 100 50 50 FU(tei) 58 58 100 50 O^Pn (kip) 14.31 14.31 88.00 50.00 126.50 36.00 Shear ®Rn» (kip) 0.00 0.00 61.44 6.16 Bear ORn(kip) 0.00 0.00 0.00 0.00 Blk Shear WtPn(kip) 0.00 0.00 0.00 0.00 # Bolt 0 0 0 0 # Hole 0 0 0 0 100 8 Use% 2 2 Member X Member X Controls Member Member H SOL - 3/4" SOLID D SOL-3/4" SOLID Max Splice Forces Section 5 - 40.0' to 60.00' Member Compression PuJ<iEL Pu(kip) Load Case Load Case ORn, _(kiEL ten(ft) Use% Bracing %X Y Z Num Bolts KL/R Bolt Type Fy 0),Pn (ksi) (kip) Shear ORm(kip) Bear OR,,(kip)# Bolt # Hole Use % Controls L SOL-1 3/4" SOLID H SOL - 3/4" SOLID D SOL - 3/4" SOLID Member Tension -59.60 -0.13 -0.70 Pu(kip) 0.41 0.47 1.2D+ 1.0DJ+ 1.2D+1.0WN 1.2D+1.0DJ+ Load Case 1.2D+1.0DJ-180° 1.2D+1.0DJ-330° 1.0Wi180° 1.0Wi330° M.OWi H.OWi 3.208 3 4.392 Fy(ksi) 36.0 36.0 100 100 50 FU(ksi) 58 58 100 100 50 100 100 50 O^Pn(kip) 14.31 14.31 88.00 50.00 124.80 36.00 126.50 36.00 Shear *Rn.(kip) 0.00 0.00 61.44 6.30 6.16 Bear ORn(kip) 0.00 0.00 0.00 0.00 0.00 Blk Shear OtPnJ<iEL 0.00 ww '5 0.00 0.00 0.00 # Bolt 0 (pli 0 0 0 # Hole 0IF 0 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3 01 D SOL - 3/4" SOLID Max Splice Forces FORCBSTRESS SUMMARY 1.76 1.2D+1.0Di+1.0Wi 36.0 58 14.31 0.00 0.00 0.00210° 12 Member Pu (kip) Load Case tfRnt(kip)Use Num % Bolts Bolt Type \n\ •£, -yill ,\'^-. '& ,-.^ .^n U-7Drt"y -' ©2007 - 2022 byATC IP LLC. All rights reserved.Page 18 of 39 Model ID: 106124 Scenario ID:383694 7/7/2025 16:08:27 ASSET: CUSTOMER: 375182, Iron River AT&T MOBILIW CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 FORCBSTRESS SUMMARY Section 7 - 80.0' to 100.00' Member Compression Pu J<iEL Load Case Len _t3L Bracing % F'y t&c PnX Y Z KL/R (ksi) (kip) Shear ORn.J<iEL Bear $RnJOEL # # Use Bolt Hole % Controls L SOL - 1 3/4" SOLID H SOL-3/4" SOLID D SOL - 3/4" SOLID Member Tension -55.15 -0.16 -0.98 Pu(kip) 1.2D+1.0Di+1.0Wi180'- 3.208 1.2D+1.0WN 3 1.2D+1.0Di+1.0Wi210° 4.392 100 100 100 88.00 50.00 61.44 100 100 100 124.80 36.00 6.30 50 50 50 126.50 36.00 6.16 Load Case A.(ksi)Fu(ksi)O^Pn(kip) Shear <PRn«(kip) Bear OR,,(kip) 0.00 0.00 0.00 Blk Shear ct>tPn(kip) 0.00 0.00 0.00 #Bolt # Hole 90 Member X 3 Member X 16 Member X Use % Controls H SOL - 3/4" SOLID D SOL - 3/4" SOLID 0.50 0.70 1.2D+1.0Di+1.0Wi180° 1.2D+1.0DJ+1.0WJ210° 36.0 36.0 58 58 14.31 14.31 0.00 0.00 0.00 0.00 0.00 0.00 Member Member Max Splice Forces Section 8 - 100.0' to 120.00- Member Compression Pu(kip) Pu(kip) Load Case Load Case <PRrt(kip) Len(ft) Use% Bracing %X Y Z Num Bolts KUR Bolt Type F'y Oc Pn(ksi) (kip) Shear ®Rn.(kip) Bear ORn(kip)#Bolt # Hole Use % Controls L SOL - 1 3/4" SOLID D SOL - 5/8" SOLID Member Tension 56.03 -0.42 Pu(ta'P) 0.21 0.23 1.2D+ 1.2D+ Load 1.201 SO" 1.2D180° 1.0Di+1.0Wi180° 1.0Di+1.0Wi240° Case +1.0Di+1.0Wi +1.0DJ +1.0WJ 3.208 4.392 F»(ksi) 36.0 36.0 100 100 50 50 Fu(ksi) 58 58 100 50 <t>cPn(kip) 14.31 9.94 88.00 50.00 152.04 36.00 Shear <&Rn.(kip) 0.00 0.00 61.44 3.00 Bear ORn(kip) 0.00 0.00 0.00 0.00 Blk Shear ®tPn(kip) 0.00 0.00 0.00 0.00 # Bolt 0 0 0 0 # Hole 0 0 0 0 91 14 Use% 1 2 Member X Member X Controls Member Member H SOL - 3/4" SOLID D SOL - 5/8" SOLID Max Splice Forces Section 9 - 120.0' to 140.00' Member Compression Pu (kip) Pu(kip) Load Case Load Case WRn.(kip) Len(ft) Use% Bracing %X Y Z N urnBolts KL/R Bolt Type Fy ®cPn(tei) (kip) Shear CORn,(kip) Bear ORn(kip)# Bolt # Hole Use % Controls L SOL - 1 3/4" SOLID H SOL - 3/4" SOLID D SOL - 5/8" SOLID Member Tension -53.31 -0.17 -0.94 Pu(kip) 0.46 0.66 1.2D+ 1.2D+ 1.2D+ Load 1.2060° 1.2D90° 1.0Di+1.0Wi180° 1.0W240° 1.0Di+1.0Wi90° Case +1.0DJ+1.0WJ +1.0DJ+1.0WJ 3.2083 4.392 Fy(ksi) 36.0 36.0 100 100 50 Fu(ksi) 58 58 100 100 50 100 100 50 OcPn(kip) 14.31 9.94 88.00 50.00 124.80 36.00 152.04 36.00 Shear ORn.(kip) 0.00 0.00 61.44 6.30 3.00 Bear ORn(kip) 0.00 0.00 0.00 0.00 0.00 Blk Shear OtPn(kip) 0.00 ,_ o.oojy 0.00 0.00 0.00 # Bolt 0Rfe 0 0 0 # Hole 0£j 00 0 1 87 3 31 Use% 3H Member X Member X Member X Controls Member Member H SOL-3/4" SOLID D SOL - 5/8" SOLID Max Splice Forces L SOL-1 3/4" SOLID H SOL - 3/4" SOLID D SOL-5/8" SOLID Member Tension Pu(kip)Load Case CDRnt(kip)Use%NumBolts Bolt Type •Jui 2 4 ,?0?5 Section 10 - 140.0- to 160.00- Member Compression Pu(kip)Load Case ten(ft)BracingX Y %z KL/R ,p».(ksi)OcPn(kip) Shear C&Rn.(kip) Bear ORn(kip)# Bolt •i.on1 # Hole no Ue Use% Dt. Controls -44.61 -0.10 -1.56 Pu(kip) 1.2D+1.0Di+1.0Wi240° 1.2D+1.0W180" 1.2D+1.0Di+1.0Wi210° Load Case 3.208 3 4.392 A(ksi)FU(ksi)<bcPn(kip) )0 50.00 80 36.00 04 36.00 Shear ORn«(kip) 61.44 6.30 3.00 Bear ORn(kip) 0.00 0.00 0.00 Blk Shear (P(Pn(kip) 0.00 0.00 0.00 # Bolt 0 0 0 # Hole 0 0 0 73 2 52 Use% Member X Member X Member X ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 D SOL - 5/8" SOLID Max Splice Forces 240° 1.44 1.2D+1.0DJ+1.0WJ210° Pu (kip) Load Case FORCE/STRESS SUMMARY 58 9.94 0.00 0.0036.0 <fRnt(kip) 0.00 14 Member Use%Num Bolts Bolt Type lr\\ M 2 420% ^ ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 20 of 39 Model ID:106124 Scenario ID:383694 7/7/2025 16:08:27 ASSET: CUSTOMER: 375182, Iron River AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 Section 11 - 160.0' to 180.00' Member Compression Pu(kip)Load Case FORCE/STRESS SUMMARY Len(ft)Bracing %X Y Z KL/R ,.F'.(ksi) d> p (kip) Shear ORn«(kip) Bear ORn(kip)# Bolt # Hole Use%Controls L SOL-1 3/4" SOLID H SOL - 3/4" SOLID D SOL - 5/8" SOLID Member Tension -36.84 -0.21 -0.72 Pu(kip) 0.32 0.58 1.2D+ 1.2D+ 1.20 + 1.0DJ+1.0WJ240' 1.0W2400 1.0W2100 Load Case 1.2D+180° 1.2D+ +1.0DJ+1.0WJ +1.0W210° 3.208 3 4.392 Fy(ksi) 36.0 36.0 100 100 50 FU(ksi) 58 58 100 100 50 100 10050 0,Pn(kip) 14.31 9.94 88.00 50.00 124.80 36.00 152.04 36.00 Shear ORn.(kip) 0.00 0.00 61.44 6.30 3.00 Bear ORn(kip) 0.00 0.00 0.00 0.00 0.00 Blk Shear ftPn(kip) 0.00 0.00 0.00 0.00 0.00 # Bolt 0 0 0 0 0 # Hole 0 0 0 0 0 60 3 24 Use% 2 6 Member X Member X Member X Controls Member Member H SOL - 3/4" SOLID D SOL - 5/8" SOLID Max Splice Forces Section 12 - 180.0' to 200.00- Member Cqmpression 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 Pn(ksi) (kip) Shear ORn»(kip) Bear ORn(kip) # Bolt # Hole Use% Controls L SOL - 1 3/4" SOLID H SOL - 3/4" SOLID D SOL - 5/8" SOLID Member Tension .35.79 -0.58 -1.31 Pu J<iEL 0.71 1.22 1.2D+1.0Di+1.0Wi240° 1.2D+1.0WN 1.2D+1.0W120" Load Case 1.2D+1.0W60" 1.2D+1.0W60° 3.208 3 4.392 Fy(ksi) 36.0 36.0 100 100 50 FuJM 58 58 100 100 50 100 100 50 OcPnJfoEL 14.31 9.94 88.00 50.00 124.80 36.00 1S2.04 36.00 Shear *Rn« _[kiEL 0.00 0.00 61.44 6.30 3.00 Bear ORn JM. 0.00 0.00 0.00 0.00 0.00 Blk Shear OtPnJM. 0.00 0.00 0.00 0.00 0.00 # Bolt 0 0 0 0 0 # Hole 0 0 0 0 0 58 9 44 Use% 5 12 Member X Member X Member X Controls Member Member H SOL - 3/4" SOLID D SOL - 5/8" SOLID Max Splice Forces Section 13 - 200.0' to 220.00' Member Compression PuJOEL PuJOEL Load Case Load Case ORnt(kip) LenJftL Use% BracincX Y )%z NumBolts KL/R Bolt Type F'y Oc Pn(ksi) (kip) Shear ORn.JSiEL Bear $RnJkiEL # Bolt # Hole Use % Controls L SOL - 1 3/4" SOLID H SOL-3/4" SOLID D SOL - 5/8" SOLID Member Tension -33.93 -0.33 -1.52 Pu(kip) 1.2D+1.0Di+1.0Wi300° 1.2D+1.0W60° 1.2D+1.0W90° Load Case 3.208 3 4.392 .h.