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1545 MAIN ST - RIGHT OF WAY - A T & T 0 yvi-fir' CITY OF ATLANTIC BEACH J� J s� 800 SEMINOLE ROAD 1 , ,- s ATLANTIC BEACH,FL 32233 �j INSPECTION PHONE LINE 247-5814 'r? —01319 RIGHT OF WAY PERMIT MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 DOB INFORMATION: 16-ROW-1375 Job RIGHT-OF-WAY PERMIT Dob Type: RIGHT OF WAY - REPLACE A T &T ANTENNAS , ADD RADIO Description: HEADS AND LOW VOLTAGE HYBRID FIBERCABLE TO TOWE R Estimated Value: 6/17/2016 Issue Date: 1211412016 Ex'iration Date: PROPERTY ADDRESS: 1545 MAIN ST Address: RE Number: 172325-0000 PROPERTY OWNER: PAR PRO LTD Name: P 0 BOX 330177 Address: to beginning any earth disturbing PERMIT INFORMATION: PUBLIC WORKS: approved prior to start Fullacti sties. Contact public Works(24asures must b 5834)e Iforr Erosionled and and Sediment Control Inspection prior activities. Contact of construction. All silt must remain on-site during construction. Roll off container company must be on City approved list and container cannot be placed on City Right- ublic Services,Shapell's,Sunshine Recycling and of-Way. (Approved: Advanced Disposal, Realco, Rep Waste Pro). Full right-of-way restoration, including sod, is required. FEES: Total Payments: $0.00 ONLY IN A('('ORD%N('N: 1N 1111 ALL ('rl'\ OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA PI:IiN11'1' IS APPROVED Ill'ILDING('ODES. . t ;syA`pry, City of Atlantic Beach -- - -*. �, Building Department APPLICATION NUMBER �I, /li (To be assigned by the Building Department.) " , =-°,. ..v 800 Seminole Road H 14 - Atlantic Beach, Florida 3223 45 15 ate 1 - Raw- 13-75 f Phone(904)247-5826 • Faxg 4)247-5845 "-A01•09%=,)9%=, E-mail: building-dept@coab.us' Date routed: &ILS Ii C::7, City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 1545 (z\iN S 7' Department review required Yes No NY . Building Applicant: � Planning &Zoning Tree Administrator Project: RE, C C F . T ' A S (blic Wo 1+ N ublic Utili ie ` 00 R R Q l o G{-k-o S Public Safety 14 _ 3 1-_-_—t t(. t:�2e fl a LE. To T tik ire Services Review fee $ Dept Signature • Other Agency Review or Permit Required Review or Receipt of Permit Verified By Date Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: [Approved. ['Denied. (Circle one.) Comments: Jy� B, BUILDING -fee obt (Q,40i,o. ef PLANNING &ZONING / AReviewed by: ,44.0,A....,"j USA Engineering- T\00-2016 PROJECTS\l7-Snortlink\Mayport`10020470\Design\10020/70Aayport.VCS Filter CO.deg June 3,2016 320.46 PM narcn J P N t4N it ',� f e e l msµ' r • +✓ - �1 E EVycS1 li • t t►_N • �•''I - iii I tea\ ,. �� mail' 12, i T t, �'. !(�_ i. 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(To be assigned by the Building Department.) • , 800 Seminole Road `'''+'A I I� — ROW- 13-75 Atlantic Beach, Florida 322 54q;t �U � V Phone(904)247-5826 • (9 7,54+Y1�' 1;t v- E-mail: building-dept@co s Date routed: t /15/I C/' O City web-site: http://www.c APPLICATION REVIEW AND TRACKING FORM Property Address: 1545 MAIN j;IN S 7 Department review required Yes No Building Applicant: / T Q ( Planning &Zoning Tree Administrator Project: RE,P Lickc� 7G i' t S (lic wo ublic Utili ie i ‘N 1'� OD R It Q( Q Gt.G,(kO S Public Safety FA,to0 Ft( .eickaLe 70 -7-0 ire Services Review fee $ ,V Dept Signature '"' Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APP CATION STATUS Reviewing Department First Review: Approved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING &ZONINGY 1.......„Reviewed by: Date: 6 I I L TREE ADMIN. Second Review: nApproved as revised. ❑Denied. c.(41_Ciff KS Comments: PUBLIC UTILITIES 6,/, / PUBLIC; SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 $IZS(05/ t2(M1° 0'' CITY OF ATLANTIC BEACH CONSTRUCTION PERMIT WITHIN CITY RIGHTS OF WAY AND EASEMENTS 800 Seminole Road 904-247-5800 r Ji S)? Atlantic Beach,Florida 32233-5445 Fax 904-247-5845 PLEASE SUBMIT(3)COMPLETE SETS OF PLANS WITH APPLICATION. Date PERMIT# Job Address 1545 MAIN ST Atlantic Beach FL 32233 ISSUED BY THE CITY Permitee: Crown Castle South LLC for AT&T Telephone# 813-342-3852 Permittee Address: 4511 N. Rimes Ave, Ste 210, Tampa, FL 33614 Requesting Permission to Construct: Replace AT&Texisting antennas, add radio heads and low voltage hybrid fibercable to tower. Location: (Reference to Cross-Street) 1545 MAIN ST Atlantic Beach FL 32233 1. Applicant declares that prior to filing this application he has ascertained the location of all existing utilities, both aerial and underground and the accurate locations are shown on the sketches. A Letter of Notification was mailed to the following Utilities/Municipalities: Jacksonville Electric Authority Yes No J✓ Date: Bell South Telephone Company Yes No Date: Ferrell Gas Yes No ✓ Date: Comcast Yes No 0 Date: 2. Whenever necessary for the construction, repair, improvement, maintenance, safe and efficient operation, alteration or relocation of all, or any portion of said street or easement as determined by the Director of Public Works, any or all of said poles, wires, pipes, cables or other facilities and appurtenances authorized hereunder, shall be immediately removed from said street or easement or reset or relocated hereon as required by the Director of Public Works, and at the expense of the Permittee unless reimbursement is authorized. 3. All work shall meet City of Atlantic Beach or Florida Department of Transportation Standards and be performed under the supervision of Jack Michael Hober of Ansco&Associates,LLC (Contractor's Project Superintendent) located at 736 PARK NORTH BLVD STE 100 CLARKSTON,GA 30021 Telephone#: 404-300-5227 4. All materials and equipment shall be subject to inspection by the Director of Public Works or his designee. 5. All city property shall be restored to its original condition as far as practical, in keeping with city specifications and the manner satisfactory to the city. 6. A sketch of plans covering details of this installation, as well as, a copy of a recent survey shall be made a part of this permit. Calculations showing any increase in impervious area on owner's lot or in the city Right of Way are to be included with this application. 7. This permittee shall commence actual construction in good faith with 60 days. If the beginning date is more than 60 days from date of permit approval, then permittee must review the permit with the Director of Public Works to make sure no changes have occurred in the area that would affect the permitted construction. 8. It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City's right, title and interest in the land to be entered upon and used by the holder, and the Holder will, at all times, assume all risk of and indemnify, defend, and save harmless the City of Atlantic Beach from and against any and all loss, damage, and cost of expenses arising in any manner of the exercise or attempted exercises by the holder of the aforesaid rights and privileges. 