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Report
Ete2022- i C' OFFICE COPY sLO 8e A T&T RECEI\fE( MAY _ 3 2E22 CITY OF 1 IUiirib Structural Analysis Report BUILDING DIVISION Structure : 100 Foot Self Support Tower VB Site Name : PO03XC041 VB Site Number : US-OR-5049 Deal Number : P-020456 Proposed Carrier : AT&T Carrier Site Name : Durham Carrier Site Number : PR52 Site Location : 16295 SW 85th Ave p,EO PRQFFss/ 4+ ENG NEFq Oy9 Portland. OR (Washington County) 99036PE • - 04/15/2022 45.4024, -122.7653 A 4 OREGON oy Date : April 15, 2022 'Sy qRr t P L <</P J. 1,1S Max Member Stress Level : 72.1% (Tower) 99.7% (Foundation) EXPIRES: 1 30 o.K/ ially signed Result : PASS 'I'' I PDh llip i N iman6y Nejman Date:2022.04.15 Prepared by: 0959:15-04'00' 1355 Windward Concourse Suite 410 Alpharetta,GA 30005 (678)990.2338 Towersource Project No.: 23587 750 Park of Commerce Drive Suite 200 Boca Raton,FL 33487 561-948-6367 VerticalBridge-com Table of Contents Introduction 1 Existing Structural Information 1 Final Proposed Equipment Loading for AT&T 1 Design Criteria 2 Analysis Results 2 Assumptions 2 Conclusions 3 Standard Conditions 4 Disclaimer of Warranties 4 Calculations Attached Collocation Application Attached 750 Park of Commerce Drive Suite 200 Boca Raton,FL 33487 561-948-6367 VerticalBridge.com VB Site Number:US-OR-5049 Introduction We have completed our structural analysis of the proposed equipment installation on the foregoing tower to determine its ability to support the new loads proposed by AT&T. The objective of the analysis was to determine if the tower meets the current structural codes and standards with the proposed equipment installation. Existing Structural Information The following documents for the existing structure were made available for our structural analysis. Tower Information WesTower Drawing No. 960R668,dated August 15, 1996 Foundation Information WesTower Drawing No. 960R668,dated August 14, 1996 Semaan Engineering Solutions Structural Analysis,dated August 17,2017 Geotechnical Information Semaan Engineering Solutions Structural Analysis,dated August 17,2017 Existing Equipment Information Vertical Bridge AT&T Collocation Application Version 1 Semaan Engineering Solutions Structural Analysis, dated August 17, 2017 Tower Reinforcement Information Semaan Engineering Solutions Structural Analysis,dated August 17, 2017 Final Proposed Equipment Loading for AT&T The following proposed loading was obtained from the Vertical Bridge Collocation Application: Antenna/Equipment Coax Mount RAD 01.) (ft) Qty. Antenna Type Qty. Size/Type 1 Platform w/Kickers Mount 2 Cellmax CMA-UBTULBULBHH- Panel 6517-17-21-21 4 Commscope NNHH-65C-R4 Panel 3 Nokia RRH 4T4R B 12/14 320W RRU AHLBA 5 1"DC Power 98.0 3 Nokia RRH 4T4R B25/66 320W RRU 2 1"Hybrid 98.0 AHFIB 1 1"DC Power 3 Nokia RRH 4T4R B5 160 AHCA RRU 3 Nokia RRH 4T4R B30 100W AHNA RRU 2 Raycap DC9-48-60-24-8C-EV OVP 3 Nokia AEQK Panel 3 Nokia AEQU Panel Note:Proposed equipment shown in bold. Note:Other existing loading can be found on the tower profile attached. 750 Park of Commerce Drive Suite 200 I Boca Raton,FL 33487 561-948-6367 VerticalBridge.com VB Site Number:US-OR-5049 Design Criteria The tower was analyzed using tnxTower(Version 8.1.1.0)tower analysis software using the following design criteria. State Oregon City/County Building Code 2019 Oregon Structural Specialty Code TIA/EIA Standard Code TIA-222-H Basic Wind Speed 97 MPH(Veit) Basic Wind Speed w/Ice 30 MPH w/ 1"Ice Steel Grade 35 ksi Legs/35 ksi Pipe Bracing/ 36 ksi Angle Bracing/A325 Bolts Exposure Category C Topographic Category(height) 1 (0.0 ft) Risk Category II Ss/St 0.849/0.391 Seismic Design Category D Analysis Results Based on the foregoing information,our structural analysis determined that the existing tower is structurally capable of supporting the proposed equipment loads without modification. The existing foundations have also been evaluated by comparing the current analysis reactions to the modified foundation design reactions and are structurally capable of supporting the proposed equipment loads.A seismic analysis has been performed on this tower and is not controlling. Assumptions The below assumptions are true,complete, and accurate. 1. The existing tower has been maintained to manufacturer's specifications and is in good condition. 2. Foundations are considered to have been properly designed for the original design loads. 3. All member connections are considered to have been designed to meet the load carrying capacity of the connected member. 4. Antenna mount loads have been estimated based on generally accepted industry standards. 5. The mounts for the proposed antennas have been analyzed and designed by others. 6. See additional assumptions contained in the report attached. 750 Park of Commerce Drive Suite 200 I Boca Raton,FL 33487 I 561-948-6367 VerticalBridge.com V13SiteNumber: US-OK-3049 Conclusions The existing tower described above has sufficient capacity to support the proposed loading based on the governing Building Code. The foundations have also been evaluated and are structurally capable of supporting the proposed equipment loads.A seismic analysis has been performed on this tower and is not controlling. We appreciate the opportunity of providing our continuing professional services to you. If you have any questions or need further assistance,please call us anytime at 678-990-2338. Sincerely, � Analysis by: ��ED PROFESS/ WAS ENG�NFFq 02 99036PE 04/15/2022 v9 O GON ,y'b O 4Fly Phillip J.Nejman,P.E. Ay/<<P J.tar;. Principal Engineer Towersource,LLC EXPIRES: /00Y ®-1y 750 Park of Commerce Drive Suite 200 I Boca Raton,FL 33487 561-948-6367 VerticalBridge.com VB Site Number:US-OR-5049 Standard Conditions All engineering services are performed on the basis that the information used is current and correct. This information may consist of,but not necessarily limited,to: Information supplied by the client regarding the structure itself,the antenna and transmission line loading on the structure and it components,or relevant information. Information from drawings in possession of Towersource,LLC,or generated by field inspections or measurements of the structure. It is the responsibility of the client to ensure that the information provided to Towersource,LLC and used in the performance of our engineering services is correct and complete. In the absence of information contrary,we consider that all structures were constructed in accordance with the drawings and specifications and are in a un- corroded condition and have not deteriorated;and we,therefore consider that their capacity has not significantly changed from the original design condition. All services will be performed to the codes and standards specified by the client, and we do not imply to meet any other code and standard requirements unless explicitly agreed to in writing. If wind and ice loads or other relevant parameters are to be different from the minimum values recommended by the codes and standards,the client shall specify the exact requirements. In the absence of information to the contrary,all work will be performed in accordance with the revision of ANSI/TIA/EIA-222-H requested. All services are performed,results obtained,and recommendations made in accordance with the generally accepted engineering principles and practices. Towersource,LLC is not responsible for the conclusions,opinions and recommendations made by others based on the information we supply. Disclaimer of Warranties The engineering services by Towersource,LLC in connection with this Structural Analysis are limited to a computer analysis of the tower structure, size and capacity of its members.Towersource, LLC does not analyze the fabrication,including welding,except as may be expressly included in this report. The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines. Any mention of structural modifications are reasonable estimates and should not be used a precise construction document. Precise modification drawings are obtainable from Towersource,LLC but are beyond the scope of this report. Towersource, LLC makes no warranties, express or implied,in connection with this report and disclaims any liability arising from material, fabrication and erection of this tower,or installation and compliance with legal and permitting requirements of the proposed equipment. Towersource,LLC will not be responsible whatsoever for or on account of,consequential or incidental damages sustained by any person,firm,or organization as a result of any data or conclusions contained in this report. The maximum liability of Towersource,LLC pursuant to this report will be limited to the total fee received for preparation of this report. 750 Park of Commerce Drive Suite 200 I Boca Raton,FL 33487 I 561-948-6367 VerticalBridge.com VB Site Number:US-OR-5049 Attachment 1 : Calculations 750 Park of Commerce Drive Suite 200 I Boca Raton,FL 33487 561-948-6367 VerticalBridge.com i � ei r - . . t_ MATERIAL STRENGTH 3 GRADE Fy Fu -GRADE Fy Fu z A5113-35 35 kW 63 kei a R 4 TOWER DESIGN NOTES m 1,1 6 1. Tower is located in Washington County,Oregon. — a a _ m _ 85.0 ft 2. Tower designed for Exposure C to the TIA-222-H Standard. _ ; 1 - 3. Tower designed for a 97 mph basic wind in accordance with the TIA-222-H Standard. cx g o I i 4. Tower is also designed for a 30 mph basic wind with 1.50 in ice.Ice is considered to increase in thickness with height. c -- 5. Deflections are based upon a 60 mph wind. c i ' - 6. Tower Risk Category II. 7. Topographic Category 1 with Crest Height of 0' 8. TOWER RATING:72.1% 75.0 ft m 1 e E E. 50-o ft A ALL REACTIONS ARE FACTORED MAX CORNER REACTIONS AT BASE. to DOWN 81 K 0 r N I SHEAR: 8 K if „et ® . UPLIFT: -68 K SHEAR.: 7 K D AXIAL , 23 K SHEAR MOMENT 4 K f p 308 kip-(t 25.0 ft a g _ TORQUE 0 kip-ft d SEISMIC AXIAL _... 52 K 1... - SHEAR \t MOMENT 'A. 2 K l J 145 kip-ft e a _ C TORQUE 1 kip-ft D 30 mph WIND-1.500 in ICE AXIAL 20 KK I SHEAR' MOMENT 12 K y 824 kip-/1 O.Oft 04 m TORQUE 3 kip-ft cq 01 REACTIONS-97 mph WIND £ E 1 eve - x Otk $ . ai Towersource '°e US-OR-5049 0 towersource 1355 Windward Concourse, Suite 410 23587 Pmta4: Alpharetta,GA 30005 Client Vertical Bridge °i'"^q'pne(man iwPti: Phone:(678)990-2338 Coe' TIA-222-H D8le:04/15/22 fie: NTS Path: FAX: ,,.,,.,-,.,.R,.,,„,......,-,m......M..�.......,_�....