(ksi) 100 100 100 88.00 50.00 61.44 100 100 100 124.80 36.00 6.30 50 50 50 152.04 36.00 3.00 Fu(ksi)OcPn(kip) Shear <6Rnv(kip) Bear ORn(kip) 0.00 0.00 0.00 Blk Shear ®tPn(kip) 0.00 0.00 0.00 #Bolt 55 Member X 5 Member X 51 Member X # Hole Use Controls L SOL - 1 3/4" SOLID H SOL - 3/4" SOLID D SOL - 5/8" SOLID 3.39 0.56 1.32 1.2D+1.0W300° 1.2D+1.0DJ+1.0WJ240° 1.2D+1.0W90° 50.0 36.0 36.0 65 58 58 108.24 0.00 14.31 0.00 9.94 0.00 0.00 0.00 0.00 0.00 0.00 13 Member Member Member Max Splice Forces Section 14 - 220.0' to 240.00- Member Compression Pu(kip) Pu (kip) Load Case Load Case tORnt(kip) Len(ft) Use% Bracing %X Y Z Num Bolts KL/R Bolt Type F'y 0, ?„ (ksi) (kip) Shear ORn.(kip) Bear *Rn (kip) # Bolt # Use Hole % Controls L SOL-1 1/2" SOLID H SOL-3/4" SOLID D SOL-5/8" SOLID Member Tension -23.59 -0.32 -0.95 Pu(kip) 1.2D+1.0Di+1.0Wi180° 1.2D+1.0W240° 1.2D+1.0Di+1.0Wi210° Load Case 3.208 3 4.392 .Fy.(ksi) 100 100 50 100 100 100 100 50 50 FU(ksi)0<;Pn(kip) 102.67 50.00 124.80 36.00 152.04 36.00 Shear ORn»(kip) 36.79 6.30 3.00 Bear <PRn(kip) 0.00 0.00 0.00 Blk Shear ct>tPn(kip) 0.00 0.00 0.00 # Bolt # Hole 64 Member X 5 Member X 32 Member X Use% Controls H SOL - 3/4" SOLID D SOL - 5/8" SOLID 0.45 0.81 1.2D+1.0DJ+1.0WJ300° 1.2D+1.0Di+1.0Wi 36.0 36.0 58 58 14.31 9.94 0.00 0.00 0.00 0.00 0 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITl' CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 FORCE/STRESS SUMMARY 330° Max Splice Forces Section 15 - 240.0' to 260.00' Member Compression Pu(kip) PuJ<iEL Load Case Load Case tORnt (kip) LenJSL Use% Bracing %X Y Z NumBolts KL/R Bolt Type F'y OcPn(ksi) (kip) Shear ORn«JKiEL Bear ORnJ<iEL #Bolt #Hole Use % Controls L SOL -1 1/2" SOLID H SOL - 3/4" SOLID D SOL-5/8" SOLID Member Tension -26.38 -0.10 -0.46 Pu(kip) 0.24 0.33 1.2D+ 1.2D+ 1.2D+ Load 1.2D180° 1.0Di+1.0Wi180° 1.0W240° 1.0DH-1.0WJ210' Case +1.0DI+1.0WJ 1.2D+1.0Di+1.0Wi210° 3.208 3 4.392 Fy(ksi) 36.0 36.0 100 100 50 Fu(ksi) 58 58 100 100 50 100 100 50 OcPnJ<iEL 14.31 9.94 102.67 50.00 124.80 36.00 152.04 36.00 Shear ®Rn. _CkiEL 0.00 0.00 36.79 6.30 3.00 Bear ORn JM. 0.00 0.00 0.00 0.00 0.00 Blk Shear O.PnJ<iEL 0.00 0.00 0.00 0.00 0.00 # Bolt 0 0 0 00 # Hole 0 0 0 0 0 72 2 15 Use% 2 3 Member X Member X Member X Controls Member Member H SOL - 3/4" SOLID D SOL - 5/8" SOLID Max Splice Forces Section 16 - 260.0' to 280.00- Member Compression Pu(kip) Pu(kip) Load Case Load Case tBRnt(kip) Len(ft) Use% Bracing %X Y Z Num Bolts KL/R Bolt Type F'y 0,, Pn(ksi) (kip) Shear ORn«(kip) Bear C&Rn(kip)#Bolt # Hole Use % Controls L SOL-1 1/2" SOLID H SOL - 3/4" SOLID D SOL - 5/8" SOLID Member Tension -25.78 -0.16 -0.52 Pu _?L 0.24 0.41 1.2D+ 1.2D+ 1.2D+ Load 1.2D60° 1.2D90° 1.0Di+ 1.0DJ+ 1.0DJ+ Case + 1.001 +1.0Di 1 1 1 + + .OWi 1 SO" .OWiN .OWi 120° 1.0WI 1.0Wi 3.208 3 4.392 Fy(ksi) 36.0 36.0 100 100 50 Fu(ksi) 58 58 100 100 50 100 100 50 O^Pn JogL 14.31 9.94 102.67 50.00 124.80 36.00 152.04 36.00 Shear <PRn» JM- 0.00 0.00 36.79 6.30 3.00 Bear (»Rn(kip) 0.00 0.00 0.00 0.00 0.00 Blk Shear OtPnJffiL 0.00 0.00 0.00 0.00 0.00 # Bolt 0 0 0 0 0 # Hole 0 0 00 0 703 17 Use% 2 4 Member X Member X Member X Controls Member Member H SOL-3/4" SOLID D SOL - 5/8" SOLID Max Splice Forces Section 17 - 280.0" to 300.00" Member Compression Pu(kip) Pu(kip) Load Case Load Case WRnt(kip) Len(ft) Use% Bracing %X Y Z NumBolts KL/R Bolt Type F'y ®cPn(ksi) (kip) Shear <ORn.(kip) Bear ORn(kip)# Bolt # Hole Use % Controls L SOL-1 1/2" SOLID H SOL - 3/4" SOLID D SOL - 5/8" SOLID Member Tension -20.08 -0.38 -1.41 PuJ<i£L 1.2D+1.0Di+1.0Wi180° 1.2D+1.0WN 1.2D+1.0W330" Load Case 3.208 100 100 100 102.67 50.00 36.79 3 100 100 100 124.80 36.00 6.30 4.392 50 50 50 152.04 36.00 3.00 A(ksi)Fu(ksi)OcPnJ<iEL Shear ORn,JM. Bear ORn JM- 0.00 0.00 0.00 Blk Shear OtPn _[kiE)_ 0.00 0.00 0.00 # Bolt # Hole 55 Member X 6 Member X 47 Member X Use % Controls L SOL - 1 1/2" SOLID H SOL - 3/4" SOLID D SOL - 5/8" SOLID Max Splice Forces 3.67 0.40 1.47 PuJsieL 1.2D+1.0W180' 1.2D+1.0Di+1.0Wi240° 1.2D+1.0W330° Load Case 50.0 36.0 36.0 WRntJM- 65 58 58 79.52 14.31 0.00 0.00 9.94 0.00 0.00 0.00 0.00 0.00 0.00 5 Member 3 Member 15 Use%Num Bolts Member Bolt Type ^ ill S H 1^ i|| M 2.4 2025 ^ ©2007 - 2022 byATC IP LLC. All rights reserved.Page 22 of 39 Model ID:106124 Scenario ID:383694 7/7/202516:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILFTY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_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 70.00 1.2D+1.0W60' 1.2D+1.0W90' 1.2D+1.0W120' 1.2D+1.0W180° 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b Ala A1 A1b A1a A1 A1b A1a A1 Alb A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 Alb A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a3| !H ;3i JUL 34 34aRavfie!o C 34b 66 66a 66b 90 90a 90b 122 122a 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 „ 2-L-,,11 i in25.44i I! 4 ?n?C4NL.UI- ^5.44- 12.48 Zonino tz^r. 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 0.5 3.72 3.64 0.2 4.55 4.41 0.73 7.82 7.58 1.66 9.66 9.39 1.67 1.65 4.76 1.83 1.79 5.85 3.01 2.94 9.78 4.2 4.12 11.71 2.7 0.73 4.4 3.24 0.71 5.47 5.49 1.29 9.27 7.01 2.22 11.16 3.78 0.51 3.64 4.61 0.15 4.37 7.91 0.63 7.5 9.75 1.54 9.3 4.93 1.61 1.58 6.08 1.7 1.64 10,21 2.77 2.68 12.14 3.92 4 30 29 2 36 35 3 37 36 7 38 37 13 13 38 15 14 47 14 14 47 16 16 46 22 6 35 26 6 44 26 6 44 28 9 44 30 4 29 37 1 35 38 3 36 38 6 37 40 13 13 49 14 13 49 13 13 48 15 ©2007 - 2022 byATC IP LLC. All rights reserved.Page 23 of 39 ModellD: 106124 Scenario ID:383694 7/7/2025 16:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 DETAILED CABLE FORCES Load Case ElevationJSL Cable Anchor Node Tower Node Available TensionJSiEL Applied Tension J<!EL Use (%) 1.2D+1.0W210° 1.2D+1.0W2400 1.2D+1.0W300" 1.2D+1.0W3300 1.2D+1.0Di+1.0Wi Normal 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b Ala A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 Alb A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b _„R8] £ ffiI [J] ;-3 Vi-!/jfS? ~ '" IN* ,,IW M §0aSoeynein C 122 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48^ f] ^ g 1^8E II I (^ 12^8242025 W 21 Q. Zonina Dfinf21"^5:44 3.82 4.57 2.65 0.7 5.69 3.11 0.62 9.64 5.24 1.13 11.54 6.72 2.01 3.78 3.72 0.52 4.55 4.45 0.07 7.79 7.62 0.51 9.61 9.43 1.37 1.64 4.86 1.6 1.77 5.99 1.68 2.9 10.06 2.75 4.07 11.98 3.9 0.73 4.51 2.62 0.74 5.64 3.08 1.34 9.59 5.23 2.29 11.51 6.72 4.85 8.75 8.51 4.87 9.77 9.45 6 13.01 12.57 6.87 15 37 21 6 46 25 5 46 25 5 45 26 8 30 30 4 36 36 1 37 36 2 38 37 5 13 39 13 14 48 13 14 48 13 16 47 15 6 36 21 6 45 25 6 46 25 9 45 26 39 70 68 39 78 76 29 62 60 27 ©2007 - 2022 by ATC IP U.C. All rights reserved.Page 24 of 39 Model ID:106124 Scenario ID:383694 7 n 12025 16:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 DETAILED CABLE FORCES Load Case Elevation(ft)Cable Anchor Node Tower Node Available Tension(kip)Applied Tension(kip)Use (%) 1.2D+1.0Di+1.0Wi60° 1.2D+1.0Di+1.0Wi90° 1.2D+1.0Di+1.0Wi120° 1.2D+1.0Di+1.0Wi180° 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 un ;;1- 1}- 4 ?025 .ionina Dent 150.00 210.00 290.00 1.2D+1.0Di+1.0Wi210°70.00 150.00 210.00 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EH S 9/16 EHS A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b Ala A1 A1b A1a A1 A1b A1a 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 14.7 14.29 6.01 5.89 9.43 6.5 6.35 10.75 8.52 8.32 15.21 10.25 10.07 17.69 7.45 5 9.21 8.26 5.14 10.42 10.87 6.52 14.44 12.63 7.83 16.65 8.95 4.74 8.52 10.01 4.76 9.47 13.34 5.86 12,58 14.99 6-75 14.29 9.89 5.89 5.72 11.33 6.31 6.09 16.03 8.22 7.94 18.45 9.94 9.67 9.68 7.32 4.85 11.01 8.06 4.95 15.26 10.57 6.24 58 56 48 47 76 52 51 86 41 40 72 40 