9. The Director of Public Works shall be notified twenty-four (24) hours prior to starting work and again immediately upon completion. OWNER ;•'•' DONNA R MOORE III :f/i �_ Commission tt FF 123162 Signed: // - s Date: 4 ) ,.,Iii My Commission Expires Before me'h s day of .A I?i,16,in the County of Duval, Viz, 00;0 May 14, 2018 State Of Florida,has personally appeared Kevin Ende^e ---""""� Notary Public at Large,State of Florida,CC9unty of 9F►val.1`14004rbtott-� 1.1•••ap.1711 "4R My commission expires: 5- 1(-{- Personally Known: Produced Identification: PAU L J. FORD r? RIF & COMPANY 196015 Date: May 31, 2016 David Robertson Paul J Ford and Company Crown Castle 250 E. Broad Street, Suite 600 12725 Morris Road Extension, Suite 400 Columbus, OH 43215 Alpharetta, GA 30004 mbuske@pjfweb.com Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: 10020470 Carrier Site Name: Mayport Crown Castle Designation: Crown Castle BU Number: 812565 Crown Castle Site Name: MAYPORT Crown Castle JDE Job Number: 379330 Crown Castle Work Order Number: 1241047 Crown Castle Application Number: 347739 Rev. 1 Engineering Firm Designation: Paul J Ford and Company Project Number: 37516-1744.001.8700 Site Data: 1545 Main Street, Atlantic Beach, Duval County, FL Latitude 30°20'13", Longitude-81°25'12" 190 Foot-Self Support Tower Dear David Robertson, Paul J Ford and Company is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 908363, in accordance with application 347739, revision 1. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Existing + Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing loading,respectively. This analysis has been performed in accordance with the 2014 Florida Building Code, 5th Edition, based upon an ultimate 3-second gust wind speed of 129 mph converted to a nominal 3-second gust wind speed of 100 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception#5 of Section 1609.1.1. Exposure Category C with a topographic category 1 and crest height of 0 feet, and Risk Category II were used in this analysis. We at Paul J Ford and Company appreciate the opportunity of providing our continuing p` i� �Wc ,ps to you and Crown Castle. If you have any questions or need further assistance on this or airty h••- / please give us a call. ••:!v . Respectfully submitted by: NO. 79560 • STATE OF ;: iti Matthew Buske, E.I. "i ' •R\°' C9�� Structural Designer •��.. .t jG?��' tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CC!BU No 812565 Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 3 1) INTRODUCTION This tower is a 190 ft Self Support tower designed by Rohn in November of 1990. The tower was originally designed for a wind speed of 100 mph per EIA-222-D. The tower was reinforced by modifications designed by PJF in July of 2011. 2)ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 99.9 mph with no ice, and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Information Center Number Number Feed Mounting Lineof Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 2 commscope WCS-IMFQ-AMT-43 187.0 187.0 3 ericsson RRUS 32 B2 I 4 I raycap DC2-48-60-0-9E tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CC/BU No 812565 Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 5 3.1) Analysis Method tnxTower(version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Paul J Ford and Company should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 4-Section Capacity (Summary) Section Elevation(ft) Component Type Size Critical P(K) SF*P allow % Pass/Fail No. Element (K) Capacity Pipe 2.875"x 0.276"(2.5 Ti 190-180 Leg XS) 3 -3.00 74.51 4.0 Pass T2 180-160 Leg Pipe 3.5"x 0.300"(3 XS) 29 -28.05 94.46 29.7 Pass T3 160-140 Leg Pipe 4.5"x 0.337"(4 XS) 68 -57.25 159.90 35.8 Pass T4 140-120 Leg Pipe 5.563"x 0.375"(5 107 -85.44 239.38 35.7 Pass XS) T5 120-100 Leg Pipe 6.6 EHS)0.340 (6 146 -112.50 244.02 46.1 Pass T6 100-80 Leg Pipe 6.625'x 0.432"(6 173 -142.21 303.62 46.8 Pass X ) T7 80-60 Leg Pipe 6.625X S))x 0.432"(6 200 -169.65 303.58 55.9 Pass T8 60-40 Leg Pipe 8.62EHS)0.375"(8 227 -196.58 386.31 50.9 Pass T9 40-20 Leg Pipe 8.62EHS)0.375"5"x (8 254 -223.87 386.31 58.0 Pass T10 20-0 Leg Pipe 8.62XS)00 .500"(8 281 -237.53 505.43 47.0 Pass Ti 190-180 Diagonal Pipe 2.3 STD)0.1 "(2 12 -4.27 24.15 17.7 Pass T2 180-160 Diagonal Pipe 2.375"x 0.218"(2 36 -7.82 23.14 33.8 Pass XS) T3 160-140 Diagonal Pipe 2.3 STD)0.154 (2 75 -6.59 15.33 43.0 Pass T4 140-120 Diagonal Pipe 2-3 STD)0.1 (2 114 -9.10 13.17 69.1 Pass T5 120-100 Diagonal Pipe 2.875"x 203"(2.5 153 -11.19 16.50 67.8 Pass STT6 100-80 Diagonal Pipe 3.5"x 0.216"(3 STD) 180 -10.87 28.50 38.2 Pass T7 80-60 Diagonal Pipe 3.5"x 0.216"(3 STD) 207 -10.96 24.78 44.2 Pass T8 I 60-40 Diagonal Pipe 3.5"x 0.216"(3 STD) 234 -12.06 22.07 54.6 Pass I T9 40-20 Diagonal Pipe 3.5"x 0.216"(3 STD) 261 -12.57 19.40 64.8 Pass (37515-2715)2.875"x T10 20-0 Diagonal .276"Pipe w/3.5"x.300" 294 -18.61 33.70 55.2 Pass 1 Half Sleeve tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 7 Section Elevation(ft) Component Type Size Critical P(K) SF*P_allow % Pass I Fail No. Element (K) Capacity Bracing (T10) Redund Hip 1 Bracing 0.4 Pass (T10) Redund Hip Diagonal 1 0.5 Pass Bracing (T10) Inner Bracing 0.3 Pass (T5) Bolt Checks 46.3 Pass I I Rating= I 69.1 I Pass Table 5-Tower Component Stresses vs. Capacity Notes Component Elevation (ft) %Capacity Pass/Fail 1 Anchor Rods - 46.6 1 Pass Base Foundation 1Structural - 26.4 Pass 1 Base Foundation - 38.3 Pass Soil Interaction Structure Rating (max from all components)= 69.1% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations • The tower and its base and anchor foundations have sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 9 Tower Input Data The main tower is a 3x free standing tower with an overall height of 190.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 8.50 ft at the top and 27.68 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: 1) Tower is located in Duval County, Florida. 2) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). 3) Basic wind speed of 100 mph. 4) Structure Class II. 5) Exposure Category C. 6) Topographic Category 1. 7) Crest Height 0.00 ft. 8) Deflections calculated using a wind speed of 60 mph. 9) A non-linear(P-delta) analysis was used. 10) Pressures are calculated at each section. 11) Stress ratio used in tower member design is 1. Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Ni Calculate Redundant Bracing Forces Consider Moments-Diagonals Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification Use Clear Spans For Wind Area SR Leg Bolts Resist Compression 4 Use Code Stress Ratios 4 Use Clear Spans For KUr Ni All Leg Panels Have Same Allowable NI Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice Bypass Mast Stability Checks d Consider Feed Line Torque Always Use Max Kz Ni Use Azimuth Dish Coefficients 4 Include Angle Block Shear Check Use Special Wind Profile Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption Include Botts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles 4 Secondary Horizontal Braces Leg ' 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 • • tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 11 Tower Section Geometry (cont'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft T1 190.00- Pipe Pipe 2.875"x 0.276"(2.5 A618-50 Pipe Pipe 2.375"x 0.154"(2 A618-50 180.00 XS) (50 ksi) STD) (50 ksi) T2 180.00- Pipe Pipe 3.5"x 0.300"(3 XS) A618-50 Pipe Pipe 2.375"x 0.218"(2 XS) A618-50 160.00 • (50 ksi) (50 ksi) T3 160.00- Pipe Pipe 4.5"x 0.337"(4 XS) A618-50 Pipe Pipe 2.375"x 0.154"(2 A618-50 140.00 (50 ksi) STD) (50 ksi) T4 140.00- Pipe Pipe 5.563"x 0.375"(5 XS) A618-50 Pipe Pipe 2.375"x 0.154"(2 A618-50 120.00 (50 ksi) STD) (50 ksi) T5 120.00- Pipe Pipe 6.625"x 0.340"(6 A618-50 Pipe Pipe 2.875"x 0.203"(2.5 A618-50 100.00 EHS) (50 ksi) STD) (50 ksi) T6 100.00- Pipe Pipe 6.625"x 0.432"(6 XS) A618-50 Pipe Pipe 3.5"x 0.216"(3 STD) A618-50 80.00 (50 ksi) (50 ksi) T7 80.00-60.00 Pipe Pipe 6.625"x 0.432"(6 XS) A618-50 Pipe Pipe 3.5"x 0.216"(3 STD) A618-50 (50 ksi) (50 ksi) T8 60.00-40.00 Pipe Pipe 8.625"x 0.375"(8 A618-50 Pipe Pipe 3.5"x 0.216"(3 STD) A618-50 EHS) (50 ksi) (50 ksi) T9 40.00-20.00 Pipe Pipe 8.625"x 0.375"(8 A618-50 Pipe Pipe 3.5"x 0.216"(3 STD) A618-50 EHS) (50 ksi) (50 ksi) T10 20.00-0.00 Pipe Pipe 8.625"x 0.500"(8 XS) A618-50 Arbitrary (37515-2715)2.875"x.276" A500-46 (50 ksi) Shape Pipe w/3.5"x.300"Half (46 ksi) Sleeve 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 ft Girts T1 190.00- None Flat Bar A36 Pipe Pipe 1.9"x 0.145" A618-50 180.00 (36 ksi) (1.5 STD) (50 ksi) T2 180.00- None Flat Bar A36 Pipe Pipe 1.9"x 0.145" A618-50 160.00 (36 ksi) (1.5 STD) (50 ksi) T3 160.00- None Flat Bar A36 Pipe Pipe 1.9"x 0.145" A618-50 140.00 (36 ksi) (1.5 STD) (50 ksi) T4 140.00- None Flat Bar A36 Pipe Pipe 2.375"x 0.154" A618-50 • 120.00 (36 ksi) (2 STD) (50 ksi) T5 120.00- None Flat Bar A36 Pipe Pipe 2.375"x 0.154" A618-50 100.00 (36 ksi) (2 STD) (50 ksi) T6 100.00- None Flat Bar A36 Pipe Pipe 2.375"x 0.154" A618-50 80.00 (36 ksi) (2 STD) (50 ksi) T7 80.00-60.00 None Flat Bar A36 Pipe Pipe 2.875"x 0.203" A618-50 (36 ksi) (2.5 STD) (50 ksi) T8 60.00-40.00 None Flat Bar A36 Pipe Pipe 2.875"x 0.203" A618-50 (36 ksi) (2.5 STD) (50 ksi) T9 40.00-20.00 None Flat Bar A36 Pipe Pipe 2.875"x 0.203" A618-50 (36 ksi) (2.5 STD) (50 ksi) T10 20.00-0.00 None Flat Bar A36 Pipe Pipe 2.875"x 0.203" A618-50 (36 ksi) (2.5 STD) (50 ksi) • Tower Section Geometry (cont'd) Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft T1 190.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 180.00 (50 ksi) (36 ksi) tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 • Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 13 Tower Section Geometry (cont'd) K Factors' Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y T1 190.00- Yes No 1 1 1 1 1 1 1 1 180.00 1 1 1 1 1 1 1 T2 180.00- Yes No 1 1 1 1 1 1 1 1 160.00 1 1 1 1 1 1 1 T3 160.00- Yes No 1 1 1 1 1 1 1 1 140.00 1 1 1 1 1 1 1 T4 140.00- Yes No 1 1 1 1 1 1 1 1 120.00 1 1 1 1 1 1 1 T5 120.00- Yes No 1 1 1 1 1 1 1 1 100.00 1 1 1 1 1 1 1 T6 100.00- Yes No 1 1 1 1 1 1 1 1 80.00 1 1 1 1 1 1 1 17 80.00- Yes No 1 1 1 1 1 1 1 1 60.00 1 1 1 1 1 1 1 T8 60.00- Yes No 1 1 1 1 1 1 1 1 40.00 1 1 1 1 1 1 1 T9 40.00- Yes No 1 1 1 1 1 1 1 1 20.00 1 1 1 1 1 1 1 T10 20.00- Yes No 1 1 1 1 1 1 1 1 0.00 1 1 1 1 1 1 1 'Note:K factors are applied to member segment lengths.K-braces without inner supporting members will have the K factor in the out-of- plane direction applied to the overall length. Tower Section Geometry (cont'd) Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation ft Net Width U Net U Net Width U Net U Net U Net U Net U Deduct Width Deduct Width Width Width Width in Deduct in Deduct Deduct Deduct Deduct in in in in in T1 190.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 180.00 T2 180.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 160.00 T3 160.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 140.00 T4 140.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 120.00 T5 120.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 100.00 T6 100.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 80.00 17 80.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 60.00 T8 60.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 40.00 T9 40.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 20.00 T10 20.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.00 tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.001.8700,Application 347739, Revision 1 Page 15 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K • ft e ft Flash Beacon Lighting C None 0.0000 190.00 No Ice 2.70 2.70 0.05 (2)E15S09P78 A From Leg 4.00 0.0000 187.00 No Ice 0.75 0.34 0.02 0.00 0.00 DC6-48-60-18-8F A From Leg 4.00 0.0000 187.00 No Ice 0.92 0.92 0.02 0.00 0.00 DC6-48-60-18-8F C From Leg 4.00 0.0000 187.00 No Ice 0.92 0.92 0.02 0.00 0.00 (2)DBXNH-6565B-R2M w/ A From Leg 4.00 0.0000 187.00 No Ice 8.51 7.16 0.08 Mount Pipe 0.00 0.00 (2)E15S09P78 B From Leg 4.00 0.0000 187.00 No Ice 0.75 0.34 0.02 0.00 0.00 (2)DBXNH-6565B-R2M w/ B From Leg 4.00 0.0000 187.00 No Ice 8.51 7.16 0.08 Mount Pipe 0.00 0.00 (2)E15S09P78 C From Leg 4.00 0.0000 187.00 No Ice 0.75 0.34 0.02 0.00 0.00 (2)DBXNH-6565B-R2M w/ C From Leg 4.00 0.0000 187.00 No Ice 8.51 7.16 0.08 Mount Pipe 0.00 0.00 (2)SBNHH-1D65B A From Leg 4.00 0.0000 187.00 No Ice 8.16 5.40 0.04 0.00 0.00 (2)SBNHH-1D65B B From Leg 4.00 0.0000 187.00 No Ice 8.16 5.40 0.04 0.00 0.00 (2)SBNHH-1D65B C From Leg 4.00 0.0000 187.00 No Ice 8.16 5.40 0.04 0.00 0.00 RRUS 12 A From Leg 4.00 0.0000 187.00 No Ice 3.15 1.29 0.06 0.00 0.00 RRUS 12 B From Leg 4.00 0.0000 187.00 No Ice 3.15 1.29 0.06 0.00 0.00 RRUS 12 C From Leg 4.00 0.0000 187.00 No Ice 3.15 1.29 0.06 0.00 0.00 RRUS 32 B30 A From Leg 4.00 0.0000 187.00 No Ice 2.74 1.67 0.05 0.00 0.00 RRUS 32 B30 B From Leg 4.00 0.0000 187.00 . No Ice 2.74 1.67 0.05 0.00 0.00 RRUS 32 B30 C From Leg 4.00 0.0000 187.00 No Ice 2.74 1.67 0.05 0.00 0.00 RRUS-11 A From Leg 4.00 0.0000 187.00 No Ice 2.79 1.19 0.05 0.00 0.00 RRUS-11 B From Leg 4.00 0.0000 187.00 No Ice 2.79 1.19 0.05 0.00 0.00 RRUS-11 C From Leg 4.00 0.0000 187.00 No Ice 2.79 1.19 0.05 0.00 tnxTower Report-version 7.0.5.1 • May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 • Project Number 37516-1744.001.8700,Application 347739, Revision 1 Page 17 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft RG20-FXFB A From Leg 4.00 0.0000 130.00 No Ice 0.84 0.96 0.06 0.00 0.00 RNSDC-7771-PF-48 A From Leg 4.00 0.0000 130.00 No Ice 3.18 1.20 0.02 0.00 0.00 ETW200VS12UB B From Leg 4.00 0.0000 130.00 No Ice 0.40 0.16 0.01 0.00 0.00 (3)TMBXX-6517-R2M w! B From Leg 4.00 0.0000 130.00 No Ice 8.77 6.96 ' 0.07 Mount Pipe 0.00 0.00 FRIG B From Leg 4.00 0.0000 130.00 No Ice 2.39 0.97 0.06 0.00 0.00 RG20-FXFB B From Leg 4.00 0.0000 130.00 No Ice 0.84 0.96 0.06 0.00 0.00 RNSDC-7771-PF-48 B From Leg 4.00 0.0000 130.00 No Ice 3.18 1.20 0.02 0.00 0.00 ETW200VS12UB C From Leg 4.00 0.0000 130.00 No Ice 0.40 0.16 0.01 0.00 0.00 (3)TMBXX-6517-R2M w/ C From Leg 4.00 0.0000 130.00 No Ice 8.77 6.96 0.07 Mount Pipe 0.00 0.00 FRIG C From Leg 4.00 0.0000 130.00 No Ice 2.39 0.97 0.06 0.00 0.00 RG20-FXFB C From Leg 4.00 0.0000 130.00 No Ice 0.84 0.96 0.06 0.00 0.00 RNSDC-7771-PF-48 C From Leg 4.00 0.0000 130.00 No Ice 3.18 1.20 0.02 0.00 0.00 6'x 2"Mount Pipe A From Leg 4.00 0.0000 130.00 No Ice 1.43 1.43 0.02 0.00 0.00 6'x 2"Mount Pipe B From Leg 4.00 0.0000 130.00 No Ice 1.43 1.43 0.02 0.00 0.00 6'x 2"Mount Pipe C From Leg 4.00 0.0000 130.00 No Ice 1.43 1.43 0.02 0.00 0.00 Sector Mount[SM 104-3] C None 0.0000 130.00 No Ice 30.02 30.02 0.95 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 ft • • ft ft ft2 K VHLP2-18 A Paraboloid From 4.00 90.0000 178.