«a.,..,ffi.o'"giao.E_1 2 J DESIGNED APPURTENANCE LOADING y TYPE ELEVATION TYPE ELEVATION i 9 Platform vie Kickers(ATI) 98 ET-X-W1418-65-6P W Mount Pipe 82 (2) 98 (BPdnt CMA-UBTULBULBHW6517/172121 ETX-WM-18858P W Mount Pipe 82 c r it d Mount Pipe(AU) (*lee m r (2)NNHH-65C-R4 W Mount Pipe 98 P90-15-XLPP-RR W Mount Pope 82 S' n C in (ATI) (SPrint) _�- 85.0 fl (2)NNHH8SGR4 W Mount Pipe 98 P80 15-XLPP-RR W Mount Pipe 82 "' — �,-, ® (ATD (Sprint Z.3 E I 1 RRH 4T4R B12/14 320W AHLBA 98 P90-16-XLPPa2R W Mount Pipe 82 % [ �i'1II �tl�l8 (RRH ATI)4T4R 1312/14 320W AHL8A 98 P90-16-XLPP-RR-RR W Mount Pipe 82 C C (ATI) �4T4R B12/14 32OW AHLBA 98 t) (2)P90-18-XLPP-RR xi Mount Pipe 82 (Sprint) 75.0 fl AirScek Dual RRH 4T4R B25/66 98 Fiber Junction Cylinder(Sprint) 82 — En320W AHFIB(ATI) Fiber Junction Cylinder(Sprint) 82 A1rScale Dual RRH 4T4R B25836 98 Fiber Junction Cylinder(Sprint) 82 320W AHFIB(ATI) Power Junction Cylinder(Sprint) 82 AirBccte Dual RRH 4T4R B25/66 98 Power Junction 320W AHFIB on) (Sprint) 02 Airacale Dual RRH 4T4R B5160W 98 Power Junction Cylinder(Sprint) 82 ARCA(ATI) (3)RRU 25LTEV3(Sprint) 82 Ainncel,'Dual RRH 4T4R B5160W 98 (3)RRU 2.5LTEV3(Sprint) 82 AHCA(ATI) (3)RRU 25LTEV3(Sprint) 82 M "'' N ffi • ABsrale Dual RRH 4T4R 95160W 98 RRH-C2A(Sprint) 82 p _- AHCA(ATD RRH-C2A(Sprint) 82 ii Airscale Dual RRH 4T4R B5160W 98 RRH-C2A(SpdM) 82 AHCA RRH-P4(Sprint) 82 Aescele Dual RRH 4T4R ES 160W 98 RRH-P4(Sprint) 82 ,-� AHCA(ATD Alrscale Dual RRH 4T4R B5 160W 98 RRH-P4(Sprint) 82 AHCA(ATD (3)RET Kit(Swint) 82 DC9-4880-24-8C-EV(AT) 98 (3)RET Ka(Sprint) 82 DC9-4 8 8 0.2 4 8C-EV(ATI) 98 (3)RET Kit(Sprint) 82 m AEQK(ATI) 98 24'x14"x 7"Filter(Sprint) 82 _ _F_ 50.08 A AEQK(ATI) 95 24'x 14'x7"Fitter(Sport) 82 AEQK(ATI) 88 24"x 14"x 7"Filter(Sprint) 82 AEQU(ATI) 98 (4)16"x 9"x 6"Combiner(Sprint) 62 AEQU(AM 98 (4)16"3 9'x 8"Combiner(Sprint) 82 AEQU(ATI) 98 (4)16"x 9'x 6'Combiner(Sprint) 82 Sector Frames(Sprint) 82 (2)GPS(Sprint) 82 Sector Frames(Sprint) 82 DIXl(Sprint) 82 m co I Sector Fames(Swint) 82 10DU(Saved) 82 4. .n AW3266 W Mount Pipe(Sprint) 82 2'Ski Dish(Sprint) 02 ` C V ,,56 I 2'SkiDish(Sprint) 82 o N I MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A53-8-35 35 kai 63 ksi �[ TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 3 25.Oft 2. Tower designed for Faprisure C to the TIA-222-H Standard. 3. Tower designed for a 97 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 30 mph basic wind with 1.50 in Ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II. 7. Topographic Category 1 with Crest Height of 0' et Y 3 0.0ft m o$$% Ps p C f E 2 = v _ 0 N 3 3 s 8 a i Towersource 1ab US-OR-5049 ,"towersource 1355 Windward Concourse,Suite 410 P1OJsd 23587 Alpharetta,GA 30005 CNelt Vertical Bridge O18NA1 b pnejman App'd Phone:(678)990-2338 Cede-TIA-222-H °ntp104/15/22 sc lac NTS _ -----__ FAX: Path: wx..wwwwo we.me.w:osswoo. ,swoosw.w wpm n.e Dwg No.E-1 Round Flu App Ia Face App Out Fan (3)ATCB-B01-006(Sprint) 1"DC Power(AT& (4)1/2"Coax(Sprint) Feed(*Eas1g9rd&8r('. ,L-adlvin k (hQPT&T) (2)1"Hybrid(AT& (3)RET Cable(Sprint) Towersource lob:US-OR-5049 towersource 1355 Windward Concourse,Suite 410 Pro :23587 Alpharetta, GA 30005 G1°at Vertical Bridge raven b''pnejman A�'d Phone:(678)990-2338 Coda: TIA-222-H T°a°°`04/16/22 scale: NTS FAX: Path: ,w.. ..."...Q.,....,.".�....,...,Rn,w.e.-za�.,,,A«�.. °"5 No.E_7 ta.xTower Job Page US-OR-5049 1 of 29 T Project Date owersource 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Phone:(678)990-2338 Designed by FAX: Vertical Bridge pnejman Tower Input Data 1 The main tower is a 3x free standing tower with an overall height of 100'above the ground 1 ine. The base of the tower is set at an elevation of 0'above the ground line. The face width of the tower is 2'4-3/4"at the top and 12'9-3/4"at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Washington County,Oregon. Tower base elevation above sea level: 182'1-7/16". Basic wind speed of 97 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0'. Nominal ice thickness of 1.500 in. Ice thickness is considered to increase with height. Ice density of 56.00 pcf A wind speed of 30 mph is used in combination with ice. Temperature drop of 50.00°F. Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned d Calculate Redundant Bracing Forces Consider Moments-Diagonals AI Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification 4 Use Clear Spans For Wind Area SR Leg Bolts Resist Compression d Use Code Stress Ratios -Ni Use Clear Spans For KL/r All Leg Panels Have Same Allowable 4 Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice 4 Bypass Mast Stability Checks 4 Consider Feed Line Torque Always Use Max Kz / Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile Ai Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.Exemption 4 Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg 4 Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KLhy For 60 Deg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known tnXTower Job Page US-OR-5049 2 of 29 Towersource ProJact Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Phone:(678)990-2338 Designed by Fes. Vertical Bridge pnejman Wind 180 1 Lea A Wind 90 T ► amP o, 4m B Leg C . Leg B Face C Wind Normal , Triangular Tower 1 Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections TI 100'-85' 15 2'4-13/16" 1 15' T2 85'-75' 3'11-17/32" 1 10' T3 75'-50' 5' 1 25' T4 50'-25' 77-3/16" 1 25' T5 25'-0' 10'2-17/32" 1 25' Tower Section Geometry (cont'd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End fl .1l Panels in in Tl 100'-85' 5' K Brace Left No No 0.000 0.000 T2 85'-75' 5' K Brace Left No Yes 0.000 0.000 T3 75'-50' 6'3" K Brace Left No Yes 0.000 0.000 T4 50'-25' 6'3" K Brace Left No Yes 0.000 0.000 T5 25'-0' 6'3" K Brace Left No Yes 0.000 0.000 Tower Section Geometry (cont'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade fl T1100'-85' Pipe P2.5x.203 A53-B-35 Pipe PI.25x.14 A53-B-35 (35 ksi) (35 ksi) T2 85'-75' Pipe P2.5x.203 A53-B-35 Pipe P1.25x.14 A53-B-35 tnxTower Job Page US-OR-5049 3 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Phone (678)990-2338 Designed by FAX Vertical Bridge pnejman Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft (35 ksi) (35 ksi) T3 75'-50' Pipe P3x.3 A53-B-35 Pipe P1.5x.145 A53-B-35 (35 ksi) (35 ksi) T4 50'-25' Pipe P3.5x.318 A53-B-35 Pipe P2x.154 A53-B-35 (35 ksi) (35 ksi) T5 25'-0' Pipe P4x.337 A53-B-35 Pipe P2x.154 A53-B-35 (35 ksi) (35 ksi) Tower Section Geometry (cont'd) Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ii T1100'-85' Equal Angle LI 1/2x1I/2x1/8 A36 Equal Angle A36 (36 ksi) (36 36 ksi) T2 85'-75' Equal Angle LI 1/2x1 1/2x1/8 A36 Equal Angle A36 (36 ksi) (36 ksi) T3 75'-50' Equal Angle L2x2xl/8 A36 Equal Angle A36 (36 ksi) (36 36 ksi) T4 50'-25' Equal Angle L2 1/2x2 1/2x3/16 A36 Equal Angle A36 (36 ksi) (36 ksi) T5 25'-0' Equal Angle L3 12x3 1/2x1/4 A36 Equal Angle A36 (36 ksi) (36 ksi) Tower Section Geometry (cont'd) Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid It Girls T2 85'-75' None Flat Bar A36 Equal Angle LI 12x1 12x1/8 A36 (36 ksi) (36 ksi) T3 75'-50' None Flat Bar A36 Equal Angle L2x2x1/8 A36 (36 ksi) (36 ksi) T4 50'-25' None Flat Bar A36 Equal Angle L2 12x2 1/2x3/16 A36 (36 ksi) (36 ksi) T5 25'-0' None Flat Bar A36 Equal Angle L3 12x3 12x1/4 A36 (36 ksi) (36 ksi) Tower Section Geometry (cont'd) Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (Per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft •Jtz in in in in TI100'-85' 0.00 0.000 A36 1.05 1.05 1.1 36.000 36.000 36.000 (36 ksi) T2 85'-75' 0.00 0.000 A36 1.05 1.05 1.1 36.000 36.000 36.000 (36 ksi) T3 75'-50' 0.00 0.000 A36 1.05 1.05 1.1 36.000 36.000 36.000 (36 ksi) T4 50'-25' 0.00 0.000 A36 1.05 1.05 1.1 36.000 36.000 36.000 (36 ksi) T5 25'-0' 0.00 0.000 A36 1.05 1.05 1.1 p 36.000 36.000 36.000 (36 ksi) tnxTower Job Page US-OR-5049 4 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Designed by Phone:(6�990-2338 Vertical Bridge pnejman Tower Section Geometry (cont'd) K Factors' Tower Cale Cale Legs X K Single Girls Horiz. Sec. Inner Elevation K K Brace Brace Diags Hortz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X t Y Y Y Y Y Y Y T1100'-85' No No I I 1 1 I 1 1 I I 1 1 1 1 I 1 T2 85'-75' No No 1 I I I 1 I 1 1 I I I 1 1 1 1 T3 75'-50' No No 1 1 1 1 I 1 1 1 I I I I I 1 1 T4 50'-25' No No 1 1 I I I 1 I I 1 1 I I I I I T5 25'-0' No No 1 1 1 1 I I 1 I 1 1 1 I I I I 'Note:Kfactors are applied to member segment lengths.K-braces without inner supporting members will have the Kfactor in the out-of-plane direction applied to the overall length. Tower Section Geometry (cont'd) Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation ft Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 100'-85' 0.000 I 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T2 85'-75' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T3 75'-50' 0.000 I 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T4 50'-25' 0.000 I 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T5 25'-0' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 Tower Redundant Redundant Redundant Redundant Redundant Vertical Redundant Hip Redundant Hip Elevation Horizontal Diagonal Sub-Diagonal Sub-Horizontal Diagonal ft Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in TI I00'-85' 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T2 85'-75' 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T3 75'-50' 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T4 50'-25' 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T5 25'-0' 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 tnxTower Job Page US-OR-5049 5 of 29 Towersoltrce Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Designed by Phone:(6�990-2338 Vertical Bridge ne man P J Tower Section Geometry (cont'd) Tower Leg Leg Diagonal Top Girl Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation Connection ft Type Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1100'-85' Flange 0.625 0 0.625 2 0.625 1 0.625 0 0.625 0 0.625 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N T2 85'-75' Flange 0.625 3 0.625 2 0.625 1 0.625 0 0.625 0 0.625 1 0.625 0 A325N A325N A325N A325N A325N A325N A325N T3 75'-50' Flange 0.625 4 0.625 2 0.625 1 0.625 0 0.625 0 0.625 1 0.625 0 A325N A325N A325N A325N A325N A325N A325N T4 50'-25' Flange 0.625 4 0.625 2 0.625 1 0.625 0 0.625 0 0.625 1 0.625 0 A325N A325N A325N A325N A325N A325N A325N T5 25'-0' Flange 0.625 0 0.625 2 0.625 1 0.625 0 0.625 0 0.625 1 0.625 0 A325N A325N A325N A325N A325N A325N A325N Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Exclude Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield From Type Offset Offset Per Spacing Diameter Leg Torque ft in (FracFW) Row in in in pllf Calculation Feedline A No No Af(CaAa) 98'-0' 0.000 0 1 1 3.000 3.000 8.40 Ladder(Al) (AT&T) l"DC Power A No No Ar(CaAa) 98'-0' 0.000 0 5 5 0.500 1.000 0.75 (AT&T) 1"Hybrid A No No Ar(CaAa) 98'-0' 0.000 -0.1 2 2 0.500 1.000 0.75 (AT&T) l"DC Power A No No Ar(CaAa) 98'-0' 0.000 0.1 1 1 0.500 1.000 0.75 (AT&T) Feedline B No No Af(CaAa) 82'-0' 0.000 0 I 1 3.000 3.000 8.40 Ladder(Al) (AT&T) I-1/4"Fiber B No No Ar(CaAa) 82'-0' 0.000 0 9 9 0.500 1.250 0.95 (Sprint) 1/2"Coax B No No Ar(CaAa) 82'-0' 0.000 -0.1 4 4 0.630 0.630 0.16 (Sprint) ATCB-B01-00 B No No Ar(CaAa) 82'-0' 0.000 -0.15 3 3 0.032 0.320 0.07 6 (Sprint) RET Cable B No No Ar(CaAa) 82'-0' 0.000 0.1 3 3 0.440 0.440 0.08 (Sprint) Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face It le .f2 ft2 .11' K Tl 100'-85' A 0.000 0.000 16.900 0.000 0.19 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 T2 85'-75' A 0.000 0.000 13.000 0.000 0.14 B 0.000 0.000 14.735 0.000 0.13 C 0.000 0.000 0.000 0.000 0.00 T3 75'-50' A 0.000 0.000 32.500 0.000 0.36 6nxl ewer' Job Page