40 70 60 40 74 66 41 83 52 31 69 50 31 65 72 38 68 80 38 76 64 28 60 59 27 56 79 47 46 91 51 49 76 39 38 73 39 38 78 59 39 88 65 40 73 50 30 ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 25 of 39 Model ID:106124 Scenario ID: 383694 7/7/2025 16:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITi' CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 DETAILED CABLE FORCES Load Case Elevation JS-Cable Anchor Node Tower Node Available TensionJsieL Applied Tension _[kiEL Use (%) 290.00 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° 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b Ala A1 A1b A1a A1 A1b A1a A1 A1b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 1^tt 34U< 34& 34b 66 66a' 66b 90 90a 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 (P R n y CTI U W &5-4 12.4$ JL 2 4 2025^ ,42.4?3 Co. Zoning L^g 12.48 21 21 17.39 12.32 7.54 8.98 8.79 4.6 10.04 9.81 4.62 13.37 13.05 5.68 15.01 14.72 6.6 6.02 9.69 5.72 6.48 11.09 6.11 8.46 15.69 7.98 10.18 18.14 9.73 5.11 9.47 7.09 5.24 10.75 7.78 6.63 14.92 10.21 7.92 17.09 12.01 2.05 2.06 2.03 1.97 2 1.95 3.19 3.32 3.25 3.69 4.09 4 2.06 2.04 2.04 1.99 1.96 1.98 3.25 3.2 68 48 30 72 70 37 80 79 37 64 62 27 59 58 26 48 78 46 52 89 49 40 75 38 40 71 38 41 76 57 42 86 62 32 71 49 31 67 47 16 17 16 16 16 16 15 16 15 15 16 16 17 16 16 16 16 16 15 15 ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 26 of 39 Model ID: 106124 Scenario ID:383694 7/7/202516:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_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+1.0Eh90° 1.2D+1.0Ev+1.0Eh120° 1.2D+1.0Ev+1.0Eh180° 1.2D+1.0Ev+1.0Eh210° 1.2D+1.0Ev+1.0Eh240° 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 Alb A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b Ala A1 A1b A1a A1 A1b Ala A1 A1b A1a A1 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 3f^ ^ i^i? I i3^1 K ^ 15 U ^ 66r!\41 JUL242666 "' 90 -,..^_i^ r.,, 7r,n:Ravtifiln GO. Z-0n90al-'u^';"'u "" 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48^ 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.4.8.iSi^sM C12.48]| 12.43I! ')12.48^ 12.48 iflQ DP21t 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 3.3 3.85 3.79 4.15 2.07 2.03 2.04 2.01 1.94 1.97 3.31 3.15 3.29 4 3.67 4.11 2.09 2.02 2.03 2.03 1.93 1.95 3.37 3.13 3.24 4.15 3.62 4 2.1 2-04 2 2.06 1.95 1.9 3.47 3.18 3.09 4.33 3.76 3.66 2.1 2.05 1.99 2.05 1.98 1.89 3.43 3.26 3.05 4.27 3.92 3.55 2.09 2.06 1.99 2.03 2 1.88 3.38 16 15 15 16 17 16 16 16 16 16 16 15 16 16 14 16 17 16 16 16 15 16 16 15 15 16 14 16 17 16 16 17 16 15 17 15 15 17 15 14 17 16 16 16 16 15 16 16 15 17 15 14 17 17 16 16 16 15 16 ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 27 of 39 Model ID: 106124 Scenario ID:383694 7/7/202516:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITr' CODE: PROJECT: ANSI/TIA-222-1 OAA799354 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+1.0Eh300° 1.2D+1.0Ev+1.0Eh330° 1.0D + 1.0W Service Normal 1.0D+1.0W Service 60° 1.0D+1.0W Service 90° 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS A1b A1a A1 A1b Ala A1 A1b A1a A1 Alb A1a A1 A1b A1a A1 A1b A1a A1 Alb A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b Ala A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66^, 66^90ini90a ]| 90b 122B-; 122a 122b 34 34a 34b 66 66a y^ JUL 2 4 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 .12,48 12.48 12.48 !t 12.48 g2.4f^, lit2.48|ll2tifl2025 €;21 3..44.nmn DQm'•2SW,- 25.44 12.48 12.48 12.48 12.48 12.48 12.48 3.33 3.04 4.15 4.09 3.51 2.06 2.07 2 1.99 2.03 1.9 3.25 3.4 3.11 3.83 4.26 3.68 2.05 2.07 2.02 1.97 2.01 1.93 3.21 3.36 3.19 3.74 4.19 3.85 1.46 2.47 2.42 1.17 2.56 2.49 1.94 4.18 4.06 2.45 5.05 4.92 1.79 1.77 2.77 1.7 1.66 2.98 2.8 2.74 4.91 3.52 3.45 5.92 2.15 1.5 2.68 2.16 1.25 2.85 16 14 16 16 14 17 17 16 16 16 15 15 16 15 15 17 14 16 17 16 16 16 15 15 16 15 15 16 15 12 20 19 9 20 20 9 20 19 10 20 19 14 14 22 14 13 24 13 13 23 14 14 23 17 12 21 17 10 23 ©2007 - 2022 byATC IP LLC. All rights reserved.Page 28 of 39 Model ID:106124 Scenario ID:383694 7/7/2025 16:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILFTY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 DETAILED CABLE FORCES Load Case Elevation(ft)Cable Anchor Node A1 A1b A1a A1 A1b Ala A1 Alb A1a A1 A1b A1a A1 A1b Ala A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b Ala A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b A1a A1 A1b Tower Node 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 . _. „66ai E S66b|u< "" 90 un 90a u U iJ U L 90b 122 aawe'ci i 122a 122b 34 34a 34b 66 66a Available Tension(kip) 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 IP n v123481111&8 12.48 242025^ 21 ,„, .^ \..,«., ,^i Ji^r;o. z.onin§&4!i[ 25.44 25.44 12.48 12.48 12.48 12.48 12.48 Applied Tension(kip) 3.52 2.08 4.7 4.33 2.69 5.65 2.49 1.45 2.41 2.58 1.15 2.47 4.21 1.9 4.02 5.1 2.39 4.89 2.85 1.74 1.71 3.09 1.62 1.57 5.1 2.66 2.57 6.12 3.37 3.28 2.76 2.1 1.46 2.96 2.07 1.18 4.88 3.37 1.94 5.84 4.17 2.54 2.49 2.45 1.4 2.58 , HI 2.531||| 1.09 Uj 4.2 4.12 1.78 5.07 4.99 2.27 1.78 2.81 1.72 1.67 3.03 Use (%) 1.0D+1.0W Service 120° 1.0D+1.0W Service 180° 1.0D+1.0W Service 210° 1.0D+1.0W Service 240° 1.0D+1.0W Service 300° 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 210.00 290.00 70.00 150.00 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 17 10 22 17 11 22 20 12 19 21 9 20 20 9 19 20 9 19 23 14 14 25 13 13 24 13 12 24 13 13 22 17 12 24 17 9 23 16 9 23 16 10 20 20 11 21 20 9 20 20 8 20 20 9 14 23 14 13 24 ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 29 of 39 Model ID:106124 Scenario ID:383694 7/7/202516:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITi' CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 DETAILED CABLE FORCES Load Case Elevation(ft)Cable Anchor Node Tower Node Available Tension(kip)Applied Tension(kip)Use (%) 210.00 290.00 1.0D+1.0W Service 330°70.00 150.00 210.00 290.00 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 7/16 EHS 9/16 EHS 9/16 EHS 9/16 EHS 5/8 EHS 5/8 EHS 5/8 EHS A1a A1 Alb A1a A1 A1b A1a A1 A1b Ala A1 A1b A1a A1 A1b A1a A1 Alb A1a 66b 90 90a 90b 122 122a 122b 34 34a 34b 66 66a 66b 90 90a 90b 122 122a 122b 12.48 21 21 21 25.44 25.44 25.44 12.48 12.48 12.48 12.48 12.48 12.48 21 21 21 25.44 25.44 25.44 1.59 2.76 5.01 2.61 3.48 6.03 3.32 1.52 2.74 2.07 1.27 2.93 2.04 2.12 4.84 3.33 2.72 5.8 4.12 13 13 24 12 14 24 13 12 22 17 10 24 16 10 23 16 11 23 16 R (P (5mi 6 i" E -HJL 2 4 WK Rcvfipirl r~n ZoninQ U@P1i- ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 30 of 39 ModellD: 106124 Scenario ID: 383694 7/7/2025 16:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITi' CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 MAXIMUM CABLE FORCES SUMMARY Load Case Elevation(ft)Cable Anchor Node Tower Node AvailableTension (kip)Applied Tension(kip)Use(%) 1.2D+1.0Di+1.0Wi180° 1.2D+1.0Di+1.0Wi180° 1.2D+1.0Di+1.0Wi180° 1.2D+1.0Di+1.0Wi18(r> 70.00 150.00 210.00 290.00 7/16 EHS 7/16 EHS 9/16 EHS 5/8 EHS A1 A1 A1 A1 34 66 90 122 12.48 12.48 21.00 25.44 9.89 11.33 16.03 18.45 79 91 76 73 Load Case Elevation(ft) MAXIMUM TORQUEARM STRESS SUMMARY Member Type Compression(%)Tension(%) 1.2D+1.0Di+1.0Wi240° 1.2D+1.0Di+1.0Wi240° 1.2D+1.0Di+1.0Wi240° 1.2D+1.0Di+1.0Wi240° 70.00 150.00 210.00 290.00 3/4" SOLID 3/4" SOLID 3/4" SOLID 3/4" SOLID Horiz Hon'z Horiz Horiz 42.5 36.4 37.8 34.5 JU JUL 2 r^ ... ?" s; ^.Bavfieid Cn ' ©2007 - 2022 byATC IP LLC. All rights reserved.Page 31 of 39 ModellD: 106124 Scenario ID: 383694 7/7/2025 16:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILFTY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 Load Case DEFLECTIONS AND Elevation(ft) 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 1? mi 196.42 ; 1; I 220.38 223.58 ' i—/ 296.42 196.42 !eDt 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 ROTATIONS Deflection _m 0.1474 0.1548 0.157 0.183 0.1569 0.1664 0.169 0.2098 0.1232 0.1238 0.1251 0.1261 0.1593 0.1668 0.169 0.1948 0.1714 0.1818 0.1845 0.2274 0.1138 0.1145 0.1158 0.1201 0.1349 0.1411 0.143 0.1645 0.1406 0.1489 0.1513 0.1887 0.1111 0.1116 0.113 0.1169 0.0101 0.0136 0.0146 0.0396 0.0158 0.0206 0.0218 0.0478 0.0205 0.026 0.0274 0.0557 0.0211 0.0267 0.0281 0.057 0.0217 0.0278 0.0292 0.0579 0.0137 0.0179 0.0192 Twist (deg)Sway (deg)_ Resultant (deg)_ 1.00 + 1 .OW 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 1.00 + 1.0W Service 330° 60 mph Wind with No Ice 1.0D + 1.0W 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 300° 60 mph Wind with No Ice 1.0D + 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 1.00 + 1 .OW Service 240° 60 mph Wind with No Ice 1.0D + 1.0W Service 210° 60 mph Wind with No Ice 1.00 + 1.0W Service 210° 60 mph Wind with No Ice 1.0D +1 .OW Service 210° 60 mph Wind with No Ice 1.0D + 1 .OW Service 210° 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 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 1.0D + 1.0W Service 90° 60 mph Wind with No Ice 1 .OD + 1 .OW Service 90° 60 mph Wind with No Ice 1.0D + 1.0W Service 90° 60 mph Wind with No Ice 1-OD + 1 .OW Service 90° 60 mph Wind with No Ice 1.0D + 1 .OW Service 60° 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 .OD + 1 .OW Service 60° 60 mph Wind with No Ice 1.00 + 1.0W Service Normal 60 mph Wind with No Ice 1.0D + 1.0W Service Normal 60 mph Wind with No Ice 1.00 + 1 .OW Service Normal 60 mph Wind with No Ice 1.0D + I.OWService Normal 60 mph Wind with No Ice 1.2D + 1.0EV+ 1.0Eh 330° Seismic 1.2D + 1.0Ev + 1 .OEh 330° Seismic 1.20 + 1 .OEv + 1 .OEh 330° Seismic 1.2D+1.0Ev+ I.OEh 330"' Seismic 1.2D + 1.0EV + 1.0Eh 300" Seismic 1.20 + 1.0Ev + 1.0Eh 300° Seismic 1.2D + 1.0Ev+ 1.0Eh 300° Seismic 1.2D+1.0Ev+1.0Eh 300° Seismic |f,i ii~ 1.2D + 1 .OEv + 1.0Eh 240° Seismic | l-jj ^ 1.20 + 1 .OEv + 1 .OEh 240° Seismic I I 1.2D+1.0Ev+1.0Eh 240° Seismic j 1.20 + 1.0Ev+ 1.0Eh 240" Seismic 1.2D+1.0Ev+1.0Eh 210° Seismic 8 1.2D + 1.0Ev+ 1.0Eh 210° Seismic 1.20 + 1.0EV+ 1.0Eh 210° Seismic 1.2D + 1.0Ev + 1 .OEh 210° Seismic 1.2D+1.0Ev+1.0Eh 180° Seismic 1.2D + 1.0Ev + t.OEh 180° Seismic 1.20 + 1 .OEv + 1 .OEh 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 JUl 2 4 ?0?5 0.0980 0.0965 0.0945 0.0996 -0.0035 -0.0037 -0.0031 -0.0075 -0.0014 -0.0019 -0.0015 -0.0031 0.1212 0.1196 0.1180 0.1237 0.0026 0.0029 0.0025 0.0052 0.0027 0.0034 0.0027 0.0061 0.1259 0.1245 0.1226 0.1299 0.0016 0.0016 0.0013 0.0035 -0.0020 -0.0024 -0.0020 -0.0044 0.0000 0.0000 0.0000 -0.0001 0.0000 0.0000 0.0000 -0.0001 0.0000 0.0000 0.0000 -0.0001 0.0000 0.0000 0.0000 0.0001 0.0000 0.0000 0.0000 0.0001 0.0000 0.0000 0.0000 0.0304 0.0838 0.0273 0.0185 0.0349 0.1023 0.0274 0.0297 0.0146 0.0816 0.0085 0.0111 0.0313 0.0815 0.0330 0.0241 0.0379 0.0746 0.0417 0.0353 0.0146 0.0793 0.0097 0.0093 0.0269 0.1068 0.0138 0.0164 0.0318 0.0995 0.0247 0.0284 0.0149 0.0498 0.0157 0.0059 0.0088 0.0227 0.0147 0.0229 0.0113 0.0257 0.0171 0.0212 0.0120 0.0278 0.0179 0.0229 0.0123 0.0273 0.0181 0.0231 0.0133 0.0283 0.0191 0.0218 0.0100 0.0252 0.0160 0.1024 0.1265 0.0983 0.1013 0.035 0.1024 0.0275 0.0303 0.0147 0.0816 0.0085 0.0113 0.125 0.1432 0.1225 0.1261 0.0379 0.0747 0.0418 0.0356 0.0149 0.0794 0.0099 0.0103 0.1286 0.1627 0.1234 0.1309 0.0318 0.0995 0.0247 0.0285 0.0151 0.0498 0.0158 0.0069 0.0088 0.0227 0.0147 0.0229 0.0113 0.0257 0.0171 0.0212 0.012 0.0278 0.0179 0.0229 0.0123 0.0273 0.0181 0.0231 0-0133 0.0283 0.0191 0.0218 0.01 0.0252 0.016 ©2007 - 2022 byATC IP LLC. All rights reserved.Page 32 of 39 Model ID:106124 Scenario ID:383694 7/7/202516:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILFTY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 Load Case DEFLECTIONS AND Elevation(ft) 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220,38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 I lg22fr5f"29^42 19S.4E 7QZ52293S 223.58 'nine D^-42"muu^6:42 220.38 ROTATIONS Deflection _TO0.0453 0.0098 0.0134 0.0146 0.0384 0.0049 0.0083 0.0094 0.0319 0.0073 0.0113 0.0125 0.0374 0.6391 0.6464 0.6509 0.6171 0.7276 0.7675 0.7769 0.8329 0.6877 0.6215 0.6149 0.2282 0.7415 0.7422 0.7457 0.6787 0.7916 0.8324 0.842 0.8995 0.6026 0.5375 0.5305 0.1592 0.5967 0.5945 0.5975 0.5316 0.6375 0.675 0.6841 0.7383 0.5335 0.4683 0.4617 0.0941 0.7041 0.7789 0.7923 1.0432 0.6229 0.6806 0.6922 0.9025 0.7442 0.8311 Twist(deg)Sway(deg) Resultant (deg) 1.2D + 1.0EV + 1.0Eh 120° Seismic 1.20 + 1.0Ev + 1.0Eh 90° Seismic 1.2D + 1.0EV + 1.0Eh 90° Seismic 1.2D + 1.0Ev+ 1.0Eh 90° Seismic 1.2D + 1.0Ev + 1 .OEh 90° Seismic 1.2D + 1.0Ev + 1 .OEh 60" Seismic 1.2D + 1.0Ev + 1 .OEh 60° Seismic 1.2D + 1.0Ev+ I.OEh 60° Seismic 1.2D + 1.0Ev + 1 .OEh 60° Seismic 1.20 + 1.0Ev+ 1.0Eh Normal Seismic 1.2D + 1.0Ev + I.OEh Normal Seismic 1.2D + 1.0Ev + 1.0Eh Normal Seismic 1.2D + 1.0Ev + 1.0Eh Normal Seismic 1.2D + 1.0DJ + 1.0Wi 330° 56.53 mph Wind with 1.912" Radial Ice 1.20 + 1.0DJ + 1.0Wi 330° 56.53 mph Wind with 1.912" Radial Ice 1.20 + 1.00] + 1 .OWi 330° 56.53 mph Wind with 1.912" Radial Ice 1.20 + 1 .ODi + 1 .OWI 330° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DJ + 1.0WJ 300° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DJ + 1.0WJ 300" 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DJ + 1.0WJ 300° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DI + 1.0WJ 300° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DJ + 1.0WJ 240° 56.53 mph Wind with 1.912" Radial Ice 1.20 + 1.0Di + 1.0WJ 240° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DI + 1 .OWi 240° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DJ + 1.0WJ 240° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DI+1.0WJ 210" 56.53 mph Wind with 1.912" Radiallce 1.20 + 1.0DI + 1.0Wi 210° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DJ + 1.0Wi 210° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DI + 1.0WJ 210° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DJ + 1.0Wi 180° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DI + 1 .OWi 180° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DJ + 1.0WJ ISO" 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DJ + 1.0WJ 180° 56.53 mph Wind with 1.912" Radiallce 1.20 + 1.0DJ + 1.0WJ 120'' 56.53 mph Wind with 1.912" Radial Ice 1.20 + 1.0DJ + 1.0WJ 120° 56.53 mph Wind with 1.912" Radial Ice 1.2D+1.0DI+ 1.0Wi 120° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DJ+ 1.0WJ 120° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DJ + 1.0Wi 90° 56.53 mph Wind with 1.912" Radjal Ice 1.2D+1.0Di+1.0Wi90° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DJ + 1 .OWi 90° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DJ + 1.0Wi 90° 56.53 mph Wind with 1.912" Radial Ice 1.20 + 1.0DJ + 1.0WJ 60° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DJ + 1.0WJ 60° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0Di + 1.0WJ 60° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DJ + 1 .OWi 60° 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DJ + 1.0Wi Normal 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0DJ + 1.0WJ Normal 56.53 mph Wind with 1.912" Radial Ice 1.20 + 1.0Di + 1.0WJ Normal 56.53 mph Wind with 1.912" Radial Ice 1.2D+1.0DJ+ 1.0WJ Normal 56.53 mph Wind with 1.912" Radial Ice 1.2D + 1.0W3300103.32 mph Wind with No Ice 1.20 + 1 .OW 330° 103.32 mph Wind with No Ice 1.20+1 .OW 330° 103.32 mph Wind with No Ice [ (-.' 