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Leg 1.00 5.00 VHLP2-11 B Paraboloid From 4.00 90.0000 178.00 2.17 No Ice 3.72 0.03 tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 ' Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 19 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. • . T8 60-40 0.251 29 0.0366 0.0037 T9 40-20 0.112 29 0.0236 0.0023 T10 20-0 0.025 35 0.0102 0.0010 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 190.00 Flash Beacon Lighting 29 2.641 0.1213 0.0179 Inf 187.00 (2)E15S09P78 29 2.563 0.1214 0.0179 Inf 184.00 VHLP2-11 29 2.485 0.1214 0.0179 Inf 183.00 VHLP2-18 29 2.459 0.1213 0.0179 Inf 178.00 LLPX310R-V4 w/Mount Pipe 29 2.329 0.1206 0.0178 771794 130.00 ETw200VS12UB 29 1.213 0.0887 0.0110 73734 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 ° T1 190-180 11.576 8 0.5297 0.0799 T2 180-160 10.440 8 0.5286 0.0796 T3 160-140 8.216 8 0.4872 0.0741 T4 140-120 6.231 8 0.4194 0.0575 T5 120-100 4.499 8 0.3567 0.0413 16 100-80 3.082 8 0.2874 0.0307 17 80-60 1.956 8 0.2256 0.0228 T8 60-40 1.111 4 0.1604 0.0164 T9 40-20 0.496 4 0.1033 0.0103 T10 20-0 0.111 20 0.0449 0.0044 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 190.00 Flash Beacon Lighting 8 11.576 0.5297 0.0799 806064 187.00 (2)E15S09P78 8 11.235 0.5301 0.0799 806064 184.00 VHLP2-11 8 10.895 0.5301 0.0798 682465 183.00 VHLP2-18 8 10.781 0.5299 0.0798 645501 178.00 LLPX310R-V4 w/Mount Pipe 8 10.213 0.5268 0.0795 192332 130.00 ETW200VS12UB 8 5.330 0.3881 0.0489 16966 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio 1 ft in Bolts Bolt K Allowable K T1 190 Leg A325N 0.8750 4 0.25 40.59 0.006 ✓ 1 Bolt Tension 11 Diagonal A325N 0.6250 3 1.42 12.43 0.115 V✓ 1 Bolt Shear tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 • Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 21 Section Elevation Size L L„ KMr A P„ 4)P„ Ratio No. P„ ft ft ft in2 K K 4)pn EHS) K=1.00 `/ T6 100-80 Pipe 6.625"x 0.432"(6 20.05 10.03 54.8 8.4049 -142.21 303.62 0.468 1 • XS) K=1.00 ti/ 17 80-60 Pipe 6.625"x 0.432"(6 20.06 10.03 54.8 8.4049 -169.65 303.58 0.559' XS) K=1.00 y/ T8 60-40 Pipe 8.625"x 0.375"(8 20.05 10.03 41.2 9.7193 -196.58 386.31 0.509 1 EHS) K=1.00 V T9 40-20 Pipe 8.625"x 0.375"(8 20.05 10.03 41.2 9.7193 -223.87 386.31 0.580' EHS) K=1.00 `/ T10 20-0 Pipe 8.625"x 0.500"(8 20.05 10.03 41.8 12.762 -237.53 505.43 0.470 1 XS) K=1.00 7 V 1 P„ /4)P„controls Diagonal Design Data (Compression) Section Elevation Size L L„ KM- A P„ OP„ Ratio No. P. ft ft ft in2 K K 4)P„ T1 190-180 Pipe 2.375"x 0.154"(2 6.58 6.39 97.4 1.0745 -4.27 24.15 0.177' STD) K=1.00 V T2 180-160 Pipe 2.375"x 0.218"(2 7.94 7.67 120.1 1.4773 -7.82 23.14 0.338' XS) K=1.00 V T3 160-140 Pipe 2.375"x 0.154"(2 8.55 8.25 125.8 1.0745 -6.59 15.33 0.430' STD) K=1.00 V T4 140-120 Pipe 2.375"x 0.154"(2 9.24 8.91 135.8 1.0745 -9.10 13.17 0.691 ' STD) K=1.00 V T5 120-100 Pipe 2.875"x 0.203"(2.5 12.52 12.06 152.7 1.7040 -11.19 16.50 0.678' STD) K=1.00 V T6 100-80 Pipe 3.5"x 0.216"(3 13.31 12.89 132.9 2.2285 -10.87 28.50 0.382' STD) K=1.00 V T7 80-60 Pipe 3.5"x 0.216"(3 14.21 13.82 142.5 2.2285 -10.96 24.78 0.442' STD) K=1.00 V T8 60-40 Pipe 3.5"x 0.216"(3 15.12 14.64 151.0 2.2285 -12.06 22.07 0.546' STD) K=1.00 `/ T9 40-20 Pipe 3.5"x 0.216"(3 16.08 15.62 161.1 2.2285 -12.57 19.40 0.648' STD) K=1.00 V T10 20-0 (37515-2715)2.875"x 24.33 12.17 158.8 3.7615 -18.61 33.70 0.552' .276"Pipe w/3.5"x.300" K=1.00 V Half Sleeve P„ /OP„controls Horizontal Design Data (Compression) Section Elevation Size L L„ KI/r A P. OP„ Ratio No. P„ ft ft ft in2 K K OP. T1 190-180 Pipe 1.9"x 0.145"(1.5 8.52 4.14 79.8 0.7995 -2.90 22.58 0.129' STD) K=1.00 V T2 180-160 Pipe 1.9"x 0.145"(1.5 8.60 4.15 80.0 0.7995 -4.18 22.52 0.186 1 STD) K=1.00 V T3 160-140 Pipe 1.9"x 0.145"(1.5 10.01 4.82 92.9 0.7995 -4.08 19.14 0.213' STD) K=1.00 V tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 • Project Number 37516-1744.001.8700,Application 347739, Revision 1 Page 23 Section Elevation Size L L„ KUr A P„ OP. Ratio No. P„ ft ft ft in2 K K 4)Pn T10 20-0 Pipe 1.9"x 0.145"(1.5 6.29 6.29 121.3 0.7995 -0.05 11.86 0.004 1 STD) K=1.00 V I P,, /4 pn controls Redundant Hip Diagonal (1) Design Data (Compression) Section Elevation Size L Lu KW A P„ 4)P„ • Ratio No. P,, ft ft ft in2 K K (1)Pn T10 20-0 Pipe 2.875"x 0.203"(2.5 15.07 15.07 190.9 1.7040 -0.06 10.56 0.005' STD) K=1.00 `/ 1 P„ /,Pn controls Inner Bracing Design Data (Compression) Section Elevation Size L Lu Klfr A P„ $p Ratio No. Pu ft ft ft in2 K K 4 Pn T1 190-180 L2x2x1/8 4.25 4.25 128.3 0.4844 -0.01 6.56 0.002' K=1.00 ✓ T2 180-160 L2x2x1/8 4.28 4.28 129.3 0.4844 -0.00 6.48 0.001 1 K=1.00 V T3 160-140 L2x2x1/8 5.01 5.01 151.1 0.4844 -0.00 4.79 0.001 1 K=1.00 V T4 140-120 L2x2x1/8 6.05 6.05 182.6 0.4844 -0.01 3.28 0.002 1 K=1.00 `/ T5 120-100 L2x2x1/8 6.96 6.96 210.0 0.4844 -0.01 2.48 0.003' K=1.00 V T6 100-80 L2 1/2x2 1/2x3/16 8.15 8.15 197.5 0.9020 -0.01 5.23 0.002' K=1.00 (/ 17 80-60 L3x3x3/16 9.43 9.43 189.9 1.0900 -0.01 6.83 0.002' K=1.00 Ifr/ T8 60-40 L3 1/2x3 1/2x1/4 10.71 10.71 185.2 1.6900 -0.01 11.13 0.001 1 K=1.00 V T9 40-20 L3 1/2x3 1/2x1/4 11.96 11.96 206.9 1.6900 -0.01 8.92 0.001 1 K=1.00 V T10 20-0 Pipe 2.375"x 0.154"(2 12.59 12.59 191.9 1.0745 -0.01 6.59 0.002 1 STD) K=1.00 V I P u /4)P„controls Tension Checks Leg Design Data (Tension) tnxTower Report-version 7.0.5.1 t May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 25 Section Elevation Size L L„ KUr A P„ Oa Ratio No. P„ ft ft ft in2 K K (i)Pn T1 190-180 Pipe 1.9"x 0.145"(1.5 8.52 4.14 79.8 0.7995 2.94 35.98 0.082' STD) `/ . T2 180-160 Pipe 1.9"x 0.145"(1.5 8.60 4.15 80.0 0.7995 4.22 35.98 0.117 1 STD) ✓ T3 160-140 Pipe 1.9"x 0.145"(1.5 10.01 4.82 92.9 0.7995 4.08 35.98 0.113' STD) V/ T4 140-120 Pipe 2.375"x 0.154"(2 12.10 5.82 88.7 1.0745 6.23 48.35 0.129' STD) V T5 120-100 Pipe 2.375"x 0.154"(2 13.92 6.68 101.9 1.0745 6.61 48.35 0.137 1 STD) ✓ T6 100-80 Pipe 2.375"x 0.154"(2 16.29 7.87 120.0 1.0745 7.02 48.35 0.145' STD) `/ 17 80-60 Pipe 2.875"x 0.203"(2.5 18.86 9.15 115.9 1.7040 7.61 76.68 0.099 1 STD) V T8 60-40 Pipe 2.875"x 0.203"(2.5 21.43 10.35 131.1 1.7040 8.87 76.68 0.116' STD) Sel T9 40-20 Pipe 2.875"x 0.203"(2.5 23.93 11.60 147.0 1.7040 9.68 76.68 0.126 1 STD) i✓ T10 20-0 Pipe 2.875"x 0.203"(2.5 25.18 12.23 154.9 