US-OR-5049 6 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Designed by Phone:(678)990-2338 Vertical Bridge FAX: pnejman Tower Tower Face AR AF. CAAA CAAA Weight Section Elevation In Face Out Face ft .ft2 ft2 ft2 ft2 K B 0.000 0.000 52.625 0.000 0.45 C 0.000 0.000 0.000 0.000 0.00 T4 50'-25' A 0.000 0.000 32.500 0.000 0.36 B 0.000 0.000 52.625 0.000 0.45 C 0.000 0.000 0.000 0.000 0.00 T5 25'-0' A 0.000 0.000 32.500 0.000 0.36 B 0.000 0.000 52.625 0.000 0.45 C 0.000 0.000 0.000 0.000 0.00 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in .IF .12 il2 fie K TI 100'-85' A 1.663 0.000 0.000 46.430 0.000 0.70 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 T2 85'-75' A 1.639 0.000 0.000 35.457 0.000 0.53 B 0.000 0.000 40.729 0.000 0.54 C 0.000 0.000 0.000 0.000 0.00 T3 75'-50' A 1.599 0.000 0.000 87.568 0.000 1.29 B 0.000 0.000 143.925 0.000 1.90 C 0.000 0.000 0.000 0.000 0.00 T4 50'-25' A 1.519 0.000 0.000 85.428 0.000 1.23 B 0.000 0.000 140.869 0.000 1.81 C 0.000 0.000 0.000 0.000 0.00 T5 25'-0' A 1.361 0.000 0.000 81.187 0.000 1.11 B 0.000 0.000 134.820 0.000 1.64 C 0.000 0.000 0.000 0.000 0.00 Feed Line Center of Pressure Section Elevation CPx CP, CPx CP, Ice Ice ./i in in in in T1 100'-85' -3.492 -2.159 -3.907 -2.354 T2 85'-75' -0.128 -4.573 -0.349 -5.048 T3 75'-50' 1.215 -6.140 1.164 -7.083 T4 50'-25' 1.391 -7.270 1.433 -8.855 TS 25'-0' 1.445 -7.833 1.593 -10.050 Shielding Factor Ka Tower Feed Line Description Feed Line K. K" Section Record No. Segment Elev. No Ice Ice TI 1 Feedline Ladder(At) 85.00-98,00 0,6000 0.5598 TI 2 1"DC Power 85.00-98.00 0.6000 0.5598 Tl 3 I"Hybrid 85.00-98.00 0.6000 0.5598 TI 4 1"DC Power 85.00-98.00 0.6000 0.5598 T2 1 Feedline Ladder(Af) 75.00-85.00 0.6000 0.6000 T2 2 I"DC Power 75.00-85.00 0.6000 0.6000 T2 3 1"Hybrid 75.00-85.00 0.6000 0.6000 T2 4 1"DC Power 75.00-85.00 0.6000 0.6000 T2 6 Feedline Ladder(Af) 75.00-82.00 0.6000 0.6000 T2 7 I-1/4"Fiber 75.00-82.00 0.6000 0.6000 T2 8 1/2"Coax 75.00-82.00 0.6000 0.6000 tnxTower Job Page US-OR-5049 7 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Designed by Phone:(66�990-2338 Vertical Bridge ne man p 1 Tower Feed Line Description Feed Line K, K Section Record No. Segment Elev. No Ice Ice T2 9 ATCB-B01-006 75.00-82.00 0.6000 0.6000 T2 10 RET Cable 75.00-82.00 0.6000 0.6000 T3 1 Feedline Ladder(Al) 50.00-75.00 0.6000 0.6000 T3 2 I"DC Power 50.00-75.00 0.6000 0.6000 T3 3 I"Hybrid 50.00-75.00 0.6000 0.6000 T3 4 I"DC Power 50.00-75.00 0.6000 0.6000 T3 6 Feedline Ladder(Af) 50.00-75.00 0.6000 0.6000 T3 7 1-1/4"Fiber 50.00-75.00 0.6000 0.6000 T3 8 1/2"Coax 50.00-75.00 0.6000 0.6000 T3 9 ATCB-B01-006 50.00-75.00 0.6000 0.6000 T3 10 RET Cable 50.00-75.00 0.6000 0.6000 T4 I Feedline Ladder(Af) 25.00-50.00 0.6000 0.6000 T4 2 1"DC Power 25.00-50.00 0.6000 0.6000 T4 3 1"Hybrid 25.00-50.00 0.6000 0.6000 T4 4 I"DC Power 25.00-50.00 0.6000 0.6000 T4 6 Feedline Ladder(Af) 25.00-50.00 0.6000 0.6000 T4 7 1-1/4"Fiber 25.00-50.00 0.6000 0.6000 T4 8 1/2"Coax 25.00-50.00 0.6000 0.6000 T4 9 ATCB-B01-006 25.00-50.00 0.6000 0.6000 T4 10 RET Cable 25.00-50.00 0.6000 0.6000 T5 I Feedline Ladder(At) 0.00-25.00 0.6000 0.6000 T5 2 I"DC Power 0.00-25.00 0.6000 0.6000 T5 3 1"Hybrid 0.00-25.00 0.6000 0.6000 T5 4 I"DC Power 0.00-25.00 0.6000 0.6000 T5 6 Feedline Ladder(At) 0.00-25.00 0.6000 0.6000 T5 7 1-1/4"Fiber 0.00-25.00 0.6000 0.6000 T5 8 1/2"Coax 0.00-25.00 0.6000 0.6000 T5 9 ATCB-B01-006 0.00-25.00 0.6000 0.6000 TS 10 RET Cable 0.00-25.00 0.6000 0.6000 User Defined Loads - Seismic Description Elevation Offset Azimuth E, E,� Eh, E,, From Angle Centroid fi ft K K K K Tower Section 1 92'6" 0' 0.00 0.06 0.00 0.00 0.15 Tower Section 2 80' 0' 0.00 0.04 0.00 0.00 0.10 Tower Section 3 62'6" 0' 0.00 0.18 0.00 0.00 0.30 Tower Section 4 37'6" 0' 0.00 0.26 0.00 0.00 0.26 Tower Section 5 12'6" 0' 0.00 0.37 0.00 0.00 0.12 Platform w/Kickers 98' 0' 0.00 0.22 0.00 0.00 0.57 (2) 98' 0' 0.00 0.04 0.00 0.00 0.10 CMA-UBTULBULBH1-1/6517/1 7/21/21 w/Mount Pipe (2) NNHH-65C-R4 w/Mount 98' 0' 0.00 0.04 0.00 0.00 0.11 Pipe (2) NNHH-65C-R4 w/Mount 98' 0' 0.00 0.04 0.00 0.00 0.11 Pipe RRH 4T4R B12/14 320W 98' 0' 0.00 0.01 0.00 0.00 0.03 AHLBA RRH 4T4R B12/14 320W 98' 0' 0.00 0.01 0.00 0.00 0.03 AHLBA RRH 4T4R B12/14 320W 98' 0' 0.00 0.01 0.00 0.00 0.03 AHLBA AirScale Dual RRH 4T4R 98' 0' 0.00 0.01 0.00 0.00 0.03 B25/66 320W AHFIB AirScale Dual RRH 4T4R 98' 0' 0.00 0.01 0.00 0.00 0.03 B25/66 320W AHFIB AirScale Dual RRH 4T4R 98' 0' 0.00 0.01 0.00 0.00 0.03 tnxTQwer Job Page US-OR-5049 8 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Phone:(678)990-2338 Designed by FAX Vertical Bridge pnejman Description Elevation Offset Azimuth E,. Ek EEP Eh From Angle Centroid R fi ° K K K K B25/66 320W AHFIB Airscale Dual RRH 4T4R B5 98' 0' 0.00 0.01 0.00 0.00 0.02 160W AHCA Airscale Dual RRH 4T4R B5 98' 0' 0.00 0.01 0.00 0.00 0.02 160W AHCA Airscale Dual RRH 4T4R B5 98' 0' 0.00 0.01 0.00 0.00 0.02 160W AHCA Airscale Dual RRH 4T4R B5 98' 0' 0.00 0.01 0.00 0.00 0.02 160W AHCA Airscale Dual RRH 4T4R B5 98' 0' 0.00 0.01 0.00 0.00 0.02 160W AHCA Airscale Dual RRH 4T4R B5 98' 0' 0.00 0.01 0.00 0.00 0.02 I60W AHCA DC9-48-60-24-8C-EV 98' 0' 0.00 0.00 0.00 0.00 0.01 DC9-48-60-24-8C-EV 98' 0' 0,00 0.00 0.00 0.00 0.01 AEQK 98' 0' 0.00 0.01 0.00 0.00 0.04 AEQK 98' 0' 0.00 0.01 0.00 0.00 0.04 AEQK 98' 0' 0.00 0.01 0.00 0.00 0.04 AEQU 98' 0' 0.00 0.01 0.00 0.00 0.04 AEQU 98' 0' 0.00 0.01 0.00 0.00 0.04 AEQU 98' 0' 0.00 0.01 0.00 0.00 0.04 Sector Frames 82' 0' 0.00 0.07 0.00 0.00 0.15 Sector Frames 82' 0' 0.00 0.07 0.00 0.00 0.15 Sector Frames 82' 0' 0.00 0.07 0.00 0.00 0.15 AW3266 w/Mount Pipe 82' 0' 0.00 0.01 0.00 0.00 0.02 ET-X-WM-18-65-8Pw/Mount 82' 0' 0.00 0.01 0.00 0.00 0.02 Pipe ET-X-WM-18.65-8P w/Mount 82' 0' 0.00 0.01 0.00 0.00 0.02 Pipe P90-15-XLPP-RR w/Mount 82' 0' 0.00 0.01 0.00 0.00 0.02 Pipe P90-15-XLPP-RR w/Mount 82' 0' 0.00 0.01 0.00 0.00 0.02 Pipe P90-16-XLPP-RR w/Mount 82' 0' 0.00 0.01 0.00 0.00 0.02 Pipe P90-16-XLPP-RR w/Mount 82' 0' 0.00 0.01 0.00 0.00 0.02 Pipe (2) P90-16-XLPP-RRw/ 82' 0' 0.00 0.02 0.00 0.00 0.05 Mount Pipe Fiber Junction Cylinder 82' 0' 0.00 0.00 0.00 0.00 0.00 Fiber Junction Cylinder 82' 0' 0.00 0.00 0.00 0.00 0.00 Fiber Junction Cylinder 82' 0' 0.00 0.00 0.00 0.00 0.00 Power Junction Cylinder 82' 0' 0.00 0.00 0.00 0.00 0.00 Power Junction Cylinder 82' 0' 0.00 0.00 0.00 0.00 0.00 Power Junction Cylinder 82' 0' 0.00 0.00 0.00 0.00 0.00 (3) RRU 2.5LTEV3 82' 0' 0.00 0.02 0.00 0.00 0.05 (3) RRU 2.5LTEV3 82' 0' 0.00 0.02 0.00 0.00 0.05 (3) RRU 2.5LTEV3 82' 0' 0.00 0.02 0.00 0.00 0.05 RRH-C2A 82' 0' 0.00 0.01 0.00 0.00 0.02 RFtii-C2A 82' 0' 0.00 0.01 0.00 0.00 0.02 RRH-C2A 82' 0' 0.00 0.01 0.00 0.00 0.02 RRH-P4 82' 0' 0.00 0.01 0.00 0.00 0.02 RRH-P4 82' 0' 0.00 0.01 0.00 0.00 0.02 RRH-P4 82' 0' 0.00 0.01 0.00 0.00 0.02 (3) RETKit 82' 0' 0.00 0.00 0.00 0.00 0.00 (3) RET Kit 82' 0' 0.00 0.00 0.00 0.00 0.00 (3) RETKit 82' 0' 0.00 0.00 0.00 0.00 0.00 24"x 14"x T'Filter 82' 0' 0.00 0.01 0.00 0.00 0.02 24"x 14"x T'Filter 82' 0' 0.00 0.01 0.00 0.00 0.02 24"x 14"x T'Filter 82' 0' 0.00 0.01 0.00 0.00 0.02 /.111111.1111111 nxTower Job Page L US-OR-5049 9 of 29 Towersource Project Date I355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Phone:(678)990-2338 Designed by FAX: Vertical Bridge pnejman Description Elevation Offset Azimuth E,, Ek, Eh, Er, From Angle Centroid ft ft 0 K K K K (4) 16"x 9"x 6"Combiner 82' 0' 0.00 0.01 0.00 0.00 0.01 (4) 16"x 9"x 6"Combiner 82' 0' 0.00 0.01 0.00 0.00 0.01 (4) 16"x 9"x 6"Combiner 82' 0' 0.00 0.01 0.00 0.00 0.01 (2) GPS 82' 0' 0.00 0.01 0.00 0.00 0.01 ODU 82' 0' 0.00 0.00 0.00 0.00 0.01 ODU 82' 0' 0.00 0.00 0.00 0.00 0.01 2'Std Dish 82' 0' 0.00 0.00 0.00 0.00 0.00 2'Std Dish 82' 0' 0.00 0.00 0.00 0.00 0.00 Feedline Ladder(Af)From 0 to 91'6" 0' 0.00 0.01 0.00 0.00 0.04 98(85ft to98ft) Feedline Ladder(Af)From 0 to 80' 0' 0.00 0,01 0.00 0.00 0.02 98(75ft to85ft) Feedline Ladder(Af)From 0 to 62'6" 0' 0.00 0.03 0.00 0.00 0.05 98(50ft to75ft) Feedline Ladder(Af)From 0 to 376" 0' 0.00 0.03 0.00 0.00 0.03 98(25ft to50ft) Feedline Ladder(Af)From 0 to 12'6" 0' 0.00 0.03 0.00 0.00 0.01 98(Oft to25ft) (5) 1"DC Power From 0 to 98 91'6" 0' 0.00 0.01 0.00 0.00 0.02 (85ft to98ft) (5) 1"DC Power From 0 to 98 80' 0' 0.00 0.01 0.00 0.00 0.01 (75ft to858) (5) 1"DC Power From 0 to 98 62'6" 0' 0.00 0.01 0.00 0.00 0.02 (50ft to75ft) (5) 1"DC Power From 0 to 98 376" 0' 0.00 0.01 0.00 0.00 0.01 (25ftto50ft) (5) l"DC Power From 0 to 98 12'6" 0' 0.00 0.01 0.00 0.00 0.00 (Oft to25ft) (2) I"Hybrid From 0 to 98 91'6" 0' 0.00 0.00 0.00 0.00 0.01 (85ft to98ft) (2) I"Hybrid From 0 to 98 80' 0' 0.00 0.00 0.00 0.00 0.00 (75ft to85ft) (2) 1"Hybrid From 0 to 98 62'6" 0' 0.00 0.01 0.00 0.00 0.01 (50ft to75ft) (2) 1"Hybrid From 0 to 98 376" 0' 0.00 0.01 0.00 0.00 0.01 (25ft to50ft) (2) 1"Hybrid From 0 to 98(Oft 12'6" 0' 0.00 0.01 0.00 0.00 0.00 to25ft) l"DC Power From 0 to 98(85ft 91'6" 0' 0.00 0.00 0.00 0.00 0.00 to98ft) I"DC Power From 0 to 98(75ft 80' 0' 0.00 0.00 0.00 0.00 0.00 to85ft) 1"DC Power From 0 to 98(50ft 62'6" 0' 0.00 0.00 0.00 0.00 0.00 to75ft) 1"DC Power From 0 to 98(25ft 37'6" 0' 0.00 0.00 0.00 0.00 0.00 to50ft) l"DC Power From 0 to 98(Oft 12'6" 0' 0.00 0.00 0.00 0.00 0.00 to25ft) Feedline Ladder(Af)From 0 to 78'6" 0' 0.00 0.01 0.00 0.00 0.02 82(75ft to82ft) Feedline Ladder(Af)From 0 to 62'6" 0' 0.00 0.03 0.00 0.00 0.05 82(50ft to75ft) Feedline Ladder(Af)From 0 to 376" 0' 0.00 0.03 0.00 0.00 0.03 82(25ft to50ft) Feedline Ladder(AO From 0 to 12'6" 0' 0.00 0.03 0.00 0.00 0.01 82(Oft to25ft) (9) 1-1/4"Fiber From 0 to 82 78'6" 0' 0.00 0.01 0.00 0.00 0.02 (75ft to82ft) (9) 1-1/4"Fiber From 0 to 82 62'6" 0' 0.00 0.03 0.00 0.00 0.05 (50ft to75ft) MxTower Job Page US-OR-5049 10 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Phone:(678)990-2338 Designed by FAX. Vertical Bridge pnejman Description Elevation Offset Azimuth E. E. Ek Eh From Angle Centroid ft n K K K K (9) 1-1/4"Fiber From 0 to 82 37'6" 0' 0.00 0.03 0.00 0.00 0.03 (25ft to50ft) (9) 1-1/4"Fiber From 0 to 82 12'6" 0' 0.00 0.03 0.00 0.00 0.01 (Oft to25ft) (4) 1/2"Coax From 0 to 82 78'6" 0' 0.00 0.00 0.00 0.00 0.00 (75ft to82ft) (4) 1/2"Coax From 0 to 82 62'6" 0' 0.00 0.00 0.00 0.00 0.00 (SOft to75ft) (4) 1/2"Coax From 0 to 82 37'6" 0' 0.00 0.00 0.00 0.00 0.00 (25ft to5oft) (4) 1/2"Coax From 0 to 82(Oft 12'6" 0' 0.00 0.00 0.00 0.00 0.00 to25ft) (3) ATCB-B01-006 From 0 to 78'6" 0' 0.00 0.00 0.00 0.00 0.00 82(75ft to82ft) (3) ATCB-B01-006 From 0 to 62'6" 0' 0.00 0.00 0.00 0.00 0.00 82(50ft to75ft) (3) ATCB-B01-006 From 0 to 376" 0' 0.00 0.00 0.00 0.00 0.00 82(25ft to50ft) (3) ATCB-B01-006 From 0 to 12'6" 0' 0.00 0.00 0.00 0.00 0.00 82(Oft to25ft) (3) RET Cable From 0 to 82 78'6" 0' 0.00 0.00 0.00 0.00 0.00 (75ft to82ft) (3) RET Cable From 0 to 82 62'6" 0' 0.00 0.00 0.00 0.00 0.00 (50ft to75ft) (3) RET Cable From 0 to 82 376" 0' 0.00 0.00 0.00 0.00 0.00 (25ft to50ft) (3) RET Cable From 0 to 82 12'6" 0' 0.00 0.00 0.00 0.00 0.00 (Oft to25ft) Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAA C.A,i Weight or Type Horz Adjustment Front Side Leg Lateral Vert f ° 1 ill .11' K ft ft Platform w/Kickers C None 0.00 98' No Ice 23.81 23.81 1.59 (AT&T) 1/2"Ice 30.24 30.24 2.10 1"Ice 36.33 36.33 2.73 2"Ice 48.05 48.05 4.34 (2) A From Leg 4.00 0.00 98' No Ice 22.96 10.32 0.14 CMA-UBTULBULBHH/651 0' l/2"Ice 23.73 11.85 0.28 7/17/21/21 w/Mount Pipe 0' 1"Ice 24.51 13.40 0.44 (AT&T) 2"Ice 26.00 15.77 0.78 (2)NNHH-65C-R4 w/Mount B From Leg 4.00 0.00 98' No Ice 17.31 10.34 0.16 Pipe 0' 1/2"Ice 18.04 11.86 0.27 (AT&T) 0' I"Ice 18.78 13.41 0.40 2"Ice 20.19 15.75 0.70 (2)NNHH-65C-R4 w/Mount C From Leg 4.00 0.00 98' No Ice 17.31 10.34 0.16 Pipe 0' 1/2"Ice 18.04 11.86 0.27 (AT&T) 0' 1"Ice 18.78 13.41 0.40 2"Ice 20.19 15.75 0.70 RRH 4T4R B12/14 320W A From Leg 3.00 0.00 98' No Ice 2.22 1.31 0.08 AHLBA 0' 1/2"Ice 2.41 1.47 0.09 (AT&T) 0' 1"Ice 2.61 1.64 0.12 2"Ice 3.04 1.99 0.17 1nxTower Job Page j US-OR-5049 11 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 Vertical Bridge 09:39:55 04/15/22 Alpharetta,GA 30005 Client Designed by Phone:(678)990-2338 FAx pnejman Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hors Adjustment Front Side Leg Lateral Vert ft ft 1t' ft' K ft ft RRH 4T4R B 12/14 320W B From Leg 3.00 0.00 98' No ice 2.22 1.31 0.08 AHLBA 0' 1/2"Ice 2.41 1.47 0.09 (AT&T) 0' I"Ice 2.61 1.64 0.12 2"Ice 3.04 1.99 0.17 RRH 4T4R B 12/14 320W C From Leg 3.00 0.00 98' No Ice 2.22 1.31 0.08 AHLBA 0' 1/2"Ice 2.41 1.47 0.09 (AT&T) 0' 1"Ice 2.61 1.64 0.12 2"Ice 3.04 1.99 0.17 AirScale Dual RRH 4T4R A From Leg 3.00 0.00 98' No Ice 2.22 1.11 0.07 B25/66 320W AHFIB 0' 1/2"Ice 2.42 1.27 0.08 (AT&T) 0' I"Ice 2.62 1.43 0.10 2"Ice 3.04 1.77 0.15 Airscale Dual RRH 4T4R B From Leg 3.00 0.00 98' No Ice 2.22 1.11 0.07 B25/66 320W AHFIB 0' 1/2"Ice 2.42 1.27 0.08 (AT&T) 0' 1"Ice 2.62 1.43 0.10 2"Ice 3.04 1.77 0.15 Airscale Dual RRH 4T4R C From Leg 3.00 0.00 98' No Ice 2.22 1.11 0.07 B25/66 320W AHFIB 0' 1/2"Ice 2.42 1.27 0.08 (AT&T) 0' 1"Ice 2.62 1.43 0.10 2"Ice 3.04 1.77 0.15 Airscale Dual RRH 4T4R B5 A From Leg 3.00 0.00 98' No Ice 2.14 1.31 0.05 160W AHCA 0' 12"Ice 2.33 1.46 0.07 (AT&T) 0' 1"Ice 2.53 1.63 0.09 2"Ice 2.94 1.98 0.14 Airscale Dual RRH 4T4R B5 B From Leg 3.00 0.00 98' No Ice 2.14 1.31 0.05 160W AHCA 0' 12"Ice 2.33 1.46 0.07 (AT&T) 0' 1"Ice 2.53 1.63 0.09 2"Ice 2.94 1.98 0.14 Airscale Dual RRH 4T4R B5 C From Leg 3.00 0.00 98' No Ice 2.14 1.31 0.05 160W AHCA 0' 12"Ice 2.33 1.46 0.07 (AT&T) 0' 1"Ice 2.53 1.63 0.09 2"Ice 2.94 1.98 0.14 Airscale Dual RRH 4T4R B5 A From Leg 3.00 0.00 98' No Ice 2.14 1.31 0.05 I60W AHCA 0' 12"Ice 2.33 1.46 0.07 (AT&T) 0' 1"Ice 2.53 1.63 0.09 2"Ice 2.94 1.98 0.14 Airscale Dual RRH 4T4R B5 B From Leg 3.00 0.00 98' No Ice 2.14 1.31 0.05 160W AHCA 0' 1/2"Ice 2.33 1.46 0.07 (AT&T) 0' 1"Ice 2.53 1.63 0.09 2"Ice 2.94 1.98 0.14 Airscale Dual RRH 4T4R B5 C From Leg 3.00 0.00 98' No Ice 2.14 1.31 0.05 I60W AHCA 0' 1/2"Ice 2.33 1.46 0.07 (AT&T) 0' I"Ice 2.53 1.63 0.09 2"Ice 2.94 1.98 0.14 DC9.48-60-24-8C-EV ' A From Leg 3.00 0.00 98' No Ice 2.74 4.78 0.03 (AT&T) 0' 12"Ice 2.96 5.06 0.06 0' 1"Ice 3.20 5.35 0.10 2"Ice 3.68 5.95 0.20 DC9-48-60-24-8C-EV B From Leg 3.00 0.00 98' No Ice 2.74 4.78 0.03 (AT&T) 0' 1/2"Ice 2.96 5.06 0.06 0' 1"Ice 3.20 5.35 0.10 2"Ice 3.68 5.95 0.20 AEQK A From Leg 3.00 0.00 98' No Ice 4.35 2.39 0.10 (AT&T) 0' 12"Ice 4.62 2.60 0.13 0' 1"Ice 4.89 2.82 0.17 2"Ice 5.46 3.28 0.26 AEQK B From Leg 3.00 0.00 98' No Ice 4.35 2.39 0.10 ttx,�C weer Job rage US-OR-5049 12 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Phone:(678)990-2338 Designed by FAX Vertical Bridge pnejman Description Face Offset Offsets: Azimuth Placement C,AA CAAA Weight or Type Hon Adfustmenl Front Side Leg Lateral Vert ft 0 ft ft2 1t K ft ft (AT&T) 0' 1/2"Ice 4.62 2.60 0.13 0' I"Ice 4.89 2.82 0.17 2"Ice 5.46 3.28 0.26 AEQK C From Leg 3.00 0.00 98' No Ice 4.35 2.39 0.10 (AT&T) 0' 1/2"Ice 4.62 2.60 0.13 0' 1"Ice 4.89 2.82 0.17 2"Ice 5.46 3.28 0.26 AEQU A From Leg 3.00 0.00 98' No Ice 4.35 2.37 0.10 (AT&T) 0' 1/2"Ice 4.62 2.59 0.13 0' I"Ice 4.89 2.81 0.17 2"Ice 5.46 3.26 0.26 AEQU T B From Leg 3.00 0.00 98' No Ice 4.35 2.37 0.10 (AT&T) 0' 1/2"Ice 4.62 2.59 0.13 0' 1"Ice 4.89 2.81 0.17 2"Ice 5.46 3.26 0.26 AEQU C From Leg 3.00 0.00 98' No Ice 4.35 2.37 0.10 (AT&T) 0' 1/2"Ice 4.62 2.59 0.13 0' I"Ice 4.89 2,81 0.17 2"Ice 5.46 3.26 0.26 *0* Sector Frames A From Leg 2.00 0.00 82' No Ice 13.20 9.20 0.50 (Sprint) 0' 1/2"Ice 19.50 14.60 0.75 0' 1"Ice 25.80 19.50 1.00 2"Ice 38.40 30.80 1.50 Sector Frames B From Leg 2.00 0.00 82' No Ice 13.20 9.20 0.50 (Sprint) 0' 1/2"Ice 19.50 14.60 0.75 0' 1"Ice 25.80 19.50 1.00 2"Ice 38.40 30.80 1.50 Sector Frames C From Leg 2.00 0.00 82' No Ice 13.20 9.20 0.50 (Sprint) 0' 1/2"Ice 19.50 14.60 0.75 0' 1"Ice 25.80 19.50 1.00 2"Ice 38.40 30.80 1.50 AW3266 w/Mount Pipe A From Leg 4.00 0.00 82' No Ice 6.46 4.68 0.07 (Sprint) 0' 1/2"Ice 6.94 5.57 0.13 0' l"Ice 7.40 6.33 0.18 2"Ice 8.34 7.90 0.32 ET-X-WM-18-65-8P w/ B From Leg 4.00 0.00 82' No Ice 6.92 4.43 0.06 Mount Pipe 0' 1/2"Ice 7.40 5.32 0.11 (Sprint) 0' 1"Ice 7.87 6.08 0.17 2"Ice 8.82 7.64 0.31 ET-X-WM-18-65-8P w/ C From Leg 4.00 0.00 82' No Ice 6.92 4.43 0.06 Mount Pipe 0' l/2"Ice 7.40 5.32 0.11 (Sprint) 0' 1"Ice 7.87 6.08 0.17 2"Ice 8.82 7.64 0.31 P90-15-XLPP-RR w/Mount A From Leg 4.00 0.00 82' No Ice 8.13 4.70 0.06 Pipe 0' 1/2"Ice 8.59 5.15 0.11 (Sprint) 0' 1"Ice 9.05 5.60 0.16 2"Ice 10.00 6.53 0.28 P90-I5-XLPP-RR w/Mount B From Leg 4.00 0.00 82' No Ice 8.13 4.70 0.06 Pipe 0' 1/2"Ice 8.59 5.15 0.11 (Sprint) 0' I"Ice 9.05 5.60 0.16 2"Ice 10.00 6.53 0.28 P90-16-XLPP-RR w/Mount A From Leg 4.00 0.00 82' No Ice 11.47 8.70 0.08 Pipe 0' 1/2"Ice 12.08 10.11 0.16 (Sprint) 0' 1"Ice 12.71 11.38 0.26 2"Ice 13.95 13.58 0.47 P90-16-XLPP-RR w/Mount B From Leg 4.00 0.00 82' No Ice 11.47 8.70 0.08 Tower Job Page tnx E US-OR-5049 13 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Designed by Phone:(678)990-2338 Vertical BridgeFAX: pnejman Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert .R ft ft' ft' K ft ft Pipe 0' 1/2"Ice 12.08 10.11 0,16 (Sprint) 0' 1"Ice 12.71 11.38 0.26 2"Ice 13.95 13.58 0.47 (2)P90-16-XLPP-RR w/ C From Leg 4.00 0.00 82' No Ice 11.47 8.70 0.08 Mount Pipe 0' 1/2"Ice 12.08 10.11 0.16 (Sprint) 0' 1"Ice 12.71 11.38 0.26 2"Ice 13.95 13.58 0.47 Fiber Junction Cylinder A From Leg 3.00 0.00 82' No Ice 0.31 0.31 0.00 (Sprint) 0' 12"Ice 0.39 0.39 0.01 0' 1"Ice 0.47 0.47 0.01 2"Ice 0.67 0.67 0.03 Fiber Junction Cylinder B From Leg 3.00 0.00 82' No Ice 0.31 0.31 0.00 (Sprint) 0' 1/2"Ice 0.39 0.39 0.01 0' 1"Ice 0.47 0.47 0.01 2"Ice 0.67 0.67 0.03 Fiber Junction Cylinder C From Leg 3.00 0.00 82' No Ice 0.31 0.31 0.00 (Sprint) 0' 1/2"Ice 0.39 0.39 0.01 0' 1"Ice 0.47 0.47 0.01 2"Ice 0.67 0.67 0.03 Power Junction Cylinder A From Leg 3.00 0.00 82' No Ice 0.44 0.44 0.00 (Sprint) 0' 1/2"Ice 0.54 0.54 0.01 0' I"Ice 0.65 0.65 0.01 2"Ice 0.89 0.89 0.03 Power Junction Cylinder B From Leg 3.00 0.00 82' No Ice 0.44 0.44 0.00 (Sprint) 0' 1/2"Ice 0.54 0.54 0.01 0' I"Ice 0.65 0.65 0.01 2"Ice 0.89 0.89 0.03 Power Junction Cylinder C From Leg 3.00 0.00 82' No Ice 0.44 0.44 0.00 (Sprint) 0' 1/2"Ice 0.54 0.54 0.01 0' 1"Ice 0.65 0.65 0.01 2"Ice 0.89 0.89 0.03 (3)RRU 2.5LTEV3 A From Leg 3.00 0.00 82' No Ice 2.64 1.66 0.06 (Sprint) 0' 1/2"Ice 2.85 1.84 0.08 0' 1"Ice 3.06 2.02 0.11 2"Ice 3.50 2.40 0.17 (3)RRU 2.5LTEV3 B From Leg 3.00 0.00 82' No Ice 2.64 1.66 0.06 (Sprint) 0' 1/2"Ice 2.85 1.84 0.08 0' 1"Ice 3.06 2.02 0.11 2"Ice 3.50 2.40 0.17 (3)RRU 2.5LTEV3 C From Leg 3.00 0.00 82' No Ice 2.64 1.66 0.06 (Sprint) 0' 1/2"Ice 2.85 1.84 0.08 0' 1"Ice 3.06 2.02 0.11 2"Ice 3.50 2.40 0.17 RRH-C2A A From Leg 3.00 0.00 82' No Ice 3.07 1.36 0.06 (Sprint) 0' 1/2"Ice 3.30 1.53 0.09 0' 1"Ice 3.52 1.70 0.11 2"Ice 4.00 2.06 0.17 RRH-C2A B From Leg 3.00 0.00 82' No Ice 3.07 1.36 0.06 (Sprint) 0' 12"Ice 3.30 1.53 0.09 0' 1"Ice 3.52 1.70 0.11 2"Ice 4.00 2.06 0.17 RRH-C2A C From Leg 3.00 0.00 82' No Ice 3.07 1.36 0.06 (Sprint) 0' 1/2"Ice 3.30 1.53 0.09 0' I"Ice 3.52 1.70 0.11 2"Ice 4.00 2,06 0.17 RRH-P4 A From Leg 3.00 0.00 82' No Ice 2.73 1.79 0.06 (Sprint) 0' 1/2"Ice 2.95 1.97 0.08 tnxTower Job Page US-OR-5049 14 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Phone:(678)990-2338 Vertical Bridge FAX. Designed by pnejman Descnption Face Offset Offsets: Azimuth Placement CAAA CAAA Weight- or Type Horz A4ustment Front Side Leg Lateral Vert n fr f 2 ft2 K fi 0' 1"Ice 3.17 2.16 0.11 2"Ice 3.63 2.57 0.17 RRH-P4 B From Leg 3.00 0.00 82' No Ice 2.73 1.79 0.06 (Sprint) 0' 1/2"Ice 2.95 1.97 0.08 0' I"Ice 3.17 2.16 0.11 RRH-P4 2"Ice 3.63 2.57 0.17 C From Leg 3.00 0.00 82' No Ice 2.73 1.79 0.06 (Sprint) 0' 1/2"Ice 2.95 1.97 0.08 0' 1"Ice 3.17 2.16 0.11 2"Ice 3.63 2.57 0.17 (3)RET Kit A From Leg 3.00 0.00 82' No Ice 0.11 0.06 0.00 (Sprint) 0' 1/2"Ice 0.15 0.09 0.00 0' I"Ice 0.20 0.14 0.00 2"Ice 0.32 0.24 0.01 (3)RET Kit B From Leg 3.00 0.00 82' No Ice 0.11 0.06 0.00 (Sprint) 0' 12"Ice 0.15 0.09 0.00 0' I"Ice 0.20 0.14 0.00 2"Ice 0.32 0.24 0.01 (3)RET Kit C From Leg 3.00 0.00 82' No Ice 0.11 0.06 0.00 (Sprint) 0' 1/2"Ice 0.15 0.09 0.00 0' I"Ice 0.20 0.14 0.00 24"x 14"x 7"Filter A From Leg 3.00 0.00 82' No Ice 2.80 1.45 0.06 (Sprint) 0' 12"Ice 3.01 1.62 0.08 0' l"Ice 3.24 1.79 0.11 24"x 14"x 7"Filter B From Leg 3.00 0.00 82' No Ice 2.80 1.45 0.06 (Sprint) 0' 12"Ice 3.01 1.62 0.08 0' 1"Ice 3.24 1.79 0.11 24"x 14"x 7"Filter C From Leg 3.00 0.00 82' No Icce 2.80 1.45 0.06 (Sprint) 0' 12"Ice 3.01 1.62 0.08 0' I"Ice 3.24 1.79 0.11 2"Ice 3.70 2.17 0.16 (4)16"x 9"x 6"Combiner A From Leg 3.00 0.00 82' No Ice 1.17 0.78 0.01 (Sprint) 0' 12"Ice 1.31 0.90 0.02 0' 1"Ice 1.46 1.03 0.03 2"Ice 1.78 1.32 0.07 (4)16"x 9"x 6"Combiner B From Leg 3.00 0.00 82' No Ice 1.17 0.78 0.01 (Sprint) 0' 1/2"Ice 1.31 0.90 0.02 0' I"Ice 1.46 1.03 0.03 2"Ice 1.78 1.32 0.07 (4)16"x 9"x 6"Combiner C From Leg 3.00 0.00 82' No Ice 1.17 0.78 0.01 (Sprint) 0' 1/2"Ice 1.31 0.90 0.02 0' 1"Ice 1.46 1.03 0.03 (2)GPS 2"Ice 1.78 1.32 0.07 A From Leg 3.00 0.00 82' No Ice 0.48 0.32 0.02 (Sprint) 0' 1/2"Ice 0.57 0.40 0.02 0' 1"Ice 0.67 0.49 0.03 ODU B From Leg 3.00 0.00 82' No Ice 1.02 0.65 0.02 (Sprint) 0' 1/2"Ice 1.14 0.75 0.03 0' 1"Ice 1.28 0.87 0.04 ODU 2"Ice 1.57 1.11 0.07 C From Leg 3.00 0.00 82' No Ice 1.02 0.65 0.02 (Sprint) 0' 1/2"Ice 1.14 0.75 0.03 0' 1"Ice 1.28 0.87 0.04 Job Page tnxTQwer US-OR-5049 15 of 29 Towelsource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Phone:(678)990-2338 Designed by FAX: Vertical Bridge pnejman Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft fl2 112 K ft 2"Ice 1.57 1.11 0.07 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert 11 ° " ft ft 112 K 2'Std Dish B Paraboloid w/o From 4.00 0.00 82' 2.00 No Ice 3.14 0.01 (Sprint) Radome Leg 0' 1/2"Ice 3.41 0.05 0' 1"Ice 3.68 0.07 2"Ice 4.21 0.10 2'Std Dish C Paraboloid w/o From 4.00 0.00 82' 2.00 No Ice 3.14 0.01 (Sprint) Radome Leg 0' 1/2"Ice 3.41 0.05 0' I"Ice 3.68 0.07 2"Ice 4.21 0.10 Load Combinations Comb. Description No. I Dead Only 2 1.2 Dead+1.0 Wind 0 deg-No Ice 3 0.9 Dead+1.0 Wind 0 deg-No Ice 4 1.2 Dead+1.0 Wind 30 deg-No Ice 5 0.9Dead+l.0 Wind 30 deg-No Ice 6 1.2 Dead+1.0 Wind 60 deg-No Ice 7 0.9 Dead+I.0 Wind 60 deg-No Ice 8 1.2 Dead+1.0 Wind 90 deg-No Ice 9 0.9 Dead+1.0 Wind 90 deg-No Ice 10 1.2 Dead+1.0 Wind 120 deg-No Ice 11 0.9 Dead+1.0 Wind 120 deg-No Ice 12 1.2 Dead+1.0 Wind 150 deg-No Ice 13 0.9 Dead+LO Wind 150 deg-No Ice 14 1.2 Dead+1.0 Wind 180 deg-No Ice 15 0.9 Dead+1.0 Wind 180 deg-No Ice 16 1.2Dead+1.0 Wind 210 deg-No Ice 17 0.9 Dead+1.0 Wind 210 deg-No Ice 18 1.2 Dead+1.0 Wind 240 deg-No Ice 19 0.9 Dead+1.0 Wind 240 deg-No Ice 20 1.2 Dead+1.0 Wind 270 deg-No Ice 21 0.9 Dead+1.0 Wind 270 deg-No Ice 22 1.2 Dead+l.0 Wind 300 deg-No Ice 23 0.9 Dead+1.0 Wind 300 deg-No Ice 24 1.2 Dead+1.0 Wind 330 deg-No Ice 25 0.9 Dead+1.0 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+LO Wind 120 deg+1.01ce+1.0 Temp tnxT paver Job Page s.