1.20 + 1 .OW 330° 103.32 mph Wind with No Ice | ^ 1.20 + 1 .OW 300° 103.32 mph Wind with No Ice | ] 11 1.20 + 1 .OW 300° 103.32 mph Wind with No Ice 1.2D + 1.0W3000 103.32 mph Wind with No Ice 1.20 + 1.0W300° 103.32 mph Wind with No Ice y; 1.2D + 1.0W2400103.32 mph Wind with No Ice 1.2D + 1.0W240° 103.32 mph Wind with No Ice fp I?ly '& JUL 2 0.0001 0.0000 0.0000 0.0000 0.0001 0.0000 0.0000 0.0000 0.0001 0.0000 0.0000 0.0000 -0.0001 0.3367 0.3349 0.3333 0.3224 -0.0484 -0.0490 -0.0490 -0.0603 -0.0180 -0.0195 -0.0189 -0.0231 0.3899 0.3883 0.3872 0.3867 0.0313 0.0328 0.0326 0.0384 0.0402 0.0424 0.0417 0.0505 0.4123 0.4122 0.4112 0.4142 0.0186 0.0177 0.0172 0.0252 -0.0242 -0.0250 -0.0243 -0.0304 0.2285 0.2295 0.2287 0.2162 -0.0289 -0.0259 -0.0258 -0.0373 -0.0169 -0.0216 0.0232 0.0094 0.0246 0.0151 0.0213 0.0081 0.0215 0.0137 0.0200 0.0094 0.0255 0.0155 0.0223 0.0902 0.2639 0.0968 0.2388 0.0953 0.3724 0.0996 0.0692 0.1331 0.0954 0.1924 0.4381 0.0992 0.2404 0.1369 0.2727 0.0993 0.3317 0.1224 0.0603 0.1348 0.0942 0.1908 0.4288 0.0938 0.2850 0.1234 0.2650 0.0869 0.3635 0.0928 0.0614 0.1342 0.0466 0.1640 0.4092 0.2146 0.3716 0.2201 0.1952 0.1694 0.3917 0.1528 0.1498 0.2370 0.4657 0.0232 0.0094 0.0246 0.0151 0.0213 0.0081 0.0215 0.0137 0.02 0.0094 0.0255 0.0155 0.0223 0.3483 0.423 0.3461 0.397 0.1057 0.3756 0.1095 0.0887 0.1343 0.0968 0.193 0.4386 0.402 0.4531 0.4094 0.4692 0.103 0.3333 0.1263 0.069 0.1407 0.102 0.1947 0.4314 0.4226 0.4975 0.4281 0.4881 0.0882 0.3637 0.0934 0.0648 0.1363 0.0513 0.1653 0.41 0.3131 0.434 0.3174 0.2913 0.1714 0.3924 0.1541 0.1528 0.2376 0.4661 ©2007 - 2022 by Arc IP LLC. All rights reserved.Page 33 of 39 ModellD: 106124 Scenario ID:383694 7/7/2025 16:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 DEFLECTIONS AND ROTATIONS Load Case ivation(ft) 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 196.42 220.38 223.58 296.42 Deflection(ft) 0.8463 1.1281 0.7385 0.8146 0.8281 1.0776 0.6618 0.7219 0.7339 0.9533 0.7284 0.8148 0.8294 1.1109 0.6642 0.7351 0.7478 0.9838 0.5652 0.6164 0.6272 0.8265 0.7117 0.7959 0.8107 1.0909 Twist (deg) -0.0209 -0.0179 0.2632 0.2575 0.2575 0.2603 0.0202 0.0208 0.0205 0.0243 0.0398 0.0452 0.0446 0.0429 0.2893 0.2884 0.2881 0.2859 0.0059 0.0031 0.0028 0.0128 -0.0220 -0.0227 -0.0225 -0.0263 Sway(deg) 0.2163 0.1985 0.2177 0.3839 0.2150 0.1882 0.1781 0.3080 0.1957 0.1731 0.2358 0.4630 0.2159 0.1996 0.2014 0.4489 0.1657 0.1627 0.1534 0.3728 0.1382 0.1476 0.2328 0.3677 0.2490 0.2200 Resultant(deg) 0.217 0.1988 0.3412 0.459 0.3354 0.3212 0.179 0.3085 0.1967 0.1745 0.2391 0.4649 0.22 0.2027 0.3522 0.5308 0.3323 0.3289 0.1535 0.3728 0.1382 0.1477 0.2339 0.3682 0.2499 0.2213 1.20 + 1.0W240° 103.32 mph Wind with No Ice 1.2D + 1.0W240° 103.32 mph Wind with No Ice 1.20 + 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 1.20 + 1.0W210" 103.32 mph Wind with No Ice 1.2D + 1.0W180" 103.32 mph Wind with No Ice 1.2D + 1.0W180° 103.32 mph Wind with No Ice 1.2D + 1 .OW 180'' 1 03.32 mph Wind with No Ice 1.20 + 1.0W180" 103.32 mph Wind with No Ice 1.2D + 1.0W1200103.32 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 + 1.0W1200103.32 mph Wind with No Ice 1.2D + 1.0W90° 103.32 mph Wind with No Ice 1.2D + 1.0W90° 103.32 mph Wind with No Ice 1.20 + 1 .OW 90° 103.32 mph Wind with No Ice 1.20 + 1 .OW 90° 103.32 mph Wind with No Ice 1.20 + 1 .OW 60° 103.32 mph Wind with No Ice 1.20 + 1 .OW 60° 103.32 mph Wind with No Ice 1.2D + 1.0W60- 103.32 mph Wind with No Ice 1.2D + 1.0W60' 103.32 mph Wind with No Ice 1.2D + 1.0W Normal 103.32 mph Wind with No Ice 1.20 + 1.0W Normal103.32 mph Wind with No Ice 1.20 + 1 .OW Normal 103.32 mph Wind with No Ice 1.20 + 1 .OW Normal 103.32 mph Wind with No Ice ^ iTa E^ K M 2 4 2025 B ©2007 - 2022 byATC IP LLC. All rights reserved.Page 34 of 39 Model ID:106124 Scenario I D:383694 7/7/2025 16:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 DETAILED REACTIONS Load Case Radius(ft)Elevation _fftL Azimuth(deg)Node 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 ^ ^fr^A1bl^L ^la , ^wtelri f:-.''Atti"- '"' 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a "(-) Uplift and (+) DownFX* (kip) -0.01 0.00 -15.45 15.47 -0.46 -0.67 -20.44 5.79 -0.50 -0.85 -19.42 2,44 -0.44 -0.71 -16.02 1.27 0.01 0.00 -6.17 6.15 0.20 0.36 -2.55 11.15 0.44 0.71 -1.14 15.87 0.45 0.67 -5.64 20.40 0.27 0.32 -10.57 19.16 -0.04 0.00 -26.81 26.89 0.16 i;3-i.r'4\,|£33.^| 16.HNI242025^ .-31.970. Zoning U^ge 0.26 -1.77 -28.57 11.62 -0.04 0.00 -17.74 17.74 -0.18 0.87 -13.41 FY* JM- 55.90 -1.94 -15.63 -16.71 55.07 -7.03 -20.06 -6.72 55.75 -12.22 -18.94 -3.13 56.13 -17.30 -15.48 -1.70 55.84 -22.18 -5.97 -6.37 56.53 -20.90 -2.69 -11.44 56.47 -17.07 -1.39 -16.33 55.56 -6.80 -6.10 -21.36 56.08 -3.31 -10.99 -20.32 164.75 -9.01 -21.36 -23.18 165.72 -14.78 -26.70 -14.01 165.54 -19.57 -25.09 -10.13 165.62 -24.47 -21.39 -8.49 167.09 -30.18 -12.70 -13.81 167.00 -28.49 -9.15 FZ*JM -0.50 1.58 -9.72 -9.74 -0.26 7.06 -11.80 -4.11 -0.05 12.64 -10.81 -1.77 0.24 18.15 -8.45 -0.73 0.50 23.46 -2.81 -2.78 0.42 22.05 -1.12 -5.46 0.25 17.94 -0.66 -8.35 -0.25 6.84 -4.01 -11.78 -0.39 3.01 -7.07 -11.47 0.26 13.35 -17.47 -17.54 0.06 19.65 -19.07 -11.32 -0.06 25.83 -17.51 -8.25 -0.24 32.17 -14.49 -6.70 -0.33 38.26 -8.27 -8.24 -0.31 36.61 -6.82 1.20+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° 1.20+1.0W 300° 1.2D+1.0W330" 1.2D+1.0DJ+1.0WJ Normal 1.2D+1.0Di+1.0Wi60'' 1.2D+1.0Di+1.0Wi90° 1.2D+ 1.0DJ+ 1.0WJ 120° 1.2D+1.0Di+1.0Wi180° 1.2D+1.0Di+1.0Wi210° 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 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 1w!12^ -6" 24Q12^ 0 240 120 0 240 120 0 240 ©2007 - 2022 byATC IP LLC. AH rights reserved.Page 35 of 39 Model ID: 106124 Scenario ID:383694 7/7/2025 16:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354 C3 01 DETAILED REACTIONS Load Case Radius(ft)Elevation(ft) -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 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 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 Alb 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 Ala A1b 1 A1 A1a Alb 1 A1 A1a A1b 1 A1 "(-) FX*(kip) 23.36 -0.37 1.78 -11.72 28.74 -0.26 1.75 -16.11 33.10 -0.18 0.84 -21.18 31.22 0.00 0.00 -7.05 7.00 0.00 0.00 -7.18 6.73 0.00 0.00 -7.15 6.62 0.00 0.00 -7.04 6.58 0.00 0.00 -6.71 6.69 0.00 0.00 -6.62 6.85 0.00 0.00 -6.58 7.00 0.00 0.00 -6.73 7.16 0.00 0.00 -6.91 7.09 0.00 0.00 -8.68 8.67 -0.18 -0.22 -10.51 5.68 -0.22 -0.28 Uplift and (+) DownFY* (kip) -18.46 166.93 -24.53 -7.77 -23.26 166.54 -14.67 -12.78 -28.76 165.52 -10.63 -17.02 -27.09 42.13 -6.81 -6.65 -7.09 42.13 -7.00 -6.82 -6.72 42.13 -7.18 -6.78 -6.57 42.13 -7.37 -6.64 -6.52 42.12 -7.62 -6.23 -6.67 42.12 -7.53 -6.11 -6.88 42.12 -7.38 -6.06 -7.08 42.13 -6.98 -6.26 -7.29 42.13 -6.87 -6.47 -7.20 39.74 -4.26 -8.30 -8.88 40.29 -6.18 -10.04 -5.90 40.04 -7.73 FZ* (kip) -10.99 -0.26 32.24 -6.76 -14.55 0.07 19.55 -11.26 -19.10 0.15 14.97 -14.69 -18.99 0.00 7.57 -4.07 -4.04 0.00 