1.7040 9.88 76.68 0.129' STD) I 1 P„ /4P„controls Top Girt Design Data (Tension) Section Elevation Size L L„ Kl/r A P„ Oa Ratio No. Pu ft ft ft int K K OP T1 190-180 Pipe 1.9"x 0.145"(1.5 8.50 4.13 79.6 0.7995 0.78 35.98 0.022' STD) y/ 1 P„ I OP,,controls Redundant Horizontal (1) Design Data (Tension) Section Elevation Size L L„ KUr A P„ OP„ Ratio No. Pu ft ft ft in2 K K (i)Pn T10 20-0 Pipe 1.9"x 0.145"(1.5 6.29 5.93 114.4 0.7995 4.12 25.18 0.164' STD) I/ 1 P„ I(I)Pu controls Redundant Diagonal (1) Design Data (Tension) Section Elevation Size L Lu KUr A Pu OP„ Ratio No. Pu ft ft ft in2 K K 4Pn T10 20-0 Pipe 2.375"x 0.154"(2 11.50 10.77 164.2 1.0745 3.77 33.85 0.111 ' STD) `/ tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CC/BU No 812565 ' Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 27 Section Elevation Component Size Critical P mPenow % Pass No. ft Type Element K K Capacity Fail T8 60-40 Diagonal Pipe 3.5"x 0.216"(3 STD) 234 -12.06 22.07 54.6 Pass T9 40-20 Diagonal Pipe 3.5"x 0.216"(3 STD) 261 -12.57 19.40 64.8 Pass T10 20-0 Diagonal (37515-2715)2.875"x.276" 294 -18.61 33.70 55.2 Pass Pipe w/3.5"x.300"Half Sleeve T1 190-180 Horizontal Pipe 1.9"x 0.145"(1.5 STD) 10 -2.90 22.58 12.9 Pass T2 180-160 Horizontal Pipe 1.9"x 0.145"(1.5 STD) 34 -4.18 22.52 18.6 Pass T3 160-140 Horizontal Pipe 1.9"x 0.145"(1.5 STD) 73 -4.08 19.14 21.3 Pass T4 140-120 Horizontal Pipe 2.375"x 0.154"(2 STD) 112 -6.25 27.21 23.0 Pass T5 120-100 Horizontal Pipe 2.375"x 0.154"(2 STD) 151 -6.67 22.64 29.5 Pass T6 100-80 Horizontal Pipe 2.375"x 0.154"(2 STD) 178 -7.05 16.86 41.8 Pass 17 80-60 Horizontal Pipe 2.875"x 0.203"(2.5 205 -7.60 28.64 26.5 Pass STD) T8 60-40 Horizontal Pipe 2.875"x 0.203"(2.5 232 -8.78 22.38 39.2 , Pass STD) T9 40-20 Horizontal Pipe 2.875"x 0.203"(2.5 259 -9.49 17.82 53.3 Pass STD) T10 20-0 Horizontal Pipe 2.875"x 0.203"(2.5 290 -10.23 16.05 63.8 Pass STD) T1 190-180 Top Girt Pipe 1.9"x 0.145"(1.5 STD) 5 -0.79 22.63 3.5 Pass T10 20-0 Redund Horz 1 Pipe 1.9"x 0.145"(1.5 STD) 292 -4.12 12.89 32.0 Pass Bracing T10 20-0 Redund Diag 1 Pipe 2.375"x 0.154"(2 STD) 289 -3.77 9.00 41.8 Pass Bracing T10 20-0 Redund Hip 1 Pipe 1.9"x 0.145"(1.5 STD) 297 -0.05 11.86 0.4 Pass Bracing T10 20-0 Redund Hip Pipe 2.875"x 0.203"(2.5 307 -0.06 10.56 0.5 Pass Diagonal 1 Bracing STD) T1 190-180 Inner Bracing L2x2x1/8 26 -0.01 6.56 0.2 Pass T2 180-160 Inner Bracing L2x2x1/8 40 -0.00 6.44 0.1 Pass T3 160-140 Inner Bracing L2x2x1/8 79 -0.00 4.79 0.1 Pass T4 140-120 Inner Bracing L2x2x1/8 119 -0.01 3.28 0.2 Pass T5 120-100 Inner Bracing L2x2x1/8 158 -0.01 2.48 0.3 Pass T6 100-80 Inner Bracing L2 1/2x2 1/2x3/16 186 -0.01 5.23 0.2 Pass T7 80-60 Inner Bracing L3x3x3/16 212 -0.01 6.83 0.2 Pass T8 60-40 Inner Bracing L3 1/2x3 1/2x1/4 240 -0.01 11.13 0.2 Pass T9 40-20 Inner Bracing L3 1/2x3 1/2x1/4 267 -0.01 8.92 0.2 Pass T10 20-0 Inner Bracing Pipe 2.375"x 0.154"(2 STD) 310 -0.01 6.59 0.2 Pass Summary Leg(T9) 58.0 Pass Diagonal 69.1 Pass (T4) Horizontal 63.8 Pass (T10) Top Girt 3.5 Pass (T1) Redund 32.0 Pass Horz 1 Bracing (T10) Redund 41.8 Pass Diag 1 Bracing (T10) Redund 0.4 Pass Hip 1 Bracing (T10) • Redund 0.5 Pass Hip Diagonal 1 Bracing (T10) Inner 0.3 Pass Bracing (T5) Bolt 46.3 Pass Checks RATING= 69.1 Pass tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.001.8700,Application 347739, Revision 1 Page 29 APPENDIX B BASE LEVEL DRAWING LET A • (INSTALLED) •• (3)1-1/e TO 130 FT LEVEL (3) 1-3/5'To 130 FT LEVEL 00 (7)1-5/8'TO 130 Fr LEVEL •• .. 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BC(1/4 to 2-1/2 incl.) Strength (Fu): 125 ksi Anchor Rod Results: Yield (Fy): 109 ksi Max Rod (Cu+Vu/rj):__ 28.3 Kips Design Axial, *Fu*Anet: 60.6 Kips *Rod Circle: in Anchor Rod Stress Ratio: 46.6% *e: in *#of Rods 1 or 2 If Applicable; Mu= Pu x e: ft-kips Anchor Rod Results with Bending Considered: *Only enter rod circle, offset(e)and number When the clear distance from the top of concrete to the bottom of anchor rods at the extreme fiber to of level nut excceeds 1.0 times the diameter of the anchor rod, consider if eccentric load due to leg the following interaction equation shall also be satisfied(see reinforcement exist. Figure 4-4 of Rev. G): (VARnv)2+RPARO+(Mu/1Rnm))2<= 1 II :�aa.� �Rnv=�*0.45*Fub*Ab= kips A A B v v B cl)Rnt=4)*Fu*Anel= kips 4Rnm 4*Fy*Z= ft-kips SECTION A-A SECTION $-B Detail Type (a) Detail Type(b) re=a•.ro >Z•o.7o c c D n�o 'O on 5t concrete— All. Omut Comets-` SECTION C-C SECTION D-D Detail Type (c) Detail Type (d) Maximum Acceptable Ratio: 105 % •)?-O.SS (See Note 1 below) rt*0.s-0 Governing Stress Ratio: 46.6% Pass Figure 4-4 of TIA-222-G 37516-1744.001.8700 SST Anchor Rod Check For Rev G-Rev 6.1 091912.xls C) 01 0 CD A• = C- is -I- -1 -I 7 Q ci) --I 3 0 * go . c o 3 (a 0 0! s< 6 p � N 5' 0.T1 7 C) .. N o 0 2 O O 0 o (7 o 0o A 0 c 0 7 CT o < 7 _ N 3 3 .moi• 0 0)CO "0 .7-► 0 O< -Op 0 01 CD � 5III to (D7 (Dc, O .4 II o ,-, _= w I- o o o m c ~ A 3 ca vOi j— - v N -, O s2 co 5 ., CA so 1 111 co alak' _ � � o c — rn g sJ 7 cfl 0 a N % o co N 3 m sv 7 — N U' ` n II II II II II N IIT l c \ WinQ \ \ _ - - - - - - - - _ N n 'o CP 9 Cn - — II 0 N T 67 III N o 1 co II •A --I 4— n = = o __ I \ (�D v N I 3 4....) A - ` \ o) A (I) cc H 5 1 ft 0.5 u(31(5% 6, u. z s 'u. CD 0 6fto („ - to! 0 00 v (D 6.5 ft D -4, -'. iv 5 7 cc u 5 0 a) IL o 7 W -0 -0 -07/ W 71 'D 'vCC CACE ,Z107J -1 ' _ _ -r = o. n. - c-I 7 0 o- a -0 .0 o 3. X. ° <m _a w (o d = 55.3125 in to 070303 a (Yp c uC al-1 o O o0 = r sz sz ia, Iv v n Q. co 7 7 _. z 3 •0 5. 0 (D M III (/) 5• 5' -1 -' "' g 5• 5 7 7 7 (D z W (n o. 7'co co (n .'0 C) ' 0 to (a N (n co co CD V < c 7 — CD C e r-, Vj � -� -, Q 0) mm CO NmW 5' � N — 00 II () „ II N O0 C) v (D ti, coO <n• co A A ^ (n o cD II n (n 7 (n 3 w o 0 X Iv O N N sv y n cD aa 7' O N 7 W .._a._._.-.-._._._._._._._._ ^ a) ' n• II Iv to w-v XI (D 0 0 II CO -' (-"p .,. C7 ,.,; CO 0 pp Iv cu II II „ O N "0 O ' O 7c Iv .A n .' S• II N ❑ : -7 v < II _ N >3 O O II O Crl TI A _ 7 ' c0 N N 0 X" 11 tl 0 NJ W - -' 0 w v w , A----7 O o X II J cn 0 — co 00uawo 0 � � 0 ,, Co•Tw co (71 cia in X N It = _ J a — ;� o _ � • - " III CD CA -5 III N = o (n 0 - rn -o May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.001.8700,Application 347739, Revision 1 Page 30 • • APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CC!BU No 812565 Project Number 37516-1744.001.8700,Application 347739, Revision 1 Page 28 tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 26 • 1 P„ /(I)P„controls Redundant Hip Diagonal (1) Design Data (Tension) Section Elevation Size L L„ KI/r A P„ 4)P,, Ratio No. P„ ft ft ft in2 K K (1)P" T10 20-0 Pipe 2.875"x 0.203"(2.5 15.07 15.07 190.9 1.7040 0.07 53.68 0.001 ' STD) ✓ P. /OP„controls Inner Bracing Design Data (Tension) Section Elevation Size L Lu KUr A P„ OPn Ratio No. Pu ft ft ft int K K +Pr) T1 190-180 L2x2x1/8 4.25 4.25 81.4 0.4844 0.01 15.69 0.001 ' V T2 180-160 L2x2x1/8 4.30 4.30 82.4 0.4844 0.01 15.69 0.000' T3 160-140 L2x2x1/8 4.31 4.31 82.6 0.4844 0.00 15.69 0.000' V