�.R US-OR-5049 16 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Designed by Phone:(6990-2338 Vertical Bridge pnejman Comb. Description No. 32 1.2 Dead+1.0 Wind 150 deg+1.0lee+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.01ce+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 lce+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 lce+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service 51 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 52 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 53 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 54 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 55 1.2 Dead+LO Ev+1.0 Eh 60 deg 56 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 57 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 58 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 59 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 60 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 61 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 62 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 63 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 64 0.9 Dead-I.0 Ev+1.0 Eh 180 deg 65 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 66 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 67 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 68 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 69 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 70 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 71 1.2 Dead+1.0 Ev+l.0 Eh 300 deg 72 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 73 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 74 0.9 Dead-1.0 Ev+1.0 Eh 330 deg Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. jt 7)pe Load Moment Moment Comb. K kip-ft kip-f T1 100-85 Leg Max Tension 15 9.51 -0.36 0.14 Max.Compression 2 -12.65 0.10 -0.18 Max.Mx 14 0.74 1.41 -0.53 Max.My 16 -0.35 0.72 -1.51 Max.Vy 14 -0.71 0.00 0.00 Max.Vx 16 0.76 0.00 0.00 Diagonal Max Tension 24 3.27 0.00 0.00 Max.Compression 24 -3.31 0.00 0.00 Max.Mx 38 0.40 0.03 0.00 Max.My 10 0.34 0.00 0.00 Max.Vy 38 -0.02 0.00 0.00 , tnxTower Page US OR 5049 17 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Designed by Phone:(678)990-2338 Vertical Bridge FAX• pnejman Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No, ft Type Load Moment Moment Comb. K kip-ft ksp-ff Max.Vx 10 0.00 0.00 0.00 Top Girt Max Tension 15 0.75 0.00 0.00 Max.Compression 2 -0.80 0.00 0.00 Max.Mx 33 -0.11 -0.01 0.00 Max.My 30 -0.13 0.00 0.00 Max.Vy 33 0.01 0.00 0.00 Max.Vx 30 0.00 0.00 0.00 T2 85-75 Leg Max Tension 15 18.15 -0.50 -0.07 Max.Compression 2 -24.20 -0.06 -0.14 Max.Mx 6 11.37 0.87 -0.05 Max.My 12 -2.45 0.09 0.81 Max.Vy 6 0.70 -0.52 -0.05 Max.Vx 24 -0.66 -0.17 0.49 Diagonal Max Tension 16 5.08 0.00 0,00 Max.Compression 20 -5.15 0.00 0.00 Max.Mx 38 0.65 0.04 0.00 Max.My 22 -0.25 0.00 -0.00 Max.Vy 38 -0.02 0.00 0.00 Max.Vx 22 0.00 0.00 0.00 Horizontal Max Tension 23 0.92 0.00 0.00 Max.Compression 10 -0.94 0.00 0.00 Max.Mx 26 -0.07 -0.02 0.00 Max.My 30 -0.20 0.00 0.00 Max.Vy 26 0.02 0.00 0.00 Max.Vx 30 -0.00 0.00 0.00 Top Girt Max Tension 15 0.36 0.00 0.00 Max.Compression 3 -0.41 0.00 0.00 Max.Mx 27 0.01 -0.02 0.00 Max.My 30 0.05 0.00 0.00 Max.Vy 27 0.02 0.00 0.00 Max.Vx 30 -0.00 0.00 0.00 T3 75-50 Leg Max Tension 7 39.50 -0.11 -0.08 Max.Compression 2 -47.48 0.14 -0.22 Max.Mx 18 15.96 -0.23 -0.12 Max.My 22 -27.14 -0.08 -0.27 Max.Vy 63 -0.17 -0.03 -0.01 Max.Vx 69 -0.18 -0.06 -0.08 Diagonal Max Tension 4 4.69 0.00 0.00 Max.Compression 16 -4.83 0.00 0.00 Max.Mx 38 0.51 0.09 0.00 Max.My 22 -0.11 0.00 -0.00 Max.Vy 38 0.04 0.00 0.00 Max.Vx 22 0.00 0.00 0.00 Horizontal Max Tension 6 0.22 0.00 0.00 Max.Compression 17 -0.21 0.00 0.00 Max.Mx 33 0.07 -0.07 0.00 Max.My 30 0.04 0.00 0.00 Max.Vy 33 0.04 0.00 0.00 Max.Vx 30 -0.00 0.00 0.00 Top Girt Max Tension 22 0.13 0.00 0.00 Max.Compression 9 -0.06 0.00 0.00 Max.Mx 27 0.08 -0.03 0.00 Max.My 30 0.09 0.00 0.00 Max.Vy 27 0.03 0.00 0.00 Max.Vx 30 0.00 0.00 0.00 T4 50-25 Leg Max Tension 7 54.68 -0.14 -0.12 Max.Compression 2 -64.19 0.15 -0.27 Max.Mx 18 23.02 -0.27 -0.11 Max.My 24 -55.73 0.02 -0.31 Max.Vy 63 -0.13 -0.04 -0.00 Max.Vx 69 -0.15 -0.09 -0.11 t Tower goo Page US-OR-5049 18 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Phone:(678)990-2338 Designed by FAX. Vertical Bridge pnejman Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft kip-ft Diagonal Max Tension 5 3.79 0.00 0.00 Max.Compression 16 -3.92 0.00 0.00 Max_Mx 38 0.49 0.17 0.00 Max.My 22 -0.28 0.00 -0.00 Max.Vy 38 0.06 0.00 0.00 Max.Vx 22 -0.00 0.00 0.00 Horizontal Max Tension 18 0.21 0.00 0.00 Max.Compression 7 -0.21 0.00 0.00 Max.Mx 31 0.08 -0.15 0.00 Max.My 30 0.05 0.00 0.00 Max.Vy 31 0.06 0.00 0.00 Max.Vx 30 -0.00 0.00 0.00 Top Girt Max Tension 18 0.19 0.00 0.00 Max.Compression 5 -0.20 0.00 0.00 Max.Mx 26 0.08 -0.10 0.00 Max.My 30 0.10 0.00 0.00 Max.Vy 27 -0.05 0.00 0.00 Max.Vx 30 0.00 0.00 0.00 T5 25-0 Leg Max Tension 7 67.11 -0.21 -0.11 Max.Compression 18 -79.14 -0.00 0.00 Max.Mx 18 27.80 -0.30 0.12 Max.My 4 -62.25 0.03 0.34 Max.Vy 10 -0.08 -0.30 0.13 Max.Vx 10 0.10 0.17 0.29 Diagonal Max Tension 17 4.07 0.00 0.00 Max.Compression 5 -4.04 0.00 0.00 Max.Mx 27 0.58 0.24 0.00 Max.My 31 -0.09 0.00 0.00 Max.Vy 27 -0.07 0.00 0.00 Max.Vx 31 -0.00 0.00 0.00 Horizontal Max Tension 10 0.23 0.00 0.00 Max.Compression 17 -0.24 0.00 0.00 Max.Mx 31 -0.01 -0.33 0.00 Max.My 30 -0.05 0.00 0.01 Max.Vy 31 0.11 0.00 0.00 Max.Vx 30 0.00 0.00 0.00 Top Girt Max Tension 18 0.22 0.00 0.00 Max.Compression 7 -0.22 0.00 0.00 Max.Mx 31 0.08 -0.24 0.00 Max.My 30 0.11 0.00 0.01 Max.Vy 31 0.09 0.00 0.00 Max.Vx 30 -0.00 0.00 0.00 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal.Z Load K K K Comb. Leg C Max.Vert 18 80.66 7.26 -2.44 Max,H„ 18 80.66 7.26 -2.44 Max.H, 7 -68.39 -6.59 2.12 Min.Vert 7 -68.39 -6.59 2.12 Min.H„ 7 -68.39 -6.59 2.12 Min.H: 18 80.66 7.26 -2.44 Leg B Max.Vert 10 79.41 -5.81 -5.26 Max.H„ 23 -67.01 5.17 4.81 Max.H, 23 -67.01 5.17 4.81 Min.Vert 23 -67.01 5.17 4.81 tnxTower Job Page US-OR-5049 19 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Designed by Phone:(678)990-2338 Vertical Bridge FAX: pnejman Location Condition Gov. Vertical Horizontal.X Horizontal,Z Load K K K Comb. Min.H„ 10 79.41 -5.81 -5.26 Min.H, 10 79.41 -5.81 -5.26 Leg A Max.Vert 2 80.21 -1.48 7.42 Max.H, 16 -56.22 1.78 -6.53 Max.H¢ 2 80.21 -1.48 7.42 Min.Vert 15 -66.47 1.44 -6.61 Min.H, 5 68.65 -1.73 7.17 Min.H, 17 -57.92 1.78 -6.63 Tower Mast Reaction Summary Load Vertical Shear, Shear Overturning Overturning Torque Combination Moment,M Moment,M K K K kip-ft kip-R kip-R Dead Only 16.96 0.00 0.00 -3.41 -0.39 -0.00 1.2 Dead+1.0 Wind 0 deg-No 20.35 0.01 -11.95 -814.80 -1.77 0.40 Ice 0.9 Dead+l.0 Wind 0 deg-No 15.26 0.01 -11.95 -812.57 -1.66 0.40 Ice 1.2 Dead+1.0 Wind 30 deg-No 20.35 5.99 -10.42 -707.38 -402.70 0.38 Ice 0.9 Dead+1.0 Wind 30 deg-No 15.26 5.99 -10.42 -705.32 -402.00 0.38 Ice 1.2 Dead+1.0 Wind 60 deg-No 20.35 10.47 -6.14 -418.46 -701.87 -1.94 Ice 0.9 Dead+1.0 Wind 60 deg-No 15.26 10.47 -6.14 -416.81 -700.73 -1.94 Ice 1.2 Dead+1.0 Wind 90 deg-No 20.35 12.38 -0.06 -9.54 -823.55 -3.46 Ice 0.9 Dead+1.0 Wind 90 deg-No 15.26 12.38 -0.06 -8.50 -822.23 -3.45 Ice 1.2 Dead+1.0 Wind 120 deg- 20.35 10.42 6.01 400.16 -699.46 -2.39 No Ice 0.9 Dead+1.0 Wind 120 deg- 15.26 10.42 6.01 400.60 -698.31 -2.39 No Ice 1.2 Dead+1.0 Wind 150 deg- 20.35 5.59 9.86 677.53 -383.80 -0.09 No Ice 0.9 Dead+1.0 Wind 150 deg- 15.26 5.59 9.86 677.54 -383.12 -0.09 No Ice 1.2 Dead+1.0 Wind 180 deg- 20.35 -0.01 11.66 794.10 0.85 -0.41 No Ice 0.9 Dead+1.0 Wind 180 deg- 15.26 -0.01 11.66 793.95 0.97 -0.41 No Ice 1.2 Dead+1.0 Wind 210 deg- 20.35 -5.93 10.41 699.10 396.84 -0.18 No Ice 0.9 Dead+1.0 Wind 210 deg- 15.26 -5.93 10.41 699.09 396.37 -0.19 No Ice 1.2 Dead+l.0 Wind 240 deg- 20.35 -10.71 6.19 408.67 710.59 2.06 No Ice 0.9 Dead+1.0 Wind 240 deg- 15.26 -10.71 6.19 409.09 709.67 2.06 No Ice 1.2 Dead+1.0 Wind 270 deg- 20.35 -12.38 -0.04 -6.90 822.61 3.45 No Ice 0.9 Dead+1.0 Wind 270 deg- 15.26 -12.38 -0.04 -5.87 821.53 3.45 No Ice 1.2 Dead+1.0 Wind 300 deg- 20.35 -10.18 -5.95 -409.97 688.87 2.26 No Ice 0.9 Dead+1.0 Wind 300 deg- 15.26 -10.18 -5.95 -408.34 687.97 2.26 t,ixTower Job Page US-OR-5049 20 of 29 • Towersource Project Date 1355 Windward Concourse,Suite 4 h0 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Designed by Phone:( 78)990 2338 Vertical Bridge ne man P 1 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,Mz Moment,M, K K K kip-i lap-t ktp-fl No Ice 1.2 Dead+1.0 Wind 330 deg- 20.35 -5.65 -9.86 -685.82 387.81 -0.12 No Ice 0.9 Dead+1.0 Wind 330 deg- 15.26 -5.65 -9.86 -683.77 387.35 -0.12 No Ice 1.2 Dead+l.0lce+1.0 Temp 51.84 0.00 0.00 -14.29 -2.68 -0.00 1.2 Dead+1.0 Wind 0 deg+1.0 51.84 -0.00 -1.95 -143.41 -2.70 0.05 Ice+1.0 Temp 1.2 Dead+LO Wind 30 deg+1.0 51.84 1.00 -1.74 -128.17 -68.05 -0.08 lce+1.0 Temp 1.2 Dead+I.0 Wind 60 deg+1.0 51.84 1.79 -1.04 -82.01 -118.42 -0.51 lce+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 51.84 2.07 -0.01 -14.81 -136.61 -0.79 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 51.84 1.74 1.00 51.41 -116.48 -0.55 deg+1.0 lce+1.0 Temp 1.2 Dead+1.0 Wind 150 51.84 0.95 1.67 96.77 -65.80 -0.18 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 51.84 0.00 1.92 113.66 -2.67 -0.05 deg+1.01ce+1.0 Temp 1.2 Dead+1.0 Wind 210 51.84 -1.00 1.74 99.59 62.09 0.10 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 51.84 -1.81 1.05 53.06 113.95 0.53 deg+1.0 Ice+1.0 Temp 1.2 0ead+1.0 Wind 270 51.84 -2.07 -0.01 -14.77 131.25 0.80 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 51.84 -1.72 -1.00 -80.35 110.25 0.54 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 51.84 -0.96 -1.67 -125.35 61.06 0.15 deg+l.0 Ice+LO Temp Dead+Wind 0 deg-Service 16.96 0.00 , -4.57 -313.30 -0.89 0.16 Dead+Wind 30 deg-Service 16.96 2.29 -3.99 -272.24 -154.14 0.15 Dead+Wind 60 deg-Service 16.96 4.01 -2.35 -161.80 -268.49 -0.74 Dead+Wind 90 deg-Service 16.96 4.73 -0.02 -5.49 -315.01 -L32 Dead+Wind 120 deg-Service 16.96 3.99 2.30 151.11 -267.57 -0.91 Dead+Wind 150 deg-Service 16.96 2.14 3.77 257.12 -146.91 -0.03 Dead+Wind 180 deg-Service 16.96 -0.00 4.46 301.69 0.11 -0.16 Dead+Wind 210 deg-Service 16.96 -2.27 3.98 265.37 151.48 -0.07 Dead+Wind 240 deg-Service 16.96 -4.10 2.37 154.36 271.41 0.79 Dead+Wind 270 deg-Service 16.96 -0.73 -0.01 -4.49 314.23 1.32 Dead+Wind 300 