7.73 -4.15 -3.89 0.00 7.89 -4.13 -3.82 0.00 8.04 -4.07 -3.80 0.00 8.25 -3.88 -3.86 0.00 8.18 -3.82 -3.95 0.00 8.05 -3.80 -4.04 0.00 7.72 -3.89 -4.13 0.00 7.62 -3.99 -4.09 -0.23 4.73 -5.27 -5.26 -0.10 6.69 -6.07 -3.54 0.01 8.40 1.2D+1.0Di+1.0Wi240° 1.2D+1.0Di+1.0Wi3000 1.2D+1.0Di+1.0Wi330° 1.2D+ 1.0Ev+ 1.0Eh Normal 1.2D+1.0Ev+1.0Eh60° 1.2D+1.0Ev+ I.OEh 90° 1.2D+1.0Ev+1.0Eh120° 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+ 1.0Eh 330° 1.0D + 1.0W Service Normal 1.0D+1.0W Service 60° 1.0D+1.0W Service 90° 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0,00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 2421 --o. Zonjr ©2007 - 2022 byATC IP LLC. All rights reserved.Page 36 of 39 Modell D: 106124 Scenario ID:383694 7/7/202516:08:27 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITi' CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 DETAILED REACTIONS Load Case RadiusJftL ElevationJSL 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8,00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 0.00 -17.00 5.00 -8.00 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 A1a A1b 1 A1 A1a A1b 1 A1 A1a A1b 1 A1 Ala A1b 1 A1 A1a A1b 1 A1 Ala 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 (+) DownFX* FY* JsiE}_(MEL10.12 4.43 -0.20 -0.22 -8.84 4.11 0.00 0.00 -5.77 5.77 0.11 0.11 -4.42 7.29 0.20 0.23 -4.01 8.79 0.18 0.22 -5.62 10.42 0.10 0.11 -7.12 10.01 0.00 0.00 -7.14 7.11 0.00 0.00 -7.37 6.64 0.00 0.00 -7.31 6.46 0.00 0.00 -7.12 6.41 0.00 0.00 -6.62 6.61 0.00 0.00 -6.46 6.85 0.00 0.00 -6.40 7.09 0.00 0.00 -6.64 7.34 0.00 -9.58 -4.50 39.79 -9.20 -8.24 -4.06 40.37 -11.10 -5.35 -5.74 40.14 -10.59 -4.06 -7,24 39.89 -9.16 -3.66 -8.77 40.34 -6.09 -5.42 -10.65 40.04 -4.70 -6.86 -10.25 42.16 -6.58 -6.76 -7.22 42.15 -6.90 -7.05 -6.61 42.15 -7.21 -6.98 -6.37 42.14 -7.50 -6.75 -6.30 42.13 -7.86 -6.12 -6.56 42.13 -7.74 -5.91 -6.88 42.13 -7.51 -5.84 -7.20 42.14 -6.88 -6.14 -7.52 42.15 FZ* JM_ -5.72 -2.68 0.11 10.04 -4.85 -2.37 0.21 12.00 -3.08 -3.07 0.18 11.50 -2.43 -3.89 0.11 10.00 -2.32 -4.82 -0.10 6.60 -3.50 -6.02 -0.19 5.15 -4.43 -5.90 0.00 7.38 -4.12 -4.10 0.00 7.65 -4.25 -3.84 0.00 7.91 -4.22 -3.73 0.00 8.15 -4.11 im-s.Tia ;"; o.off ii 8.46 U U-3.82J I -3.81 BAdtei 8.36 -3.73 -3.95 0.00 8.16 -3.69 -4.09 0.00 7.63 -3.84 -4.24 0.00 Sill! JL 2 4 2025 ;0. 1.0D+1.0W Service 120° 1.0D + 1.0W Service 180° 1.0D+1.0W Service 210° 1.0D+1.0W Service 240° 1.0D+1.0W Service 300° 1.00+1.0W Service 330° 1.20 + 1.0Ev+ 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+1.5Eh180° 1.20+1.0Ev+1.5Eh 210° 1.2D+1.0Ev+1.5Eh240° 1.2D+1.0Ev+1.5Eh300° 1.2D+1.0Ev+1.5Eh330° 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 215.00 215.00 215.00 0.00 ©2007 - 2022 byATC IP LLC. All nghts reserved.Page 37 of 39 Model ID: 106124 Scenario ID:383694 7/7/2025 16:08:27 ASSET: CUSTOMER: 375182, Iron River AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354 C3_01 DETAILED REACTIONS Load Case Radius(ft) 215.00 215.00 215.00 Elevation(ftX -17.00 5.00 -8.00 Azimuth(deg) 0 240 120 Nod A1 A1a A1b *(-) Uplift and f+J Down FX*(kip) 0.00 -6.89 7.26 FY* (kip) -6.67 -6.46 -7.42 FZ* (kip) 7.46 -3.98 -4.19 i^ EUn ^ JU ^2420?;) D ;„,, ncif^, ©2007 - 2022 byATC IP LLC. All rights reserved.Page 38 of 39 ModellD: 106124 Scenario ID: 383694 7/7/2025 16:08:27 ASSET: CUSTOMER: 375182, Iron River AT&T MOBILITt' CODE: PROJECT: ANSI/TIA-222-1 OAA799354_C3_01 RadiusJSL MAXIMUM GUY ANCHOR REACTIONS Drop AzimuthJft)_(ctegL UpliftJSlEL Shear J<iEL 215.00 215.00 215.00 -17.00 -8.00 5.00 0 120 240 30.18 28.76 26.70 38.26 38.22 38.15 Base / Anchor Group MAXIMUM REACTIONS SUMMARY Vertical Load (Compression for Base: Uplift for Anchor)Horizontal Shear Guyed - Pivot Base Guyed Anchor - A1 167.09 (kip) 30.18 (kip) 0.53 (kip) 38.26 (kip) Radius(ft) MAXIMUM GUYANCHOR REACTIONS WITH OVERSTRENGTH Drop(ft)Azimuth(deg) Uplift(kip)Shear(kip) 215.00 215.00 215.00 Base / Anchor Group -17.00 -8.00 5.00 0 120 240 30.18 28.76 26.70 38.26 38.22 38.15 MAXIMUM REACTIONS SUMIUARY WITH OVERSTRENGTH Vertical Load (Compression for Base; Uplift for Anchor)Horizontal Shear Guyed - Pivot Base w/Oversfrength Guyed Anchor - A1 w/Overstrength 167.09 (kip) 30.18 (kip) 0.53 (kip) 38.26 (kip) I HE i? V,Di JUL 2 4 202s ©2007 - 2022 by A TC IP LLC. All rights reserved.Page 39 of 39 Model ID:106124 Scenario ID:383694 7 R 12.026 16:08:27 ASSET: CUSTOMER: 375182, Iron River AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354 GUY ANCHOR BLOCK FOUNDATION ANALYSIS (NODE A1a @ r = 215 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: Anchor Rod Quantity & Shape: Anchor Rod Area (gross//net): Anchor Rod Strength (fy//fu): Water Table Depth [BGL]: Soil Unit Weight: Friction Angle: Cohesion: Ultimate Skin Friction Coefficient of Shear Friction: Uplift Pullout Angle: Uplift at_of Anchor 26.70 FOUNDATION PAFiANIETERS D w L T 10 3 12 3 4.500 (4) #8 bars [60 ksi] (3) #8 bare [60 ksi] (1) Other 4.000//4.000 75,, 100 ft ft ft ft psi in2 ksi GW SOIL PARAMETERS 105 30 0 0 0.3 30 Top ft pcf psf psf 38.15 II II 11 JL^LJ, II iIli 11xIIil I!I] Uplift Strength Reduction Factor, Ou Shear Strength Reduction Factor, <>,Dead Load Factor 0.75 0.75 0.9 Uplift Resistance from Skin Friction andSoil Shear (k) SOIL UPLIFT ANALYSIS Additional Uplift Resistance(K)Uplift Capacity, OTn(k)Soil Uplift Usage, Tu / <t>Tn 0.00 81.24 32.9%© 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) Vu/<DVn 0.00 3.51 2,677.50 96.39 74.92 50.9% ['/] Yield Strength Reduction Factor, <t)y Tensile Strength Reduction Factor, <S>t Resultant Tensile Load, Tu(k)Tensile Capacity, <t>Tn (k-ft) Anchor Rod Tensile Usage, Tu/*Tn 0.8 0.65 46.6 240.00 19.4%© if, s 11111 I II JUL24202b Task ID:725573 Page 1 of 6 7/7/202516:08:44 ASSET: CUSTOMER: 375182, Iron River AT&T MOBILITt' CODE: PROJECT: ANSI/TIA-222-1 OAA799354 Strength Shear Reduction Factor, 1>v Strength Reduction Factor for Lateral Flexure, <S>sv Strength Reduction Factor for Vertical Flexure, C&BT 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, ct>cvn(k)Rebar One Way Shear Usage, Vu / OcVn 14.84 115.92 12.8%e One Way Shear due to Uplift, Vu(k) REINFORCING ONE WAY SHEAR ANALYSIS - UPLIFT One Way Shear Capacity due to Uplift, cD^Vn(k)Rebar One Way Shear Usage, Vu / <>cVn 10.38 115.92 9.0%© 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, 0b(Mr (k-ft) Rebar Flexural Usage, IVWOhX,. 