T4 140-120 L2x2x1/8 5.70 5.70 109.3 0.4844 0.00 15.69 0.000' V T5 120-100 L2x2x1/8 6.40 6.40 122.6 0.4844 0.00 15.69 0.000' V T6 100-80 L2 1/2x2 1/2x3/16 7.52 7.52 116.0 0.9020 0.00 29.22 0.000' V T7 80-60 L3x3x3/16 8.77 8.77 112.1 1.0900 0.00 49.05 0.000' V • 1 P„ I 41P0 controls Section Capacity Table Section Elevation Component Size Critical P OPallow % Pass No. ft Type Element K K Capacity Fail T1 190-180 Leg Pipe 2.875"x 0.276"(2.5 XS) 3 -3.00 74.51 4.0 Pass T2 180-160 Leg Pipe 3.5"x 0.300"(3 XS) 29 -28.05 94.46 29.7 Pass T3 160-140 Leg Pipe 4.5"x 0.337"(4 XS) 68 -57.25 159.90 35.8 Pass T4 140-120 Leg Pipe 5.563"x 0.375"(5 XS) 107 -85.44 239.38 35.7 Pass T5 120-100 Leg Pipe 6.625"x 0.340"(6 EHS) 146 -112.50 244.02 46.1 Pass T6 100-80 Leg Pipe 6.625"x 0.432"(6 XS) 173 -142.21 303.62 46.8 Pass 17 80-60 Leg Pipe 6.625"x 0.432"(6 XS) 200 -169.65 303.58 55.9 Pass T8 60-40 Leg Pipe 8.625"x 0.375"(8 EHS) 227 -196.58 386.31 50.9 Pass T9 40-20 Leg Pipe 8.625"x 0.375"(8 EHS) 254 -223.87 386.31 58.0 Pass T10 20-0 Leg Pipe 8.625"x 0.500"(8 XS) 281 -237.53 505.43 47.0 Pass T1 190-180 Diagonal Pipe 2.375"x 0.154"(2 STD) 12 -4.27 24.15 17.7 Pass T2 180-160 Diagonal Pipe 2.375"x 0.218"(2 XS) 36 -7.82 23.14 33.8 Pass T3 160-140 Diagonal Pipe 2.375"x 0.154"(2 STD) 75 -6.59 15.33 43.0 Pass T4 140-120 Diagonal Pipe 2.375"x 0.154"(2 STD) 114 -9.10 13.17 69.1 Pass T5 120-100 Diagonal Pipe 2.875"x 0.203"(2.5 153 -11.19 16.50 67.8 Pass STD) T6 100-80 Diagonal Pipe 3.5"x 0.216"(3 STD) 180 -10.87 28.50 38.2 Pass 17 80-60 Diagonal Pipe 3.5"x 0.216"(3 STD) 207 -10.96 24.78 44.2 Pass tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 24 • Section Elevation Size L L„ Kl/r A P„ 4P„ Ratio No. P„ ft ft ft in2 K K 4)Pn T1 190-180 Pipe 2.875"x 0.276"(2.5 10.00 5.00 64.9 2.2535 0.26 101.41 0.003' XS) V T2 180-160 Pipe 3.5"x 0.300"(3 XS) 20.00 6.67 70.4 3.0159 22.90 135.72 0.169' V T3 160-140 Pipe 4.5"x 0.337"(4 XS) 20.04 6.68 54.3 4.4074 50.24 198.34 0.253 1 T4 140-120 Pipe 5.563"x 0.375"(5 20.04 6.68 43.6 6.1120 74.72 275.04 0.272' XS) V T5 120-100 Pipe 6.625"x 0.340"(6 20.04 10.02 54.0 6.7133 99.48 302.10 0.329 1 EHS) V T6 100-80 Pipe 6.625"x 0.432"(6 20.05 10.03 54.8 8.4049 126.17 378.22 0.334' XS) `/ T7 80-60 Pipe 6.625"x 0.432"(6 20.06 10.03 54.8 8.4049 150.15 378.22 0.397' XS) `/ T8 60-40 Pipe 8.625"x 0.375"(8 20.05 10.03 41.2 9.7193 173.19 437.37 0.396' EHS) V T9 40-20 Pipe 8.625"x 0.375"(8 20.05 10.03 41.2 9.7193 196.34 437.37 0.449 1 EHS) ✓ T10 20-0 Pipe 8.625"x 0.500"(8 20.05 10.03 41.8 12.762 205.79 574.32 0.358 1 XS) 7 V I P„ 14)P„controls Diagonal Design Data (Tension) Section Elevation Size L L„ KI/r A P„ (t)P,) Ratio No. P„ ft ft ft int K K (1)P„ T1 190-180 Pipe 2.375"x 0.154"(2 6.58 6.39 97.4 1.0745 4.19 48.35 0.087' STD) V T2 180-160 Pipe 2.375"x 0.218"(2 7.94 7.67 120.1 1.4773 7.72 66.48 0.116' XS) (/ T3 160-140 Pipe 2.375"x 0.154"(2 8.55 8.25 125.8 1.0745 6.49 48.35 0.134' STD) V T4 140-120 Pipe 2.375"x 0.154"(2 9.24 8.91 135.8 1.0745 8.97 48.35 0.185' STD) `/ T5 120-100 Pipe 2.875"x 0.203"(2.5 12.52 12.06 152.7 1.7040 10.99 76.68 0.143' STD) V T6 100-80 Pipe 3.5"x 0.216"(3 13.31 12.89 132.9 2.2285 10.59 100.28 0.106' STD) V T7 80-60 Pipe 3.5"x 0.216"(3 14.21 13.82 142.5 2.2285 10.58 100.28 0.106' STD) V T8 60-40 Pipe 3.5"x 0.216"(3 15.12 14.64 151.0 2.2285 11.59 100.28 0.116' STD) V T9 40-20 Pipe 3.5"x 0.216"(3 16.08 15.62 161.1 2.2285 12.02 100.28 0.120' STD) V T10 20-0 (37515-2715)2.875"x 24.33 12.17 158.8 3.7615 18.01 155.73 0.116' .276"Pipe w/3.5"x.300" V Half Sleeve 1 P„ 10P„controls 1 Horizontal Design Data (Tension) tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 22 Section Elevation Size L L„ KI/r A P„ 4)Pn Ratio No. Pu ft ft ft in2 K K (0Pn T4 140-120 Pipe 2.375"x 0.154"(2 12.10 5.82 88.7 1.0745 -6.25 27.21 0.230' STD) K=1.00 / . T5 120-100 Pipe 2.375"x 0.154"(2 13.92 6.68 101.9 1.0745 -6.67 22.64 0.295' STD) K=1.00 / T6 100-80 Pipe 2.375"x 0.154"(2 16.29 7.87 120.0 1.0745 -7.05 16.86 0.418' STD) K=1.00 / 17 80-60 Pipe 2.875"x 0.203"(2.5 18.86 9.15 115.9 1.7040 -7.60 28.64 0.265' STD) K=1.00 / T8 60-40 Pipe 2.875"x 0.203"(2.5 21.43 10.35 131.1 1.7040 -8.78 22.38 0.392 1 STD) K=1.00 / T9 40-20 Pipe 2.875"x 0.203"(2.5 23.93 11.60 147.0 1.7040 -9.49 17.82 0.533' STD) K=1.00 • / T10 20-0 Pipe 2.875"x 0.203"(2.5 25.18 12.23 154.9 1.7040 -10.23 16.05 0.638' STD) K=1.00 `/ 1 P„ 14Pn controls Top Girt Design Data (Compression) Section Elevation Size L L„ Kik A Pu •Pn Ratio No. Pu ft ft ft in2 K K 4)Pn T1 190-180 Pipe 1.9"x 0.145"(1.5 8.50 4.13 79.6 0.7995 -0.79 22.63 0.035' STD) K=1.00 / 1 P u 14Pn controls Redundant Horizontal (1) Design Data (Compression) Section Elevation Size L L" Kir A P„ Oa Ratio No. P. ft ft ft in2 K K Oa T10 20-0 Pipe 1.9"x 0.145"(1.5 6.29 5.93 114.4 0.7995 -4.12 12.89 0.320 1 STD) K=1.00 / 1 Pu I 4P controls Redundant Diagonal (1) Design Data (Compression) Section Elevation Size L Ln KI/r A P„ OP) Ratio No. Pu ft ft ft in2 • K K +Pn T10 20-0 Pipe 2.375"x 0.154"(2 11.50 10.77 164.2 1.0745 -3.77 9.00 0.418' STD) K=1.00 I 1 P u I Oa controls Redundant Hip (1) Design Data (Compression) tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.001.8700,Application 347739, Revision 1 Page 20 Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt K Allowable • K Horizontal A325N 0.6250 2 1.47 12.430 118 ✓ 1 Bolt Shear T2 180 Leg A325N 0.8750 4 5.73 40.59 0.141 / 1 Bolt Tension Diagonal A325N 0.6250 3 2.61 12.43 0.210 V 1 Bolt Shear Horizontal A325N 0.6250 2 2.11 12.430.170 ✓ 1 Bolt Shear T3 160 Leg A325N 1.0000 4 12.56 53.01 0.237 V 1 Bolt Tension Diagonal A325N 0.6250 3 2.20 12.43 0.177 / 1 Bolt Shear Horizontal A325N 0.6250 2 2.04 12.430.164 ✓ 1 Bolt Shear T4 140 Leg A325N 1.0000 6 12.45 53.01 0.235 V 1 Bolt Tension Diagonal A325N 0.6250 3 3.03 12.430.244 ✓ 1 Bolt Shear Horizontal A325N 0.6250 2 3.12 12.430.251 ✓ 1 Bolt Shear T5 120 Leg A325N 1.0000 6 16.58 53.01 0.313 V 1 Bolt Tension Diagonal A325N 0.6250 3 3.73 12.43 0.300 V 1 Bolt Shear Horizontal A325N 0.6250 2 3.33 12.43 0.268 ✓ 1 Bolt Shear T6 100 Leg A325N 1.0000 6 21.03 53.01 0.397 ✓ 1 Bolt Tension Diagonal A325N 0.6250 3 3.62 12.43 0.292 V/ 1 Bolt Shear Horizontal A325N 0.6250 2 3.52 12.43 0.284 ✓ 1 Bolt Shear T7 80 Leg A325N 1.0000 8 18.77 53.01 0.354 ✓ 1 Bolt Tension Diagonal A325N 0.6250 3 3.65 12.43 0.294 ✓ 1 Bolt Shear Horizontal A325N 0.6250 2 3.81 12.43 0.306 V 1 Bolt Shear T8 60 Leg A325N 1.0000 8 21.65 53.01 0.408 V 1 Bolt Tension Diagonal A325N 0.6250 3 4.02 12.43 0.324 V 1 Bolt Shear Horizontal A325N 0.6250 2 4.44 12.43 0.357 ✓ 1 Bolt Shear T9 40 Leg A325N 1.0000 8 24.54 53.01 0.463 ✓ 1 Bolt Tension Diagonal A325N 0.6250 3 4.19 12.43 0.337 ✓ 1 Bolt Shear Horizontal A325N 0.6250 2 4.84 12.43 0.389 V 1 Bolt Shear T10 20 Leg A354-BC 1.0000 10 20.53 55.22 0.372 ✓ 1 Bolt Tension Diagonal A325N 0.7500 3 6.20 17.89 0.347 ✓ 1 Bolt Shear Horizontal A325N 0.7500 2 5.12 17.89 0.286 ✓ 1 Bolt Shear Compression Checks Leg Design Data (Compression) Section Elevation Size L L„ KI/r . A P„ 0P0 Ratio No. P„ ft ft ft in2 . K K OP„ T1 190-180 Pipe 2.875"x 0.276"(2.5 10.00 5.00 64.9 2.2535 -3.00 74.51 0.040' XS) K=1.00 V T2 180-160 Pipe 3.5"x 0.300"(3 XS) 20.00 6.67 70.4 3.0159 -28.05 94.46 0.297 1 K=1.00 V T3 160-140 Pipe 4.5"x 0.337"(4 XS) 20.04 6.68 54.3 4.4074 -57.25 159.90 0.358 1 K=1.00 V T4 140-120 Pipe 5.563"x 0.375"(5 20.04 6.68 43.6 6.1120 -85.44 239.38 0.357 1 XS) K=1.00 4/ T5 120-100 Pipe 6.625"x 0.340"(6 20.04 10.02 54.0 6.7133 -112.50 244.02 0.461 tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 18 Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft ft2 K w/Shroud(HP) Leg 1.00 6.00 VHLP2-18 C Paraboloid From 4.00 90.0000 178.