deg-Service 16.96 -3.89 -2.28 -158.55 263.10 0.87 Dead+Wind 330 deg-Service 16.96 -2.16 -3.77 -263.99 148.02 -0.04 1.2 Dead+1.0 Ev+I.O Eh 0 deg 22.65 0.00 -3.84 -307.97 -0.46 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 12.96 0.00 -3.84 -306.03 -0.35 -0.00 1.2 Dead+1.O Ev+1.0 Eh 30 deg 22.65 1.92 -3.32 -267.26 -152.39 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 12.96 1.92 -3.32 -265.44 -151.83 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 22.65 3.32 -1.92 -156.04 -263.61 -0.00 0.9 Dead-1.0 Ev+LO Eh 60 deg 12.96 3.32 -1.92 -154.56 -262.72 -0.00 1.2 Dead+I.0 Ev+1.0 Eh 90 deg 22.65 3.84 0.00 -4.11 -304.32 -0.00 0.9 Dead-1.0 Ev+l.0 Eh 90 deg 12.96 3.84 0.00 -3.08 -303.31 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 120 22.65 3.32 1.92 147.82 -263.62 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 120 12.96 3.32 1.92 148.40 -262.72 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 22.65 1.92 3.32 259.04 -152.40 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 150 12.96 1.92 3.32 259.29 -151.83 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 22.65 0.00 3.84 299.75 -0.47 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 180 12.96 0.00 3.84 299.88 -0.35 -0.00 � � �� Job Page - US-OR-5049 21 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Phone:(678)990-2338 Designed by FAX. Vertical Bridge pnejman Load Vertical Shear, Shear: Overturning Overturning Torque Combination Moment,M, Moment,M, K K K kip--i kip-.11 kip-.11 deg 1.2 Dead+1.0 Ev+LO Eh 210 22.65 -1.92 3.32 259.04 151.46 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 12.96 -1.92 3.32 259.30 151.13 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 22.65 -3.32 1.92 147.82 262.68 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 240 12.96 -3.32 1.92 148.41 262.02 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 22.65 -3.84 0.00 -4.11 303.39 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 12.96 -3.84 0.00 -3.07 302.61 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 22.65 -3.32 -1.92 -156.04 262.68 0.00 deg 0.9 Dead-l.0 Ev+1.0 Eh 300 12.96 -3.32 -1.92 -154.55 262.02 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 330 22.65 -1.92 -3.32 -267.26 151.47 0.00 deg 0.9 Dead-1.0 Ev+t.O Eh 330 12.96 -1.92 -3.32 -265.44 151.13 0.00 deg Solution Summary Sum ofApplied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K I 0.00 -16.96 0.00 0.00 16.96 0.00 0.000% 2 0.01 -20.35 -11.95 -0.01 20.35 11.95 0.000% 3 0.01 -15.26 -11.95 -0.01 15.26 11.95 0.000% 4 5.99 -20.35 -10.42 -5.99 20.35 10.42 0.000% 5 5.99 -15.26 -10.42 -5.99 15.26 10.42 0.000% 6 10.47 -20.35 -6.14 -10.47 20.35 6.14 0.000% 7 10.47 -15.26 -6.14 -10.47 15.26 6.14 0.000% 8 12.38 -20.35 -0.06 -12.38 20.35 0.06 0.000% 9 12.38 -15.26 -0.06 -12.38 15.26 0.06 0.000% 10 10.42 -20.35 6.01 -10.42 20.35 -6.01 0.000% 11 10.42 -15.26 6.01 -10.42 15.26 -6.01 0.000% 12 5.59 -20.35 9.86 -5.59 20.35 -9.86 0.000% 13 5.59 -15.26 9.86 -5.59 15.26 -9.86 0.000% 14 -0.01 -20.35 11.66 0.01 20.35 -11.66 0.000% 15 -0.01 -15.26 11.66 0.01 15.26 -11.66 0.000% 16 -5.93 -20.35 10.41 5.93 20.35 -10.41 0.000% 17 -5.93 -15.26 10.41 5.93 15.26 -10.41 0.000% 18 -10.71 -20.35 6.19 10.71 20.35 -6.19 0.000% 19 -10.71 -15.26 6.19 10.71 15.26 -6.19 0.000% 20 -12.38 -20.35 -0.04 12.38 20.35 0.04 0.000% 21 -12.38 -15.26 -0.04 12.38 15.26 0.04 0.000% 22 -10.18 -20.35 -5.95 10.18 20.35 5.95 0.000% 23 -10.18 -15.26 -5.95 10.18 15.26 5.95 0.000% 24 -5.65 -20.35 -9.86 5.65 20.35 9.86 0.000% 25 -5.65 -15.26 -9.86 5.65 15.26 9.86 0.000% 26 0.00 -51.84 0.00 0.00 51.84 0.00 0.000% 27 -0.00 -51.84 -1.95 0.00 51.84 1.95 0.000% 28 1.00 -51.84 -1.74 -1.00 51.84 1.74 0.000% 29 1.79 -51.84 -1.04 -1.79 51.84 1.04 0,000% 30 2.07 -51.84 -0.01 -2.07 51.84 0.01 0.000% 31 1.74 -51.84 1.00 -1.74 51.84 -1.00 0.000% 32 0.95 -51.84 1.67 -0.95 51.84 -1.67 0.000% mt xTower Job Page US-OR-5049 22 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Designed by Phone:(66�990-2338 Vertical Bridge pnejman Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 33 0.00 -51.84 1.92 -0.00 51.84 -1.92 0.000% 34 -1.00 -51.84 1.74 1.00 51.84 -1.74 0.000% 35 -1.81 -51.84 1.05 1.81 51.84 -1.05 0.000% 36 -2.07 -51.84 -0.01 2.07 51.84 0.01 0.000% 37 -1.72 -51.84 -1.00 1.72 51.84 1.00 0.000% 38 -0.96 -51.84 -1.67 0.96 51.84 1.67 0.000% 39 0.00 -16.96 -4.57 -0.00 16.96 4.57 0.000% 40 2.29 -16.96 -3.99 -2.29 16.96 3.99 0.000% 41 4.01 -16.96 -2.35 -4.01 16.96 2.35 0.000% 42 4.73 -16,96 -0.02 -4.73 16.96 0.02 0.000% 43 3.99 -16.96 2.30 -3.99 16.96 -2.30 0.000% 44 2.14 -16.96 3.77 -2.14 16.96 -3.77 0.000% 45 -0.00 -16.96 4.46 0.00 16.96 -4.46 0.000% 46 -2.27 -16.96 3.98 2.27 16.96 -3.98 0.000% 47 -4.10 -16.96 2.37 4.10 16.96 -2.37 0.000% 48 -4.73 -16.96 -0.01 4.73 16.96 0.01 0.000% 49 -3.89 -16.96 -2.28 3.89 16.96 2.28 0.000% 50 -2.16 -16.96 -3.77 2.16 16.96 3.77 0.000% 51 0.00 -22.65 -3.84 0.00 22.65 3.84 0.000% 52 0.00 -12.96 -3.84 0.00 12.96 3.84 0.000% 53 1.92 -22.65 -3.32 -1.92 22.65 3.32 0.000% 54 1.92 -12.96 -3.32 -1.92 12.96 3.32 0.000% 55 3.32 -22.65 -1.92 -3.32 22.65 1.92 0.000% 56 3.32 -12.96 -1.92 -3.32 12.96 1.92 0.000% 57 3.84 -22.65 0.00 -3.84 22.65 0.00 0.000% 58 3.84 -12.96 0.00 -3.84 12.96 0.00 0.000% 59 3.32 -22.65 1.92 -3.32 22.65 -1.92 0.000% 60 3.32 -12.96 1.92 -3.32 12.96 -1.92 0.000% 61 1.92 -22.65 3.32 -1.92 22.65 -3.32 0.000% 62 1.92 -12.96 3.32 -1.92 12.96 -3.32 0.000% 63 0.00 -22.65 3.84 0.00 22.65 -3.84 0.000% 64 0.00 -12.96 3.84 0.00 12.96 -3.84 0.000% 65 -1.92 -22.65 3.32 1.92 22,65 -3.32 0.000% 66 -1.92 -12.96 3.32 1.92 12.96 -3.32 0.000% 67 -3.32 -22.65 1.92 3.32 22.65 -1.92 0.000% 68 -3.32 -12.96 1.92 3.32 12.96 -1.92 0.000% 69 -3.84 -22.65 0.00 3.84 22.65 0.00 0.000% 70 -3.84 -12.96 0.00 3.84 12.96 0.00 0.000% 71 -3.32 -22.65 -1.92 3.32 22.65 1.92 0.000% 72 -3.32 -12.96 -1.92 3.32 12.96 1.92 0.000% 73 -1.92 -22.65 -3.32 1.92 22.65 3.32 0.000% 74 -1.92 -12.96 -3.32 1.92 12.96 3.32 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00000906 3 Yes 4 0.00000001 0.00000800 4 Yes 4 0.00000001 0.00000425 5 Yes 4 0.00000001 0.00000400 6 Yes 4 0.00000001 0.00000324 7 Yes 4 0.00000001 0.00000318 8 Yes 4 0.00000001 0.00000591 9 Yes 4 0.00000001 0.00000509 10 Yes 4 0.00000001 0.00000638 11 Yes 4 0.00000001 0.00000556 12 Yes 4 0.00000001 0.00000351 taxTower Job Page US-OR-5049 23 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Phone:(678)990-2338 Designed by FAX: Vertical Bridge pnejman 13 Yes 4 0.00000001 0.00000353 14 Yes 4 0.00000001 0.00000396 15 Yes 4 0.00000001 0.00000394 16 Yes 4 0.00000001 0.00000715 17 Yes 4 0.00000001 0.00000620 18 Yes 4 0.00000001 0.00000797 19 Yes 4 0.00000001 0.00000697 20 Yes 4 0.00000001 0.00000380 21 Yes 4 0.00000001 0.00000350 22 Yes 4 0.00000001 0.00000359 23 Yes 4 0.00000001 0.00000322 24 Yes 4 0.00000001 0.00000840 25 Yes 4 0.00000001 0.00000729 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00000001 28 Yes 4 0.00000001 0.00000001 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0.00000001 0.00000001 31 Yes 4 0.00000001 0.00000001 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00000001 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00000001 37 Yes 4 0.00000001 0.00000001 38 Yes 4 0.00000001 0.00000001 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00000001 41 Yes 4 0.00000001 0.00000001 42 Yes 4 0.00000001 0.00000001 43 Yes 4 0.00000001 0.00000001 44 Yes 4 0.00000001 0.00000001 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 0.00000001 47 Yes 4 0.00000001 0.00000001 48 Yes 4 0.00000001 0.00000001 49 Yes 4 0.00000001 0.00000001 50 Yes 4 0.00000001 0.00000001 51 Yes 4 0.00000001 0.00000001 52 Yes 4 0.00000001 0.00000001 53 Yes 4 0.00000001 0.00000001 54 Yes 4 0.00000001 0.00000001 55 Yes 4 0.00000001 0.00000001 56 Yes 4 0.00000001 0.00000001 57 Yes 4 0.00000001 0.00000001 58 Yes 4 0.00000001 0.00000001 59 Yes 4 0.00000001 0.00000001 60 Yes 4 0.00000001 0.00000001 61 Yes 4 0.00000001 0.00000001 62 Yes 4 0.00000001 0.00000001 63 Yes 4 0.00000001 0.00000001 64 Yes 4 0.00000001 0.00000001 • 65 Yes 4 0.00000001 0.00000001 66 Yes 4 0.00000001 0.00000001 67 Yes 4 0.00000001 0.00000001 68 Yes 4 0.00000001 0.00000001 69 Yes 4 0.00000001 0.00000001 70 Yes 4 0.00000001 0.00000001 71 Yes 4 0.00000001 0.00000001 72 Yes 4 0.00000001 0.00000001 73 Yes 4 0.00000001 0.00000001 74 Yes 4 0.00000001 0.00000001 tnx ower Job Page US-OR-5049 24 of 29 Towersource Project Date 1355 windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Phone:(678)990-2338 Designed by Vertical Bridge FAX. pnejman Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load n ft Comb. ° ° TI 100-85 0.19 39 0.20 0.03 T2 85-75 0.13 39 0.18 0.02 T3 75-50 0.10 39 0.15 0.02 T4 50-25 0.04 42 0.09 0.01 T5 25-0 0.01 42 0.04 0.00 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. ft ° ft 98' Platform w/Kickers 39 0.18 0.20 0.03 75822 92'6" Tower Section 1 39 0.16 0.19 0.02 50548 91'6" Feedline Ladder(Af)From 0 to 98 39 0.16 0.19 0.02 44601 (85ft to98ft) 82' 2'Std Dish 39 0.12 0.17 0.02 24073 80' Tower Section 2 39 0.12 0.17 0.02 23199 78'6" Feedline Ladder(Af)From 0 to 82 39 0.11 0.16 0.02 22548 (75ft to82ft) 62'6" Tower Section 3 42 0.07 0.12 0.01 22916 376" Tower Section 4 42 0.03 0.07 0.01 25467 12'6" Tower Section 5 42 0.00 0.02 0.00 51817 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft ft Comb. ° T1 100-85 0.48 2 0.52 0.07 12 85-75 0.35 2 0.47 0.05 T3 75-50 0.27 8 0.40 0.05 T4 50-25 0.12 8 0.25 0.04 T5 25-0 0.03 8 0.11 0.04 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. R ° ° ft 98' Platform w/Kickers 2 0.46 0.51 0.06 28917 92'6" Tower Section 1 2 0.41 0.50 0.05 19278 91'6" Feedline Ladder(Af)From 0 to 98 2 0.40 0.50 0.04 17010 (85ft to98ft) 82' 2'Std Dish 2 0.32 0.45 0.05 9174 80' Tower Section 2 2 0.30 0.44 0.05 8847 78'6" Feedline Ladder(Af)From 0 to 82 2 0.29 0.42 0.05 8614 (75ft to82ft) 62'6" Tower Section 3 8 0.18 0.31 0.04 8789 376" Tower Section 4 8 0.07 0.18 0.04 9781 12'6" Tower Section 5 8 0.01 0.05 0.02 19928 tnxTower Job Page US-OR-5049 25 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Phone:(678)990-2338 Designed by FAX: Vertical Bridge pnejman Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio II in Bolts per Bolt per Bolt Allowable K K T1 100 Diagonal A325N 0.625 2 1.65 13.81 0.120 V 1 Bolt Shear Top Girt A325N 0.625 1 0.75 3.19 1 Member Block 0.234 Shear T2 85 Leg A325N 0.625 3 6.05 20.34 0.297 1.1 1 Bolt Tension Diagonal A325N 0.625 2 2.57 13.81 0.186 V 1 Bolt Shear Horizontal A325N 0.625 1 0.92 3.19 1 Member Block 0.288 V Shear Top Girt A325N 0.625 1 0.44 3.19 I Member Block 0.136 Shear T3 75 Leg A325N 0.625 4 9.87 20.34 0.485 V I Bolt Tension • Diagonal A325N 0.625 2 2.41 13.81 1 Bolt Shear 0.175 ✓ Horizontal A325N 0.625 1 0.88 4.55 0.193 V I Member Block Top Girt A325N 0.625 1 0.88 4.55Shear 0.193 V 1 Member Block T4 50 Leg A325N 0.625 4 13.67 20.34Shear 0.672 V 1 Bolt Tension Diagonal A325N 0.625 2 1.96 13.81 0.142 fr 1 Bolt Shear Horizontal A325N 0.625 1 1.11 7.83 0.142 V 1 Member Bearing Top Girt A325N 0.625 1 1.11 7.83 0.142 V 1 Member Bearing • T5 25 Diagonal A325N 0.625 2 2.03 13.81 0.147 V 1 Bolt Shear Horizontal A325N 0.625 1 1.37 10.44 0.131 V 1 Member Bearing Top Girt A325N 0.625 1 1.37 10.44 0.131 IV 1 Member Bearing Compression Checks Leg Design Data (Compression) Section Elevation Size L No. L" Kl/r A P" OP" Ratio fi P" n n ire K K OF. Tl 100-85 P2.5x.203 15'3/8" 5'1/8" 126.9 1.704 -12.65 23.55 0.537' K=2.00 V T2 85-75 P2.5x.203 10'1/4" 5'1/8" 63.4 1.704 -24.20 43.68 0.554' K=1.00 ✓ T3 75-50 P3x.3 25'19/32 6'3-1/8" 66.1 3.016 -47.48 75.95 0.625' K=1.00 V T4 50-25 P3.5x.318 25'19/32 6'3-1/8" 57.5 3.678 -64.19 97.83 0.656' K=1.00 ✓ 'F5 25-0 P4x.337 25'19/32 6'3-1/8" 50.9 4.407 -79.14 121.60 0.651 ' K=1.00 V. 1 P" /.P"controls inxTower Job Page US-OR-5049 26 of 29 ' Towersource Project Date 1355 Windward Concourse.Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Phone:(678)990-2338 Designed by Fes. Vertical Bridge pnejman Diagonal Design Data (Compression) - Section Elevation Size L No. L. Kl/r A P +P„ Ratio ft P. ft ft in' K K ¢P„ T1 100-85 P1.25x.14 6'2-5/8" 5'9-27/3 129.4 0.669 -3.20 8.94 0.358' 2" K=1.00 el T2 85-75 P1.25x.14 6'10-1 l/ 6'6-15/3 145.5 0.669 -5.15 7.14 0.721 ' 16" 2" K=1.00 el T3 75-50 PI.5x.145 9'7-3/16' 9'2-17/3 177.5 0.799 -3.96 5.73 0.690' 2" K=1.00 T4 50-25 P2x.154 1 1'8-9/3 11'3-19/ 172.3 1.075 -3.80 8.18 0.465' 2" 32" K=1.00 T5 25-0 P2x.I54 13'11-5/ 13'6-19/ 206.5 1.075 -4.04 5.69 0.709' 8" 32" K=1.00 KL/R>200(C)-93 ' P„ /4iP„controls Horizontal Design Data (Compression) NoSecti. Elevation Size L L. Kl/r A P„ }P. Ratio ft P„ It ft in' K K +P. T2 85-75 LI1/2x11/2x1/8 4'5-3/4" 4'2-7/8" 171.8 0.359 -0.94 3.49 0.269' K=1.00 el T3 75-50 L2x2xl/8 6'11-13/ 6'7-29/3 201.1 0.484 -0.88 3.43 0.257' 32" 2" K=1,00 ✓ KL/R>200(C)-41 T4 50-25 L2 1/2x2 1/2x3/16 9'6-23/3 9'2-5/8" 223.6 0.902 -1.11 5.16 0.2161 2" K=1.00 el KL/R>200(C)-68 T5 25-0 L31/2x31/2x1/4 12'1-29/ 11'9-15/ 203.8 1.690 -1.37 11.65 0.118' 32" 32" K=1.00 ✓ KL/R>200(C)-96 'P. le„controls Top Girt Design Data (Compression) Section Elevation Size L L. Kl/r A P. QP„ Ratio ft P. ft ft in' K K 0P. TI 100-85 Ll1/2x1l/2x1/8 2'4-13/1 2'1-29/3 87.4 0.359 -0.80 9.83 0.081 ' 6" 2" K=1.00 T2 85-75 LI l/2x1 1/2x1/8 3'11-17/ 3'8-5/8" 150.7 0.359 -0.44 4.53 0.096' 32" K=1.00 ✓ T3 75-SO L2x2xl/8 5' 4'8-17/3 142.1 0.484 -0.88 6.86 0.128' 2" K=1.00 T4 50-25 L2 1/2x2 1/2x3/16 77-3/16' 7'3-1/4" 176.3 0.902 -1.11 8.31 0.134' K=1.00 el T5 25-0 L3 I/2x3 I/2x1/4 10'2-17/ 9'9-31/3 170.0 1.690 -1.37 16.73 0.082' 32" 2" K=1.00 ✓ tnx Qwer Job Page US-OR-5049 27 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Phone:(678)990-2338 Designed by FAX. Vertical Bridge pnejman 'P„ /fP,controls Tension Checks Leg Design Data (Tension) Section Elevation Size L L. KUr A P, VP" Ratio 1 ft P, .1t it in' K K TI 100-85 P2.5x.203 15'3/8" 5'1/8" 63.4 1.704 9.51 53.68 0.�1l77' T2 85-75 P2.5x.203 10'1/4" 5'1/8" 63.4 1.704 18.15 53.68 0.338' T3 75-50 P3x.3 25'19/32 6'3-1/8" 66.1 3.016 39.50 95.00 0.41 V ' T4 50-25 P3.5x.3I8 25'19/32 6'3-1/8" 57.5 3.678 54.68 115.87 0.472' T5 25-0 P4x.337 25'19/32 6'3-1/8" 50.9 4.407 67.11 138.83 0.83 ' V 'P, /,P"controls Diagonal Design Data (Tension) Section Elevation Size L L, KUr A P„ 4)P. Ratio No. P" ft 1t 1t in' K K Ti 100-85 PI.25x.14 6'2-58" 5'9-27/3 129.4 0.669 3.27 21.06 0.155' 2" V T2 85-75 P1.25x:14 6'10-11/ 6'6-15/3 145.5 0.669 5.08 21.06 0.2411 16" 2" I✓ T3 75-50 P1.5x.145 8'2-17/3 7'9-31/3 150.9 0.799 4.69 25.18 0.186' 2" 2" ✓ T4 50-25 P2x.154 10'1-3/1 9'8-13/3 147.9 1.075 3.79 33.85 0.112' 6" 2" V T5 25-0 P2x.154 13'11-5/ 13'6-19/ 206.5 1.075 4.07 33.85 0.120' 8" 32" 'P. /OP,controls Horizontal Design Data (Tension) Section Elevation Size L L, Mir A P„ $P, Ratio P, it /t ft in' K K ¢P, T2 85-75 LI 1/2x1 1/2x1/8 4'5-3/4" 4'2-7/8" 109.4 0.199 0.92 8.67 0.1006' V T3 75-50 L2x2x1/8 6'3-19/3 6'1/8" 115.2 0.293 0.88 12.74 0.069' 2" V T4 50-25 L2 1/2x2 1/2x3/16 9'6-23/3 9'2-5/8" 142.3 0.571 1.11 24.84 0.045' 2" ✓ T5 25-0 L3 1/2x3 1/2x1/4 12'1-29/ 11'9-15/ 129.8 1.127 1.37 49.02 0.028' 32" 32" tnxTower Job Page US-OR-5049 28 of 29 Towersource Project Date 1355 Windward Concourse,Suite 410 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Designed by Phone:(678)990-2338 Vertical Bridge pnejman Section Elevation Size L L. KI/r A P OP" Ratio No. P. ft fl ft in° K K OP 1 P„ /OP.controls Top Girt Design Data (Tension) Section Elevation Size L L„ KO' A P. OP„ Ratio No. P. ft ft ft in' K K (1)P„ TI 100-85 Li 1/2x11/2x1/8 2'4-13/1 2'I-29/3 55.6 0.199 0.75 8.67 0.086' 6" 2" ✓ T2 85-75 LI 1/2x1 1/2x1/8 3'11-17/ 3'8-5/8" 95.9 0.199 0.44 8.67 0.050' 32" ✓ T3 75-50 L2x2x1/8 5' 4'8-17/3 90.2 0.293 0.88 12.74 0.069' 2" V T4 50-25 L2 1/2x2 I/2x3/16 77-3/16' 73-1/4" 112.1 0.571 1.11 24.84 0.045' V T5 25-0 L312x31/2x1/4 10'2-17/ 9'9-31/3 108.3 1.127 1.37 49.02 0.028' 32" 2" ✓ I P. /4iP controls Section Capacity Table Section Elevation Component Size Critical P 'Pda„. % Pass No. ft T Pe Element K K Capacity Fail TI 100-85 Leg P2.5x.203 3 -12.65 23.55 53.7 Pass T2 85-75 Leg P2.5x.203 18 -24.20 43.68 55.4 Pass T3 75-50 Leg P3x.3 33 -47.48 75.95 62.5 Pass T4 50-25 Leg P3.5x.318 60 -64.19 97.83 65.6 Pass 67.2(b) T5 25-0 Leg P4x.337 85 -79.14 121.60 65.1 Pass T1 100-85 Diagonal P1.25x.14 8 -3.20 8.94 35.8 Pass T2 85-75 Diagonal PI.25x.14 22 -5.15 7.14 72.1 Pass T3 75-50 Diagonal PL5x.145 39 -3.96 5.73 69.0 Pass T4 50-25 Diagonal P2x.154 66 -3.80 8.18 46.5 Pass T5 25-0 Diagonal P2x.154 93 -4.04 5.69 70.9 Pass T2 85-75 Horizontal LI12x11/2x1/8 25 -0.94 3.49 26.9 Pass 28.8(b) T3 75-50 Horizontal L2x2x1/8 41 -0.88 3.43 25.7 Pass T4 50-25 Horizontal L2 12x2 12x3/16 68 -1.11 5.16 21.6 Pass T5 25-0 Horizontal L3I2x31/2x1/4 96 -1.37 11.65 11.8 Pass 13.1(b) TI 100-85 Top Girt Ll 1/2x1 1/2x1/8 5 0.75 8.67 8.6 Pass 23.4(b) T2 85-75 Top Girt LI 12x1 12x1/8 20 -0.44 4.53 9.6 Pass 13.6(b) T3 75-50 Top Girt L2x2x1/8 35 -0.88 6.86 12.8 Pass 19.3(b) T4 50-25 Top Girt L2 1/2x2 12x3/16 62 -1.11 8.31 13.4 Pass 14.2(b) T5 25-0 Top Girt L3 12x3 12x1/4 90 -1.37 16.73 8.2 Pass 13.1(b) Summary tnxTower Job Page US-OR-5049 29 of 29 Towersource Project Date 1355 Windward Concourse,Suite 910 23587 09:39:55 04/15/22 Alpharetta,GA 30005 Client Phone:(678)990-2338 Designed by FAx Vertical Bridge pnejman Section Elevation Component Size Critical P gPaim,, % Pass No. .17 Type Element K K Capacity Fail Leg(T4) 67.2 Pass Diagonal 72.I Pass (T2) Horizontal 28.8 Pass (T2) Top Girt 23.4 Pass (Tl) Bolt Checks 67.2 Pass RATING= 72.1 Pass Self Support Tower Foundation Reaction Comparison Site# US-OR-5049 Date 4/15/2022 Carrier AT&T Engineer PN TIA Revision TIA-222-H Conversion Factor I Modified Foundation Factored Design Reactions Current Analysis Reactions Global Reactions Moment(kip-ft) Axial(kips) Shear(kips) Moment(kip-ft) Axial(kips) Shear(kips) 1055.67 20.40 15.35 Global Reactions 823.60 20.35 12.38 Individual Leg Uplift(kips) Compression(kips) Shear(kips) Individual Leg Uplift(kips) Compression(kips) Shear(kips) Reactions 88.88 101.94 9.58 Reactions 68.39 80.66 7.66 Modified Foundation Factored Design Reactions Percentage Global Reactions Moment(kip-ft) Axial(kips) Shear(kips) Moment(kip-ft) Axial(kips) Shear(kips) Controlling 1055.67 20.40 15.35 78.0% 99.7% 80.6% Individual Leg Uplift(kips) Compression(kips) Shear(kips) Uplift(kips) Compression(kips) Shear(kips) 99.7% Reactions 88.88 101.94 9.58 76.9% 79.1% 79.9% Notes: L Modified foundation design reactions obtained from the Structural Foundation Modification Package by Semaan Engineering Solutions,dated 08/17/2017 LOCatii Decimal Degrees Deg Min Sec Lat: 45.402381 45 24 8.57 Long: -122.765311 Code and Site Parameters Seismic Design Code:l; TIA-222-H Site Soil: D(Default) Defa+.ilt Risk Category: II USGS Seismic Reference Ss: 0.8490 g Si: 0.3910 g TL: 16 s Seismic Design Category Determination Importance Factor,Ie: 1 Acceleration-based site coefficient,Fa: 1.2000 Velocity-based site coefficient,F.: 1.9090 Design spectral response acceleration short period,Sos: 0.6792 g Design spectral response acceleration 1 s period,SDI.: 0.4976 g Seismic Design Category Based on Sos: D Seismic Design Category Based on Sr, :l 0 Seismic Design Category Based on Si: N/A Controlling Seismic Design Category: Tower Type: Self-Support Height,h: 100 ft Effective Seismic Weight,W: 16.96 kips Amplification Factor,A,: 2.7.8.1 Base She, Response Modification Factor,R:) 3 we: 7.6042 ft wo: 12.8125 ft WI: 8.5156 kips Weight of Structure and Appurtenances within top 5%,W2: 4.1053 kips KI: 4540 ft F,: 2.8358 hz Approximate Fundamental Period Self-Support,T,: 0.3526 s 2.7.7.1.3.2 Seismic Response Coefficient,C. 0.2264 2.7.7.1.1 Seismic Response Coefficient Max 1,C,m,,, 0.4704 2.7.7.1.1 Seismic Response Coefficient Max 2,C,m,„ N/A 2.7.7.1.1 Seismic Response Coefficient Min 1,C,,,,;n 0.0300 2.7.7.1.1 Seismic Response Coefficient Min 2,Ca„,,„ N/A 2.7.7.1.1 Controlling Seismic Response Coefficient,C,, 0.2264 Seismic Base Shear,V kips 2.7.7.1.1 Period Related Exponent,lc 1.000 2.7.7.1.2 Sum of wh," 1050.38 2.7.7.1.2 Tower Se Lion leads' Section Section Number length Top Height Mid Height,h„ Weight,w,. w,h," C„ F,,, F„ ® 15.00 10000 9250 01309 39.86 0.0379 01457 00585 10 CO SD 00 80.00 0.2266 26.13 0.0249 0.0955 0,0444 3 25.00 75.00 62.50 0.0772 1 25.30 1.9075 0.2615 0.1763 50_00 ® LJ079 ]1 54 0-0681 0.2615 02592 5 25.00 25.00 12.50 2.7210 34.01 0.0324 " r'� r , ours 6.6839 252.64 _'.,c e._.olds Jr w. w,b r Pl:form e =� 98,00 1.5985 155.67 0.1482 0.5689 0,2158 12i CMA- BTUL5ULOIIHr 57'i7/2112J c:i Mace'Plea 0.281)0 77.44 0.026:. 0.1003 00980 (2).NNHH-65C-R4w/Mount Pipe 98 CD 0.3200 3136 00299 0.1146 OD435 12) NNHH-65C-R4W/Mount Pipe 98.U0 C.0200 31.36 .0180 0.1146 c.0495 RRH 4T4R 812/14320W AHLBA 98.00 0.080C. 7.84 0 0075 0.0287 0.0109 RRH 4T4R B12/14 320W AHLBA 93.00 00400 784 0.0073 0D28' 0.0IC9 RRH 4T4R B12/14 320W AHLBA 98,00 0.0800 7.84 0 0075 0,0287 0.0109 AP-Seale Dual RRH 4:aR 625/56320W'AHFIB 98.00 D0700 6.85 C.0065 5.C251 0.0095 AirScale Dual RRH 4T4R B25J66 320W AHFIO 98.00 0.0700 6.86 0.0065 00251 D.0095 '1c09e Dua 0ft114T4RB 663209,'AFAR 98D0 00700 6.86 0.0065 C,-„. 