57.22 32.000 1.033 0.0737 335.77 17.0%© Flexure Load, Mm (k-ft) Depth to steel, d,(in) REINFORCING FLEXU RE ANALYSIS - UPLIFT Whitney Block, a, (in)Strain in Rebar, £((in/in)Flexural Capacity, <tiuiVlnt (k-ft) Rebar Flexural Usage, Mut/ObtMnt 40.05 32.000 1.377 0.0545 445.25 9.0%© ISI dUL. ^Ott B i/fiaH Cn Task ID:725573 Page 2 of 6 7/7/202516:08:44 ASSET: CUSTOMER: 375182, Iron River AT&T MOBILITi' CODE: PROJECT: ANSI/TIA-222-1 OAA799354 GUY ANCHOR BLOCK FOUNDATION ANALYSIS (NODE A1b @ r= 215 ft) APPLIED REACTIONS Uplift (k)Shear (k) 28.76 FOUNDATION PARAMETERS Base Depth: Block Width: Block Length: Block Thickness: Concrete Compressive Strength: Top Rebar Quantity, Size, & Yield: Side Rebar Quantity, Size, & Yield: Anchor Rod Quantity & Shape: Anchor Rod Area (gross//net): Anchor Rod Strength (fy//fu): 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 10 3 12 3 4,500 (4) #8 bars (60 ksi] (3) #8 bare [60 ksi] (1) Other 4.000//4.000 75,, 100 ft ft ft ft psi in2 ksi GW SOIL PARAMETERS 105 30 0 0 0.3 30 Top 38.22 ft pd PSf ,-_^ 111 I? (K IE JiJL 24WK G fSS I II >Qs<'. -w- IIII1: 3C J, 11II -11 I 1}3 1__ !L x I!]111 ^c L Uplift Strength Reduction Factor, ct>u Shear Strength Reduction Factor, <t>v Dead Load Factor 0.75 0.75 0.9 Uplift Resistance from Skin Friction andSoil Shear (k) SOIL UPLIFT ANALYSIS Additional Uplift Resistance(k)Uplift Capacity, c6Tn(k)Soil Uplift Usage, Tu/OTn 0.00 81.24 35.4%0 Skin Friction Resistance (k) Normal Force Resistance (k) Passive Pressure(psf) SOIL SHEAR ANALYSIS Passive Pressure Resistance (k) Additional Shear Resistance (k)Shear Capacity, $Vn(k) Soil Shear Usage, Vu /OVn • 0.00 Yield Sfrength Factor, Reduction f, 2.89 Tensile Strength Factor, 2,677.50 nReduction *, 96.39 Resultant Tensile(k)Load,TU 0 Tensile Capacity, (k-ft) OTn 74.46 51.3% Anchor Rod Tensile Usage, Tu/*Tn © 0.8 0.65 47.8 240.00 19.9%© Task ID:725573 Page 3 of 6 7/7/2025 16:08:44 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITi' CODE: PROJECT: ANSI/TIA-222-1 OAA799354 Strength Shear Reduction Factor, <t)y Strength Reduction Factor for Lateral Flexure, Oev Strength Reduction Factor for Vertical Flexure, OBT Compression Zone Factor, 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, OcVn(1<) Rebar One Way Shear Vu / OcVn 14.86 115.92 12.8%© One Way Shear due to Uplift, Vu(k) REINFORCING ONE WAY SHEAR ANALYSIS - UPLIFT One Way Shear Capacity due to Uplift, dScVn(k)Rebar One Way Shear Usage, Vu/Ct.,Vn 11.18 115.92 9.6%0 Flexure Load, M, (k-ft) Distance to steel, dy(in) REINFORCING FLEXURE ANALYSIS - SHEAR Whitney Block, ay(in)Strain in Rebar, Ei(in/in)Flexural Capacity, <t>bvMrn(k-ft) Rebar Flexural Usage, Mu,/<t>b»Mnv 57.33 32.000 1.033 0.0737 335.77 17.1%© Flexure Load, Mm (k-ft) Depth to steel, d<(in) REINFORCING FLEXURE ANALYSIS - UPLIFT Whitney Block, a,(in)Strain in Rebar, E((in/in)FIexural Capacity, ctibiMm(k-ft) Rebar Flexural Usage,MX/OA 43.14 32.000 1.377 0.0545 445.25 9.7%© ^11^1:1 ^-1 A?0^ .;,-," T)ep"i- Task ID:725573 Page 4 of 6 7/7/202516:08:44 ASSET: CUSTOMER: 375182, Iron River AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354 GUY ANCHOR BLOCK FOUNDATION ANALYSIS (NODE A1 @ r = 215 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: Anchor Rod Quantity & Shape: Anchor Rod Area (gross//net): Anchor Rod Strength (fy//fu): Water Table Depth [BGL]: Soil Unit Weight: Friction Angle: Cohesion: Ultimate Skin Friction Coefficient of Shear Friction: Uplift Pullout Angle: Uplift at _ of Anchor 30.18 FOUNDATION PARAMETERS D w L T 10 3 12 3 4,500 (4) #8 bare [60 ksi] (3) #S bars [60 ksi] (1) Other 4.000//4.000 75,, 100 ft ft ft ft psi in2 ksi GW SOIL PARAMETERS 105 30 0 0 0.3 30 Top Length: Width: Thickness: CONCRETE BERM PARAMETERS 12 12 1.5 ft pcf psf 38.26 m I;? II \N- |]II II -u.T~J^s- II iiIIII'IS ^s—s. I I -IL-_J JUL 24202b ^ IftDt. Uplift Sfrength Reduction Factor, Ou Shear Strength Reducb'on Factor, d\Dead Load Factor 0.75 0.75 0.9 Uplift Resistance from Skin Friction andSoil Shear (k) SOIL UPLIFT ANALYSIS Additional Uplift Resistance(k)Uplift Capacity, OTn(k)Soil Uplift Usage, Tu/OT-n 0.00 110.40 27.3%© SOIL SHEAR ANALYSIS Skin Friction Resistance (k) 0.00 Yield Strength Reduction Factor, *y Normal Force Passive Pressure Resistance (k) (psf) 11.21 3,352.50 Tensile Strength Reduction Factor, <)( Passive Pressure Resistance (k) 120.69 Resultant Tensile Load, Tu(X) Additional Shear Resistance (k) 0 Tensile Capacity (k-ft) Shear Capacity,(k) 98.93 ,CCT,, (DVn Soil Shear Usage, Vu / <t>Vn 38.7% Q Anchor Rod Tensile Usage, Tu/CDTn 0.8 0.65 48.7 240.00 20.3%© Task ID:725573 Page 5 of 6 7/7/202516:08:44 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354 Strength Shear Reduction Factor, <t>v Strength Reduction Factor for Lateral Flexure, ((IBV Strength Reduction Factor for Vertical Flexure, <t>sT 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>cVn(k)Rebar One Way Shear Usage, Vu / *cVn 14.88 115.92 12.8%© One Way Shear due to Uplift, Vu(k) REINFORCING ONE WAY SHEAR ANALYSIS - UPLIFT One Way Shear Capacity due to Uplift, <t>;Vn(k)Rebar One Way Shear Usage, Vu / Ct>cVn 11.74 115.92 10.1%© Flexure Load, Mm (k-ft) Distance to steel, d»(in) REINFORCING FLEXURE ANALYSIS - SHEAR Whitney Block, 3v(in)Strain in Rebar, E((in/in)Flexural Capacity, (tb.Mm(k-ft) Rebar Flexural Usage, Muv/OhMn, 57.39 32.000 1.033 0.0737 335.77 17.1%© FIexure Load, Mn(k-ft)Depth to steel, d,(in) REINFORCING FLEXURE ANALYSIS - UPLIFT Whitney Block, a,(in)Strain in Rebar, £1(in/in)Flexural Capacity, $uMnt(k-ft) Rebar Flexural Usage, Mut/*btMnt 45.27 32.000 1.377 0.0545 445.25 10.2% nun JUL 242025 >ninn DftDt Task ID:725573 Page 6 of 6 7/7/2025 16:08:44 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILITY CODE: PROJECT: ANSI/TIA-222-1 OAA799354 MAT & PIER FOUNDATION ANALYSIS (NODE 1) Moment (k-ft) APPLIED GLOBAL REACTIONS Axial (k)Shear (k) 0.00 167.09 0.33 FOUNDATION PARAMETERS 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 6 6 1.5 6 Round 2 0.5 3,000 (11) #6 bars [60 ksi] (8) #S bars [60 ksi] ft ft ft ft ft ft psi #4 bars @ 9.0" c/c [60 ksi] 3.0 0 1 SOIL PARAMETERS GW ioo ra 0 B 9,000 |! Gross 0.3 :?-,, in ft ft ippd ^psl .S1 r-n Gill! L 2 4 2025 I 1+T-h i -s _i —..- w— GW Soil Strength Reduction Factor, (tie Uplift Strength Reduction Factor, <t>s Asset Dead Load Factor Dead Load Factor 0.6 0.75 1.2 1.2 Design Moment, Mu.oesign(k-ft) SOIL OVERTURNING ANALYSIS Nominal Overturning Capacity, ct'mlvln (k-ft) Soil Overturning Usage, Mu.D«slgn / 't'mMn 2.14 605.62 0.4%© Net Bearing Pressure, Pu.Net(psf) SOIL BEARING ANALYSIS Nominal Bearing Capacity, <t'bPn(psf) Bearing Pressure Controlling Load Direction Soil Bearing Usage, Pu.n.t/t'bPn 5,500.00 5.400.00 Parallel to Pad Edge 101.9%© Applied Shear Force, Vu Friction Resistance(k) (k) SOIL SLIDING SHEAR ANALYSIS Passive Pressure(psf)Passive Pressure Resistance(k) Nominal Shear Capacity, <fc,v(k) Soil Sliding Shear Usage, Vu/*,Vn 0.33 49.35 525.0 4.72 32.44 1.0% Q Task ID:725573 Page 1 of 2 7/7/2025 16:08:53 ASSET: 375182, Iron River CUSTOMER: AT&T MOBILlTl' CODE: ANSI/TIA-222-1 PROJECT: OAA799354 Steel Elastic Modulus, E(ksi) Strength Bending/Tension Reduction Factor, Ob Strength Shear Reduction Factor, 0,Strength Compression Reduction Factor, <t>c 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, (bcVn(k)One Way Shear Controlling Load Direction Mat One Way Shear Usage, V,, / O^Vn 18.96 57.75 Diagonal to Pad Edge 32.8% Punching Shear Design Stress, Vy(psi) MAT REINFORCING PUNCHING SHEAR ANALYSIS Nominal Punching Shear Capacity, OcVn (psi) Mat Punching Shear Usage, Vu / 4'cVn 84.0 164.3 51.1%© Moment Transfer Effective Flexural Width, w, (in) Neutral Axis Depth(in) MAT REINFORCING MOMENT TRANSFER ANALYSIS Nominal Moment Transfer Capacity, tiMsy (k-in) Pier Moment at Joint, Mm(k-in) Mat Moment Transfer Usage, O.BMut/cbMsc,, 6.50 1.71 0.00 4,140.3 0.0%-© Factored Moment, Mu(k-ft) MAT REINFORCING FLEXURE ANALYSIS - LOWER STEEL Flexural Steel Controlling Load DirectionNominal Flexural Capacity, (t>Mn(k-ft) Mat Lower Rebar Flexure Usage, Mu/<t>Mn 62.80 295.72 Parallel to Pad Edge 21.2%^© Rebar Cage Diameter(in) Steel Elastic Modulus, E (ksi) Strength Bending/Tension Reduction Factor, ct>b Strength Shear Reduction Strength Compression Reduction Factor, *„ Factor, (t>c 16.25 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/<t)i,Mn 1.65 128.16 0.008 1.3%© Design Compression, Pu(k) PIER REINFORCING COMPRESSION ANALYSIS Nominal Compressive Capacity, <t>pPn(k) Pier Rebar Compressive Usage, Pu/t>pPn 167.09 608.93 27.4%© Design Shear, Vu(k) PIER REINFORCING SHEAR ANALYSIS Nominal Shear Capacity, q\Vn(k) Pier Rebar Shear Usage, Vu/CfyVn 0.33 82.43 0.4%© I?