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Leg 1.00 5.00 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice • 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 Dead+Wind 0 deg-Service 27 Dead+Wind 30 deg-Service 28 Dead+Wind 60 deg-Service 29 Dead+Wind 90 deg-Service 30 Dead+Wind 120 deg-Service 31 Dead+Wind 150 deg-Service 32 Dead+Wind 180 deg-Service 33 Dead+Wind 210 deg-Service. 34 Dead+Wind 240 deg-Service 35 Dead+Wind 270 deg-Service 36 Dead+Wind 300 deg-Service 37 Dead+Wind 330 deg-Service Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. T1 190-180 2.641 29 0.1213 0.0179 T2 180-160 2.381 29 0.1210 0.0179 T3 160-140 1.872 29 0.1115 0.0166 T4 140-120 1.418 29 0.0959 0.0129 T5 120-100 1.023 29 0.0815 0.0093 T6 100-80 0.700 29 0.0657 0.0069 17 80-60 0.444 29 0.0515 0.0051 tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.001.8700,Application 347739, Revision 1 Page 16 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft " ft 0.00 WCS-IMFQ-AMT-43 A From Leg 4.00 0.0000 187.00 No Ice 0.55 0.39 0.02 0.00 0.00 WCS-IMFQ-AMT-43 B From Leg 4.00 0.0000 187.00 No Ice 0.55 0.39 0.02 0.00 0.00 RRUS 32 B2 A From Leg 4.00 0.0000 187.00 No Ice 2.73 1.67 0.05 0.00 0.00 • RRUS 32 B2 B From Leg 4.00 0.0000 187.00 No Ice 2.73 1.67 0.05 0.00 0.00 RRUS 32 B2 C From Leg 4.00 0.0000 187.00 No Ice 2.73 1.67 0.05 0.00 0.00 (2)DC2-48-60-0-9E A From Leg 4.00 0.0000 187.00 No Ice 0.93 0.56 0.02 0.00 0.00 (2)DC2-48-60-0-9E C From Leg 4.00 0.0000 187.00 No Ice 0.93 0.56 0.02 0.00 0.00 Sector Mount[SM 502-3] C None 0.0000 187.00 No Ice 33.02 33.02 1.67 LLPX310R-V4 w/Mount A From Leg 4.00 0.0000 178.00 No Ice 4.44 2.85 0.04 Pipe 0.00 0.00 Horizon DUO A From Leg 4.00 0.0000 178.00 No Ice 0.47 0.29 0.01 0.00 5.00 nRRHv2 A From Leg 4.00 0.0000 178.00 No Ice 2.49 1.48 0.06 0.00 0.00 JUNCTION BOX A From Leg 4.00 0.0000 178.00 No Ice 0.53 0.27 0.00 0.00 0.00 LLPX310R-V4 w/Mount B From Leg 4.00 0.0000 178.00 No Ice 4.44 2.85 0.04 Pipe 0.00 0.00 Horizon DUO B From Leg 4.00 0.0000 178.00 No Ice 0.47 0.29 0.01 0.00 6.00 nRRHv2 B From Leg 4.00 0.0000 178.00 No Ice 2.49 1.48 0.06 0.00 0.00 LLPX310R-V4 w/Mount C From Leg 4.00 0.0000 178.00 No Ice 4.44 2.85 0.04 Pipe 0.00 0.00 Horizon DUO C From Leg 4.00 0.0000 178.00 No Ice 0.47 0.29 0.01 0.00 5.00 nRRHv2 C From Leg 4.00 0.0000 178.00 No Ice 2.49 1.48 0.06 0.00 0.00 Sector Mount[SM 401-3] C None 0.0000 178.00 No Ice 17.87 17.87 0.80 ETW200VS12UB A From Leg 4.00 0.0000 130.00 No Ice 0.40 0.16 0.01 0.00 0.00 (3)TMBXX-6517-R2M w/ A From Leg 4.00 0.0000 130.00 No Ice 8.77 6.96 0.07 Mount Pipe 0.00 0.00 FRIG A From Leg 4.00 0.0000 130.00 No Ice 2.39 0.97 0.06 0.00 0.00 tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 14 Tower Section Geometry (cont'd) Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Elevation Connection Horizontal 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 T1 190.00- Flange 0.8750 4 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 180.00 • A325N A325N A325N A325N A325N A325N A325N T2 180.00- Flange 0.8750 4 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 160.00 A325N A325N A325N A325N A325N A325N A325N T3 160.00- Flange 1.0000 4 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 140.00 A325N A325N A325N A325N A325N A325N A325N T4 140.00- Flange 1.0000 6 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 120.00 A325N A325N A325N A325N A325N A325N -A325N T5 120.00- Flange 1.0000 6 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2• 0.6250 0 100.00 A325N A325N A325N A325N A325N A325N A325N T6 100.00- Flange 1.0000 6 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 80.00 A325N A325N A325N A325N A325N A325N A325N T7 80.00- Flange 1.0000 8 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 60.00 A325N A325N A325N A325N A325N A325N A325N T8 60.00- Flange 1.0000 8 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 40.00 A325N A325N A325N A325N A325N A325N A325N T9 40.00- Flange 1.0000 8 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 20.00 A325N A325N A325N A325N A325N A325N A325N T10 20.00- Flange 1.0000 10 0.7500 3 0.0000 0 0.0000 0 0.6250 0 0.7500 2 0.6250 0 0.00 A354-BC A325N A325N A325N A325N A325N A325N Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # # Clear Width or Perimete Weight or Shield Type Offset Offset Per Spacing Diameter r Leg ft in (Frac FW) Row in in pff in **Face C** LDF4- C No Ar(CaAa) 178.00-0.00 0.0000 -0.47 3 2 0.5200 0.6300 0.15 50A(1/2") 0.5000 LDF4- C No Ar(CaAa) 178.00-0.00 0.0000 -0.47 3 3 0.5200 0.6300 0.15 50A(1/2") 0.5000 9207(5/16") C No Ar(CaAa) 178.00-0.00 0.0000 -0.45 3 3 0.3300 0.3300 0.06 2.5"Conduit C No Ar(CaAa) 178.00-0.00 0.0000 0.45 1 1 2.8730 2.8730 5.53 1.5"flat C No Af(CaAa) 178.00-0.00 0.0000 -0.45 2 2 12.0000 1.5000 1.80 Cable Ladder 1.5000 Rail **Face A** LDF7-50A(1- A No Ar(CaAa) 130.00-0.00 0.0000 0.4 10 7 0.5200 1.9800 0.82 5/8") 0.5000 ASU9325TY A No Ar(CaAa) 130.00-0.00 0.0000 0.4 3 3 1.5840 1.5840 1.61 P01(1-3/5") 1.5"flat A No Af(CaAa) 130.00-0.00 0.0000 0.4 2 2 12.0000 1.5000 1.80 Cable Ladder 1.5000 Rail *** **Face B** HJ7-50A(1- B No Ar(CaAa) 187.00-0.00 0.0000 0.4 12 12 0.5200 1.9800 1.04 5/8") 0.5000 ATCB- B No Ar(CaAa) 187.00-0.00 0.0000 0.4 3 3 2.1900 0.3150 0.07 B01(5/16) 0.5000 WR- B No Ar(CaAa) 187.00-0.00 0.0000 0.4 4 4 0.7740 0.7740 0.59 VG86ST- BRD(3/4) LDF2-50 B No Ar(CaAa) 187.00-0.00 0.0000 0.4 2 2 0.4400 0.4400 0.08 (3/8"foam) 1.5"flat B No Af(CaAa) 187.00-0.00 0.0000 0.4 2 2 12.0000 1.5000 1.80 Cable Ladder 1.5000 Rail tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CC/BU No 812565 Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 12 Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type • Size Horizontal Type Grade Grade ft T2 180.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 160.00 (50 ksi) (36 ksi) T3 160.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 140.00 (50 ksi) (36 ksi) T4 140.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 120.00 • (50 ksi) (36 ksi) T5 120.