0 JOC95 Airscale Dual FRPI 4T4R B5 160W AHCA 98-00 0.0500 4.90 1.0047 0.0179 0.0068 98.00 003011 _ 4.90 D.0042 C.01/9 0.006S Arc....,',,D i 4 F40 0 AI:CA 98.00 0.0S00 490 0.0047 0.0179 0.0068 Airscale Dual RRH 4T4R B 98 0D 095C0 4 30 0.0647 0.0179 0.0068 Atcscele Duet RRH 4T4R 05 1611.a al el,C 98.00 0,0500 490 0.0C47 0.0179 0.0068 Airscale Dual RRH 414R 5a 11111 1.H. , 9800 C.05C0 4.90 0.0000 0D179 0.0068 DC8 43-60-24-8'{2 98.00 0-0300 2.94 00028 0.0107 0.0041 98.00 0.0300 2.94 0.002 .0 0107 0.2041 AEQE 98.00 0.1000 9.80 0.0093 0.0358 0.0136 0800 0.1000 920 0.0093 00353 06136 98028 98.00 0,1000 9.80 00093 0.0358 0,0136 98.00 0.1000 080 0R053 8.0358 2A136 AE U 98.00 0.1000 9.80 0 0093 0.03513 0.0136 ACQV 98.00 0-1000 9-80 0.0093 0-0350 00136 Sector Fram s 32,00 0.5000 41.00 0.0390 0.1498 0.0679 Sector Fame; 82.00 0.5000 41.00 0.0390 0.1493 0.0679 ""'-Lnr 5"""' 32,00 0.5000 4100 0.0390 0.1498 0.0679 82.00 0-0700 5.74 0.0055 0G210 0-0095 El X-WM-10-65-8?so/Mcuni Pipe 82,00 0.0600 4.92 0.0047 0.0180 0.0082 ET-X-WM=8-65-8P ea/Mount Pioe 82.00 0.0600 4.92 0.0047 0.C180 0-0082 P90-15-XLPP-RRw/Mount Pope 82.00 0.0600 492 0.0047 0,0180 0.0082 P90-15-61PP-RR w/Mount Pipe 82.OC 0 0600 4.92 0.0047 G.0180 0 0D82 P90-16-XLPP-RR w/Mount Pipe 82.00 0.0300 6,56 0.0062 0.0240 0.0109 P90-13-XLPP-R3 a./Mount Ppe P200 008C0 6-56 00062 C 0240 0C180 (2) P90-16-XLPP-RR w/Mount Pipe 82.00 C.1600 13.12 0.0125 0 0479 00217 FiberJunchco Cyllneer 82.00 0.0037 0.30 0.0003 09011 00065 FIb8F)Onction Cylinder 82.00 0.0037 030 0.0003 0,0011 0.0005 Fiberlunctlon Cylinder 82.00 00037 0.30 0.0003 00011 00005 Power Junction Cylinder 82.00 0.0042 0,34 0.0003 0.0013 0.0006 Power Junction Cyliceler 3200 00042 0.34 0.0003 0.0013 0.0006 Power lenction Cylinder 82.00 0.0047 0.34 0,0003 0,0013 0.0006 (3) 86.125011E93 82.00 031023 1416 0.0141 00539 0.0245 (31 6022.5LTEV3 82.00 0.1800 1476 0.0141 0.0539 0,0245 82.00 0.1800 11.76 090141 0-0539 0,0245 RC Hi Caa 82.00 0.0600 :L92 0.0047 0.0180 0-0082 � 82.00 0.0600 12 0.C047 0.0180 0.0082 82.00 0.0600 0,0047 0.0180 0.0082 RRH J3 82.00 0.0600 1_2 0.0047 0.0180 0.0032 7611.-Pb , 82 00 0,0600 4,92 5,0047 0.0180 0.0082 RFH r-: 82.00 0.0600 492 0 0047 0.01E0 0.0082 (3)33'se 82.00 00030. 0.25 0.0002 0.0009 0.0004 82 90 0.0330 0.25 0.0002 00069 0.0304 (3) Rc ` 82.00 0.0030 0,25 0,0002 0.0009 0.0004 ''ler 82.21' 00500 492 0.0047 0.0180 0.0032 24'.111v. Oiler 82.00 0.0800 4.92 0.0047 0.0180 0.0082 22'x i4''7 'ater 82.00 6^'1-11: 492 0 0047 0-0180 0.c082 (4) 16'x 9'x 6"Combiner 82.00 00400 3,28 0.0031 0.0120 0.0054 (4) 16"e 9'n 6"Combner 82.00 0.0400 3.25 0.0031 0.0120 0.0054 (4)16"1t9'1 A 6"Cotchiner 82.00 0.0400 3.28 0.0031 00120 0.0054 12)GPS 82.00 0.0400 a 28 0.0031 0,0120 C 0054 DDU 82.00 0.0200 1.64 - 0.0016 0.0060. 0.0027 ODD 0 02013 L.o4 0.0016 0,0060 0 0027 2'Std 82.00 0 D100 0.82 0.0008 0.0030 090014 2'Rd 32.0D 0 0110 0.82 0,0008 0.0030 0.0014 Sun 7,3810 66%.94 Linear loads v Efart Height End Height h w, 85.00 98.00 9150 0,1092 999 0.0095 0 0365 0.0148 75.00 . .. . ., 0.0840 0.72 00054 00246 0.0114 50.00 ,> ,. ,2_.�, 0,2100 13.13 0.0125 0.0480 0,0285 25.00 _ 0 2100 7 40 00070 0.0233 0 0235 `e' , (4 'lr -'OO 0.00 ... 7 ,. 0.2100 2.63 0.0025 0.0096 0,0285 (5} 1"DC I,,,,,...,! 0 85,00 10 J.0488 4 46 0_C042 0.0110 00051 rT� 75.00 -.00 0.0375 300 0.0029 0.0110 0.0051 ;4.CC ';0 00038 55 C 0056 0.0214 0.0127 (5)1"0( c F >>07 GG gC0 S('.O0 D. 0.0938 3.52 0_0033 0,0128 0:0127(5) 1'0f ..,m 01__ti 17 2 0.0 78 1/8 0.0017 0.0043 0.00.0127(2)1'Hybnd From to 98 g CO _ 0.0105 1. 0.0017 CDOfiS 0.0026(2) 1'Fobrld From C to 98 c-0 0150 1.20 4.CC11 00044 0.0020 (21 1"Hybrid From 0 to 98 2 73-09 52 6. r_.0373 2 34 0.0022 0.0086 0.0051 (2) 1"Hybrid from 0 to 5' 0D375 ..al C.0013 9-0051 0.0051 (2)1"Hybrid:From 0 to 98 'CC Cr 1' ; 00375 347 0.0004 0.0017 0.0051 1'DC newer From Oto 98 �.. 0 00,, 0.89 0.0008 0.0033 0,0013 3'DC Power From 0 to 98 70 90 05 40 80 60 0,0075 0.60 0.0006 0.0022 0.0010 1 -2•C:Po wer Prom080 93 00132 1.17 0.001.1 0.0043 0.0025 DC9 From 0 to SS 25.00 50.00 3750 0,0188 070 0,0007 0.0026 0.0025 2500 1230 00153 C29 0.2002 00009 0.0025 Feedline ladder(At)From 0 to 82 7,.00 82.00 7850 00588 - 00044 0.0169 0.0080 Feedline Ladder(Af)From C to 82 ,5.00 62.5C d 21 C0 0 0480 0.0285 Feedline Ladder(AS)From 0 to 82 25 0C 50.00 3750 0.2100 0.0288 0.0285. Feedline Ladder IAf)From 0-o 82 0.00 2S 00 12.00 2.2100 0.OG9ti 0.028S (9) 1-1/4'Fiber Front 0 to 82 75.00 (9) 1/4'Fiber From 0 to 82 5.CO0 7850 0,21359 , �,. 0.0172 0.0081 50.30 7SC ^' r1213 0.0488 0,0290 (9) 1_/4"Fiber from 0 to 82 25.00 50.00 37.50 02188 3 C2 0.0293 0.0290 (4) '..'14 Fiber 1-,0,, O t0 32 C00 75.00 .250 L2i38 257 - 0.0093 0.0290 (4) 3 7 0 to 32 75.00 32.00 7850 0.0045 0.35 _ 0.0013 0.0006 50.00 ;5.00 62.50 0 0150 2"^ 0.0037 0.0022 (4) 1/2'0 r,r om0to82 25.00 50.00 37.50 0 0160 0.60 .,J.6 0.0022 0.0022 0.90 25 oc 12 so 0-0O22 (3)A ICS 001 006 From 0 to 32 75.00 82.00 78.50 5015 0.12 0.0004 0.0002 1 ::r_ F: n 82 Jl 2500 0,00 32 557.50 'F53 033 0.0012 0.0002 (3 CR 1 1 c From 0 t0 S2 25.00 50.00 37 50 0 0053 0.20 O 9.0002 0007 i3 �, �,rcrr to'1'.' O.00 2500 1250 C0053 OA7 l_0061 001 9.0002 03097 (3) n -[a>e mm 0 to 32 75.00 32.00 78.50 0,0017 0.13 0,0001 0.0005 0 0002 4120 2' CO h2.1..1 0.0050 0.38 0.0004 0-0014 00008 (3) 000'..'able 1000 0 to 82 25.00 50.00 37.50 0.005C 023 0.0002 0.0008 0,0008 (3) 000 Gau on Ot)62 0.00 25.00 1250 0.0060 0.05 0.0001 0.0003 00003 Sum 2.8905 129.35 niziritgxt ASCE 7 Hazards Report • AMERICAN SOCiFr{OF CPA ENGINEER; Address: Standard: ASCE/SEI 7-16 Elevation: 182.12 ft(NAVD 88) No Address at This Risk Category: II Latitude: 45.402381 Location Soil Class: D - Default(see Longitude: -122.765311 Section 11.4.3) ftrckn-1. CP9 and F':.rtl,ad IActa1v, .1 a.,i-1 rlir. 1 l`aRadE rr MQUNT�I,; r,- -,,£L A METIE VAL11 Our ham r:. .. %�rr� war.,;... .. Wind Results: Wind Speed 96 Vmph . 97 MPH PER 2019 OSSC TABLE 1609.3 10-year MRI 66 Vmph FOR RISK CATEGORY II 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 82 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Thu Apr 14 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability= 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https:/(asce7hazardtool.online/ Page 1 of 3 Thu Apr 14 2022 ASCE. AMERICAN SOCIF Y OF CM ENGINEERS Seismic Site Soil Class: D -Default(see Section 11.4.3) Results: Ss : 0.849 So, N/A Si : 0.391 TE : 16 Fa : 1.2 PGA : 0.387 F. : N/A PGA M : 0.469 SNs : 1.019 FPGA : 1.213 SM, N/A le : 1 Sos : 0.679 C. : 1.225 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Thu Apr 14 2022 Date Source: USGS Seismic Design Maps https://asce7hazardtool.online/ Page 2 of 3 Thu Apr 14 2022 ASCE AMERICAN SOCIETY OF ONR ENGINEERS Ice Results: Ice Thickness: 1.50 in. Concurrent Temperature: 25 F Gust Speed 30 mph Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Date Accessed: Thu Apr 14 2022 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness, reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Thu Apr 14 2022 ie um r-. Attachment 2: Collocation Application 750 Park of Commerce Drive Suite 200 Boca Raton,FL 33487 561-948-6367 VerticalBridge.com COLOCATION APPLICATION Vertical Bridge REIT, LLC. US-OR-5049 750 Park of Commerce Drive verticalbridge Version 1 Suite 200 New Cingular Wireless PCS, LLC Boca Raton, FL 33487 SUMMARY ' PRIMARY INFO VERTICAL BRIDGE SITE INFO Application#: P-020456 VB Site#: US-OR-5049 Application Version:1 (Submitted:3/8/2022 2:21:00 PM) VB Site Name: P003XC041 Application Type: Broadband Latitude: 45.40238083 fj Application Name: DURHAM Longitude: -122.76531080 Lease Type: Amendment Structure Type: II SST Description: Structure Height: 100.0000 Replace(3)antennas,Add(3)antennas,Replace(1)Raycap,add (2)DC cables Site Address: 16295 SW 85TH AVE- Portland,OR 97005 VERTICAL BRIDGE DEAL TEAM I RLM:Tiffany McClurg RLS:Pilar Lozano ROM:Brian Bertrand TMcClurg@verticalbridge.com PLozano©verticalbridge.com BBertrand@verticalbridge.com I (206)719-1639 (561)348-5212 +(125)335-04211 1 TENANT LEGAL INFO APPLICANT Tenant Legal Name: New Cingular Wireless PCS,LLC Name: Ursula Turner State of Registration: Delaware Address 16801 S Midwest Blvd Type of Entity: Carrier NOC 4: 8665391483 Norman,OK 73026- Tenant Site#: PR52 + Phone Number:: (405)761-8707 Tenant Site Name: Durham Email Address: ursula.tumer@smartiinkgroup.com FINAL LEASED RIGHTS CONFIGURATION TOTALS This is a summary of your remaining existing equipment plus the new equipment. FINAL EQUIPMENT FINAL LINES Qty Equipment Type Qty Line Type 2 Surge Arrestor/Raycap/Squid 2 Hybrid 12 Panel 6 DC Power 12 RRU Collocation Application P-020456 Page 1 of 4 COLOCATION APPLICATION Vertical Bridge REIT, LLC. US-OR-5049 750 Park of Commerce Drive verticalbridge Version 1 Suite 200 New Cingular Wireless PCS, LLC Boca Raton, FL 33487 FREQUENCY & TECHNOLOGY INFO Type of Technology: Broadband Wireless Is TX Frequency Licensed: Yes TX Frequency: 3700-3980,2450-3550 Is RX Frequency Licensed: Yes RX Frequency: 3700-3980,2450-3550 MOUNT & STRUCTURAL ANALYSIS MOUNT ANALYSIS STRUCTURAL HARD COPIES Provided by Tenant: Yes Required: No To Be Run by VB: Number of Hard Copies Include Mount Mapping: CONTACTS INVOICE CONTACT Attention To Name Address Phone Number 1 Phone Number 2 Email 1 Email 2 Ursula Turner Ursula Turner 16801 S Midwest (405)761-8707 ursula.tumer@sm ursula.tumer@sm Blvd artlinkgroup.com artlinkgroup.com Norman,OK 73026 PO CONTACT Name Phone Number Email Ursula Turner (405)761-8707 ursula.turner@smartlinkgroup.com LEASING CONTACT Name Phone Number Email Wendy Long (206)321-1116 w1729k@att.com LINE & EQUIPMENT EXISTING LINE(S) Qty Line Type Line Dlameter(in.) Line Location Comments Remain 5 DC Power 1 Exterior Yes 2 Hybrid 1 Exterior Yes NEW LINE(S) Qty Line Type Line Size(in.) Line Location Comments Collocation Application P-020456 Page 2 of 4 COLOCATION APPLICATION Vertical Bridge REIT, LLC. \, US-OR-5049 750 Park of Commerce Drive vertical bridge Version 1 Suite 200 New Cingular Wireless PCS, LLC Boca Raton, FL 33487 1 DC Power 1 Exterior EXISTING EQUIPMENT Qty Equipment RAD Mount Mount Manufacturer Model Dimensions Weight Azimuth Comments Remain Type Height (H') Type Number (H"xW"xD") (Lbs.) 2 Panel 98.00 98.00 Platform cellmax CMA-U 96.50 x 112.00 0 Yes BTULB 27.20 x 7.00 ULBHH- 6517-17 -21-21 4 Panel 98.00 98.00 Platform COMMSCOP NNHH-6 96.00x 99.20 120/240 Yes E 5C-R4 19.60 x 7.80 3 RRU 98.00 98.00 Platform NOKIA RRH 22.00 x 77.20 0 Yes 4T4R 12.10 x 7.00 B12/14 320W AHLBA 3 Panel 98.00 98.00 Platform KATHREIN 800-101 54.50 x 46.30 15/135/2 No 21 10.30 x 5.90 55 3 RRU 98.00 98.00 Platform NOKIA RRH 22.00 x 66.13 0 Yes 4T4R 12.12 x 5.80 B25/66 320W AHFIB 3 RRU 98.00 98.00 Platform NOKIA RRH4T 21.40 x 51.00 0 Yes 4R B5 12.00 x 7.20 160W AHCA 3 RRU 98.00 98.00 Platform NOKIA RRH 13.25 x 5.51 34.17 0 Yes 4T4R x 12.05 B30 100W AHNA 2 Surge 98.00 98.00 Platform RAYCAP DC9-48- 18.28 x 28.70 0 Yes Arrestor/Ra 60-24-8 10.24 x ycap/Squid C-EV 31.40 NEW EQUIPMENT Qty Equipment RAD Mount(H') Mount Type Manufacturer Model Dimensions Weight Azimuth Comments Type Height Number (H"xW"xD") (Lbs.) 3 Panel 98.00 98.00 Platform NOKIA AEQK 29.50 x 99.00 0/120/24 AEQK AND 17.70 x 9.44 0 AEQU ANTENNA S WILL BE STACKED IN ANTENNA POSITION 4 ON ALL SECTORS 3 Panel 98.00 98.00 Platform NOKIA AEQU 29.50 x 99.00 0/120/24 17.70 x 9.44 0 Collocation Application P-020456 Page 3 of 4 / COLOCATION APPLICATION Vertical Bridge REIT, LLC. US-OR-5049 750 Park of Commerce Drive verticalbridge Version 1 Suite 200 New Cingular Wireless PCS, LLC Boca Raton, FL 33487 GROUND &INTERIOR SPACE REQUIREMENTS Requirement Total Lease Area Cabinet Cabinet Area(L x Shelter Required Shelter Pad(L x Comments Type (L x W) Required W) W) No Changes x x x GENERATOR REQUIREMENTS Requirement Fuel Type Kilowatt Size Pad Dimensions Generator Fuel Tank Comments Type (L x D) Manufacturer Manufacturer No Changes x AC POWER REQUIREMENTS Meter Type Additional Details Comments Existing Tenant Meter V,$,Amps BACKHAUL REQUIREMENTS Requirement Type Cable Type Number Of Points Of Riser Size(Inches) Comments Entry No Changes Collocation Application P-D20456 Page 4 of 4