^ £ U I JUL 2 42025 Hav'neio uo. /-'OFiT Task ID:725573 Page 2 of 2 7/7/2025 16:08:53 §;EB|ig||i|g||||i||i||j|g|g|^^!%lillliS%ll&%?KSliSiSI@l^^ liSSililBilSSSSBSiBliK1!^^i||gg||||||||l||||lg|g||j||l^^ cw^:^,^^WK^SKSe^M^SsSSSSSISSSftii SsSSS^Siiii ^^s^^^t^ .€? i'^'SSSSSSSSSi ^V;'-1?-^^1'!'^? ^.^^l/.-'^SS^WSSiS;^SrlS:SS!sE Type Manufacturer Model* Dimensions HxWxD Weightdbs.) location RAD Center AGL Antenna Tip Height Antenna Base Height Mount Type Quantity <\zImuttis/Dir. ofRadiation QuanL Periteimuth/Sector nURX FrequencyUnite DC Frequency %X Frequency Jsing Unlicensed :requencies7 antenna Gain Fotal* of Lines -Ine QuanL Pertemnrth/Sector Jne Type -ine Diameter Size Jne Configuration BOB/SSB Raycap DC6-48-60-18-8F (32.8 tos) 24'xn-xir 32.8 Tower 295.0' 296.0- 294.0- Sector Frame 3 0 3 N/A .m ........ N/A No N/A 12 See Config. Summaiy MuBpte See Config. Summary 3-Rber/Hybrid;1.40- (10.3mm) Fiber39-Control Cable; 0.82" (20.8mm) 8AWG6;9 RRU/RRH AlcaleH-ucent B25RRH4X3&4R 21.4" 3(12" 3(7.2" 51.0 Tower 295.0' 295.9' 294.1' Sector Frame 3 0/120/240 1/1/1 N/A N/A N/A No N/A 1 1/0/0 Control Cable 319' (0.38"- 9.5mm)RET Control Cable WA RRUfRRH Ericsson RRUW 2S"x1S.1"x6.r 44.1 Tower 295.0- Z96.CT 294.0' Sector Frame 3 0/120/240 1/1/1 MHz S50 850 No N/A 0 N/A N/A N/A ?A RRU/RRH Alcatd-Lucent RRH4X25-WCS-4R 31.5-x12"x8.r 70.0 Tower 295.0' 296.3' 293.7 Sector Frame 3 0/120/240 1/1/1 N/A N/A N/A No N/A 0 N/A N/A WA N/A RRU/RRH Ericsson RRUS 11 <Band 12)(55 Ib) 17.8- x 17" x 72' 55.0 Tower 295.0- 295.7 294.3- Sector Frame 6 0 6 N/A WA N/A No WA 0 N/A WA WA WA -1^^^^7''^^^.^^^'^^^^ DISH-HP Commscope UHX8-59-P3A 8.38' x 8.38' X-' 500.0 Tower 195.0' 199.2' 190.8' Leg/FIush 1 S3S 1 MHZ 6.034T500- 6.0341500 No 38.809^39.5 1 1 Elliptical EWP63 N/A Q JUL 2 4 ?Q?5 ^.oninQ Ueof https://6aamtemal.americantower.com/OLA/faces/exhibitPage.jspx?applicationId=277034 3/30/2018 iSi®SKSmiS: B%S®IISSISISB%BSaJIM18111Silii^^SBffiSSiSSillSSIJSiSBSKISSII^^JlliBIIiSIWIillSiiSiJfflS^lilj%®j|i?SS?JSIi8il%ftil%%®;»%SlSs®?1^8s%^^^ :;^?"®; imsxa l^;!""^^^^"-^-^- '^^^y'y^^^ ^ ^•'y^';--^^^^^^ SSSSSSSSSS-M^iS?Ss?£'?fi®WS SSiSSSSS'i3 Inspected by:Date of Inspection: . ^ /CA' CfC/?Mw.<T Re-lnspected by:Date of Re-Inspection: Denied by:Date of Denial: Reason for Denial: Date Denial Letter Mailed: Approved by:MH /fl^^fllju/a,/Date of Approval:"'%/WA^ r Condjtipfl(s): J Q l " ' ' ^ lust meet and maintain setbacks from furthest extension of structure including eaves and overhangs. D For personal storage only. D For personal residence only. D No-^for human habitation or sleeping purposes. IQ^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 SjgrT must meet the requirements of Article E of the Bayfield County Zoning Ordinance. ^0'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. D 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 a 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: Land Use Permit Application Review Checklist Submission #: 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 B^T D M n A-I n A-2 a F-I n F-2 D w D M-M D Yes 631MO Is lot substandard (does not meet current zoning dimensional requirements)? Deed of record: D Yes 0No 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 side Is impervious surface required? (Required if riparian lot OR lot is entirely within 300 feet of OHWM of navigable waterway) Is the project located in the FIoodplain? Zone:D Yes D Yes C3/Np D Yes 0^ Are there wetlands on the property? Is project associated with a nonconforming use or structure? a Yes Q^o Is project associated with a variance? Case #: MicD Yes Is project associated with a Special B or Conditional Use Permit? Permit #: a Yes B'lMc Is the project associated with a Special A Use Permit? D Yes 53/^0 Does the project require sanitary? D Existing D New D Intercept D Reconnect D Non-Plumbing D Public Sanitary Permit #: # of Bedrooms: a Yes B^lo Does the project require mitigation? Implementation Deadline:Date of Compliance: D Yes ffl^fo Does the project require an affidavit? Affidavit #: D Yes [nTNo Did licensed surveyor mark lot line(s), if project is within 10 feet of required setback? D Yes O^c Did applicant/property owner mark lot line(s), if project is within 30 feet of required setback? Project use is? D Residential 5K<ommercial, D Municipal Project type is? D New Construction OL^dition/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 Q'Other, describe ^-^flH^ TotalSq. Ft. of Project:Number of Stories:Overall Height: Fee Type D Dwelling Enclosed Areas - all enclosed areas within dwelling except attached non-habitable garages Calculation Fee Amount $0.75 x -sqft (minimum $125) D Dwelling Unenclosed Areas (decks, patios, etc.) or Attached Non-Habitable Garages $0.20 x .sqft (minimum $125)$ n Habitable 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/Mynicipal Principal Structures ^_ $250 + $0.005 x cost of construction (minimum $250)$ ;ommercial/Municipal Accessory Structures $150 + $0.005 x ^ DpO cost of construction ilnimuiK(minimum^-150)$ D Return Inspection D Land Use Revisions D Special Use Permit-Class A D Floodplain D Shoreland- Impervious Surface D Shoreland - Non-Conforming, etc. D Tower Siting/Collocation 1 D Tower Collocation 2 D Metallic Mine D After-the-Fact (ATF)$ B—yFIELD Bayfieid county Planning & Zoning Department 117 E 5th Street P.O. Box 58 Washburn,WI 54891 Phone: 715-373-6138 Fax: 715-373-0114 Property Owner: Submission Number: GERMANO TRUSTEE/ MICHAEL J LU-01844 77785 EVERGREEN RD PORT WING/ WI 54865 Transaction Number: LU-01844-3198D Description Amount Commercial/Murdcipal and Accessory Structures - $275.00 $150.00, plus $5.00, $1/000 cost of construction Total: $275.00 Payment Amount: $281.55 Reference: 8184054225 Paid by: Nicole Shehan Payment Type: Credit Card Transaction Date: 8/4/2025 Receipt of payment does not guarantee eligibility of permit and is not proof of issuance of a permit Town, City, Village, State or Federal Permits May Also Be Required Substandard - No / Nonconforming - No Shoreland - No / Impervious Surface - No Floodplain - No / Wetlands - No Mitigation - No / Affidavit #: LAND USE-X SANITARY- SPECIAL A - SPECIAL B/CONDITIONAL - BOA - BAYFIELD COUNTY PERMIT WEATHERIZE AND POST THIS PERMIT ON THE PREMISES DURING CONSTRUCTION No. 25-0575 Tax ID:19343 Issued To: GERMANO TRUSTEE, MICHAEL J Location: 815 - T47N - R08W Town of Iron River Legal Description: NW NW IN V.1061 P.789 (MICHAEL J GERMANO INCOME ONLY TRUST DTD 08/13/2009) Commercial Structure in I zoning district For: Addition/Alteration, Antenna upgrade You are for or on or Condition(s): See back of card NOTE: This permit expires two years from date of issuance if the authorized construction work or land use has not begun. Changes in plans or specifications shall not be made without obtaining approval. This permit may be void or revoked if any of the application information is found to have been misrepresented, erroneous, or incomplete. This permit may be void or revoked if any performance conditions are not completed or if any prohibitory conditions are violated. Emily Macgillivray Authorized Issuing Official August 04,2025 Date Condition(s): of Town/State/DNR/Federal To be constructed per plan.