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 100.00 (50 ksi) (36 ksi) T6 100.00- Solid Round A572-50 Equal Angle L2 1/2x2 1/2x3/16 A36 80.00 (50 ksi) (36 ksi) T7 80.00-60.00 Solid Round A572-50 Equal Angle L3x3x3/16 A572-50 (50 ksi) (50 ksi) T8 60.00-40.00 Solid Round A572-50 Equal Angle L3 1/2x3 1/2x1/4 A572-50 (50 ksi) (50 ksi) T9 40.00-20.00 Solid Round A572-50 Equal Angle L3 1/2x3 1/2x1/4 A572-50 (50 ksi) (50 ksi) T10 20.00-0.00 Solid Round A572-50 Pipe Pipe 2.375"x 0.154"(2 A618-50 (50 ksi) STD) (50 ksi) Tower Section Geometry (cont'd) Tower Redundant Redundant Redundant K Factor Elevation Bracing Type Size Grade ft T10 20.00- A53-B-35 Horizontal(1) Pipe Pipe 1.9"x 0.145"(1.5 1 0.00 (35 ksi) Diagonal(1) Pipe STD) 1 Hip(1) Pipe Pipe 2.375"x 0.154"(2 1 Hip Diagonal Pipe STD) 1 (1) Pipe 1.9"x0.145"(1.5 STD) Pipe 2.875"x 0.203"(2.5 STD) Tower Section Geometry (cont'd) Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mutt. Double Angle Double Angle Double Angle Elevation Area Thickness Al Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft fe in in in in T1 190.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 180.00 (36 ksi) T2 180.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 160.00 (36 ksi) T3 160.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 140.00 (36 ksi) T4 140.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 120.00 (36 ksi) T5 120.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 100.00 (36 ksi) T6 100.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 80.00 (36 ksi) 17 80.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 60.00 (36 ksi) T8 60.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 40.00 (36 ksi) T9 40.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 20.00 (36 ksi) T10 20.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 0.00 (36 ksi) tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CC!BU No 812565 Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 10 Wind 180 1 1 IeQA Wind 90 Q ' o• 0 °'o kgo B Leg C11. Leg B Face C Wind Normal Triangular Tower Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections ft ft ft T1 190.00-180.00 8.50 1 10.00 T2 180.00-160.00 8.54 1 20.00 T3 160.00-140.00 8.63 1 20.00 T4 140.00-120.00 10.71 1 20.00 T5 120.00-100.00 12.79 1 20.00 T6 100.00-80.00 15.04 1 20.00 T7 80.00-60.00 17.54 1 20.00 T8 60.00-40.00 20.18 1 20.00 T9 40.00-20.00 22.68 1 20.00 T10 20.00-0.00 25.18 1 20.00 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 ft ft Panels in in T1 190.00-180.00 5.00 K Brace Down No Yes 0.0000 0.0000 T2 180.00-160.00 6.67 K Brace Down No Yes 0.0000 0.0000 T3 160.00-140.00 6.67 K Brace Down No Yes 0.0000 0.0000 T4 140.00-120.00 6.67 K Brace Down No Yes 0.0000 0.0000 T5 120.00-100.00 10.00 K Brace Down No Yes 0.0000 0.0000 T6 100.00-80.00 10.00 K Brace Down No Yes 0.0000 0.0000 T7 80.00-60.00 10.00 K Brace Down No Yes 0.0000 0.0000 T8 60.00-40.00 10.00 K Brace Down No Yes 0.0000 0.0000 T9 40.00-20.00 10.00 K Brace Down No Yes 0.0000 0.0000 T10 20.00-0.00 20.00 K1 Down No Yes 0.0000 0.0000 tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CC!BU No 812565 Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 8 • APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CC/BU No 812565 Project Number 37516-1744.001.8700,Application 347739, Revision 1 Page 6 SectionCritical 1SF*P allow % Elevation(ft) Component Type Size P(K) Pass/Fail No. Element (K) Capacity 'T1 190-180 Horizontal Pipe 1 9STD)45"(1.5 10 -2.90 22.58 12.9 Pass T2 180-160 Horizontal Pipe 1.9" 9STD)0.145"(1.5 34 -4.18 22.52 18.6 Pass x T3 160-140 Horizontal Pipe 1 91STD)0.145"(1.5 73 -4.08 19.14 21.3 Pass T4 I 140-120 Horizontal Pipe 2.3 STD) 1 (2 r 112 -6.25 27.21 23.0 Pass T5 120-100 Horizontal Pipe 2.375"STD)0.154 (2 151 -6.67 22.64 29.5 Pass T6 100-80 Horizontal Pipe 2.3 STD)0.154 (2 178 -7.05 16.86 41.8 Pass 17 80-60 Horizontal Pipe 2.87 STD)0.203"(2.5 205 -7.60 28.64 26.5 Pass T8 60-40 Horizontal Pipe 2.87 STD)0.203"(2.5 232 -8.78 22.38 39.2 Pass T9 40 20 Horizontal Pipe 2.875"STD)0.203"(2.5 259 -9.49 17.82 53.3 Pass T10 20-0 Horizontal Pipe 2.87 STD)0.203"(2.5 290 -10.23 16.05 63.8 Pass Ti 190-180 Top Girt Pipe 1.9 STD)45"(1.5 5 -0.79 22.63 3.5 Pass T10 20-0 RedundBracing rz 1 Pipe 1.9 STD)45"(1.5 292 -4.12 12.89 32.0 Pass T10 20-0 Redund Diag 1 Pipe 2.375"x 0.154"(2 289 -3.77 9.00 41.8 Pass Bracing STD) I T10 20-0 Reduadl Hip 1 Pipe 1.9 STD)45"(1.5 297 -0.05 11.86 0.4 Pass Redund Hip Pipe 2.875"x 0.203"(2.5 T10 20-0 Diagonal 1 STD) 307 -0.06 10.56 0.5 Pass Bracing T1 190-180 Inner Bracing L2x2x1/8 26 -0.01 6.56 0.2 Pass T2 180-160 Inner Bracing L2x2x1/8 40 -0.00 6.44 0.1 Pass T3 160-140 Inner Bracing L2x2x1/8 79 • -0.00 4.79 0.1 Pass 1 T4 140-120 Inner Bracing L2x2x1/8 119 -0.01 3.28 0.2 Pass T5 120-100 Inner Bracing L2x2x1/8 158 -0.01 2.48 0.3 Pass T6 100-80 Inner Bracing L2 1/2x2 1/2x3/16 186 -0.01 5.23 0.2 Pass 17 80-60 Inner Bracing L3x3x3/16 212 -0.01 6.83 0.2 Pass T8 60-40 Inner Bracing L3 1/2x3 1/2x1/4 240 -0.01 11.13 0.2 Pass T9 40-20 Inner Bracing L31/2x31/2x1/4 267 -0.01 8.92 0.2 Pass T10 20-0 Inner Bracing Pipe 2.3 STD)0.1 (2 310 -0.01 6.59 0.2 Pass Summary Leg(T9) 58.0 Pass • Diagonal 69.1 Pass (T4) ' Horizontal 63.8 Pass (T10) Top Girt 3.5 Pass (T1) Redund Horz 1 32.0 Pass Bracing (T10) I Dea9 1 I 41.8 I Pass I tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37516-1744.001.8700, Application 347739, Revision 1 Page 4 • Table 2 - Existing Antenna and Cable Information Center Number Number Feed Mounting Lineof Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer (ft) Lines Size (in) 3 ericsson RRUS 12 3 ericsson RRUS A2 MODULE 2 6 andrew DBXNH-6565B-R2M 6 andrew E15S09P78 187.0 187.0 6 andrew SBNHH-1D65B 12 15/8 3 ericsson RRUS 12 3 5/16 3 ericsson RRUS 32 B30 4 ' 3/4 1 3 ericsson RRUS-11 2 3/8 2 raycap DC6-48-60-18-8F 1 tower mounts Sector Mount[SM 502-3] 184.0 1 andrew VHLP2-11 1 dragonwave Horizon DUO 183.0 2 andrew VHLP2-18 2 dragonwave Horizon DUO 178.0 3 argus technologies LLPX310R-V4 6 1/2 1 3 5/16 I samsung 178.0 I 3 telecommunications nRRHv2 1 terrawave JUNCTION BOX 1 tower mounts Sector Mount[SM 401-3] 3 andrew ETW200VS12UB 9 andrew TMBXX-6517-R2M 3 nokia FRIG 7 1 5/8 130.0 130.0 3 nokia RG20-FXFB 3 13/5 1 3 raycap RNSDC-7771-PF-48 3 11/4 3 tower mounts 6' x 2" Mount Pipe 1 I tower mounts (Sector Mount[SM 104-3] Notes: 1) Existing Equipment 2) Equipment To Be Removed,Not Considered In Analysis 3) ANALYSIS PROCEDURE Table 3 -Documents Provided Document Remarks Reference Source GEOTECHNICAL REPORTS ATEC, #72-01065, 12/3/1990 i 111139 CCISITES TOWER FOUNDATION - 816089 CCISITES DRAWINGS/DESIGN/SPECS TOWER MANUFACTURER Rohn, #25703JC, 11/30/1990 I 225932 CCISITES DRAWINGS POST-MODIFICATION INSPECTION TEP, #113297, 1/12/2012 3062154 CCISITES I TOWER REINFORCEMENT PJF, #37511-1230, 7/5/2011 3009343 CCISITES DESIGN/DRAWINGS/DATA J tnxTower Report-version 7.0.5.1 May 31, 2016 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 • Project Number 37516-1744.001.8700,Application 347739, Revision 1 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information 3)ANALYSIS PROCEDURE Table 3- Documents Provided 3.1) Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 4- Section Capacity (Summary) Table 5—Tower Components vs. Capacity 4.1) Recommendations 5)APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 7.0.5.1