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Permit 1545 Main Street 2011 Betacom tower change City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) 800 Seminole Road Atlantic Beach, Florida 32233-5445 w Phone(904)247-5826 • Fax(904)247-5845 Date routed: 1x v�' E-mail: building-dept@coab.us City web-site: http://www.coab.us 11 APPLICATION REVIEW AND TRACKING FORM / Property Address: ent review required Ye No uildin Applicant: ��'1 G�-L�0 m Planning &Zoning Tree Administrator Project: 1 Public Works Public Utilities l0 �fi n �f Public Safety Fire Services �Krya ', ' "'41,10'1'i.+ o Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B 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: ElApproved. ❑Denied. (Circle one.) Comments: BUILDI G PLANNING &ZONING Reviewed by: Date:-L?— TREE ate: L?TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: [—]Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Road, Atlantic Beach, FL 32233 Office (904) 247-5826 Fax (904) 247-5845 .� Job Address: 1 SCIS Maivi S•t e+- Permit Number: // A� / Legal Description 1-4-a S-.Y1 E S,--1i , P"T GOUT LOT y F-CC b o/K Parcel# i 4:a 3 D-S--OOCD IISy4-(o�O,�EiN(:, PA(ZC�ir •'j cw Valuation of Work$ 3000 — Class of Work(circle one): New Addition Alterati it Move Demolition pool/spa window/door Use of existing/pro osed structure(s)(circle one): ommerci Residential If an existing structure,is a fire sprinkler system nista ircle one): Yes No Florida Product Approval# For multiple products use product approval form Describe in detail the type of work to be performed: ��ui pvr � Vv��olr fi tt�K u�S pV1 -ex S-ti -�-e l e(-v vinv►nuv►i�.c�-�i o v►5 -Fo v.�' N7 Property Owner Information: U Name: C Iey-v U:i velesS LLC. Address: oD Ccw i iloh Poi JAN Q 11 7� 1� City 14VOO- A State LvAZip jtoL3 _Phonc al - y-SS34, E-Mail or Fax# (Optional) W1i k4 . v►i x CO wAe.vvive -Aev,c.ow► B Contractor Information: Company Name: 8et-r,-t--ov►- (►nwyPoyM-e ) Qualifying Agent: 1_e)4,0 tdl C, fular�v�N Address:I P*Da_Ja_,i>V a 04-s B Ivd,,Sw+e (Gs City Te �p e Tew e_ State I=[_ Zip 33(2,3+ Office Phone 9>13--L1 r,-�- y io'aJob Site/Contact Number S 13-y$D-y to)LU Fax# State Certification/Registration#_C6,C 151ST-i (0 1 Architect Name&Phone# Engineer's Name&Phone# Wa ke.v i Neem the,�0 1041-� Ola Fee Simple Title Holder Name and Address po,. 11, itd.) Po gox 33G1-4-4, A+lath c Pecks-k ) Fl_ 3.)x33 Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that now or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void f work is not commenced within six(6)months, or if construction or work is suspended or abandoned for apertod of six 6)months at any time after work is commenced. I understand that separate permits must be secured for Electrical Work,Plumbing,Signs, Wells,Pools, urnaces,Boilers,Heaters, Tanks and Air Conditioners,etc. WARNING TO OWNER: YOUR F URE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN Y YING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTE O AIN.F.INANICING _C. , LT WITH YOUR LENDER OR AN ATTORN FORE ;ON+ T�Y{ � CE OF CO EMIE 1 hereb certify that I have read and examined this a plication °d € 'i be tr e a c rrddltit. Usioc s a o�d; ances governing this type of work will be complied with whether speci:ed herein g of rm�t not reessu meet ive authority to violate or cancer the provisions of any other federal,state, or local law regulating orfs c i perfor ce of co ,tea Signature of Owner , qQ' ignature of Contractor O Print Name KZ XsSe;1.l,._,..��uY 1 In `'AQ ` \ Print Name o R... .... Sworn to and subscribed before me Sworn to and subscribed before me this "Day of be✓ this k1+`r%Day of _:DU EmbEp, 2010 .. Notary PuSlic pipT Commission#EE 020599 STATE OF FL �� *. Expires November 28,2014 Revised 01.26.10 y ;� ,`;, Bonded Tin Troy Fain Insinanoe 8 OM-7019 Comm#EE045474 Expires 12/3/2014 f!- # . CITY OF ATLANTIC BEACH j; 800 SEMINOLE ROAD +) " ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 a *Wilt ' Application Number . . . . . 11-00001527 Date 1/11/11 Property Address . . . . . . 1545 MAIN ST Application type description COMMERCIAL OTHER Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 3000 ---------------------------------------------------------------------------- Application desc equipment changes for tower ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ SANDAR INDUSTRIES, INC BETACOM INC-RONALD C MOONEY P.O. BOX 106 12802 TAMPA OAKS BLVD STE 155 ATLANTIC BEACH FL 32233 TAMPA FL 33637 ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT Additional desc . . Permit Fee . . . . 65 . 00 Plan Check Fee 32 . 50 Issue Date . . . . Valuation . . . . 3000 Expiration Date . . 7/10/11 ---------------------------------------------------------------------------- Special Notes and Comments *2007 FLORIDA BUILDING CODE W/2009 REVISIONS FLORIDA FIRE PREVENTION CODE NATIONAL ELECTRIC CODE ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE DCA SURCHARGE 2 . 00 STATE DBPR SURCHARGE 2 . 00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 65 . 00 65 . 00 . 00 . 00 Plan Check Total 32 . 50 32 . 50 . 00 . 00 Other Fee Total 4 . 00 4 . 00 . 00 . 00 Grand Total 101 . 50 101 . 50 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. CRST N Date: October 25,2010 Kevin DePatie Crown Castle Crown Castle 2000 Corporate Dr. 6306 Benjamin Road,Suite 604 Canonsburg, PA 15317 Tampa, FL 33634 (724)416-2000 Subject: Structural Analysis Report Carrier Designation: Clearwire Corp Co-Locate Carrier Site Number: FL-JCK031 Carrier Site Name: Crown 812565 Crown Castle Designation: Crown Castle BU Number: 812565 Crown Castle Site Name: MAYPORT Crown Castle JDE Job Number: 143788 Crown Castle Work Order Number: 363640 Engineering Firm Designation: Crown Castle Project Number: 363640 Site Data: 1545 Main Street,Atlantic Beach,Duval County, FL Latitude 300 20'13", Longitude-89°25'12" 190 Foot-Self Support Tower Dear Kevin DePatie, Crown Castle 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 363640, in accordance with application 109353, revision 5. 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: LC1: Existing+Reserved+Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. The analysis has been performed in accordance with the TIA-222-G standard and local code requirements based upon a wind speed of 120 mph 3-second gust. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at Crown Castle appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Structural analysis prepared by: Christopher Volk, E.I.T./FAA Respectfully submitted by: .��, .•G N••.•�4 s--Od Kenton C.Weber, P.E. v� SF '••�Q®�� Professional Engineer License: #63692 No 63692 '; Crown Castle USA,Inc. Kenton C.Weber, P.Fr .. Certificate of Authorization: #28974 Engineering SupervisirCC� STATE OF d�: A, r ...<O R`OP;•`fie� / - RISA Tower Report-versiopONA1-,�?e f 10L EC 0 P °°1reae�esN`� �wv October 25, 2010 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 363640,Application 109353, Revision 5 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Table 3- Design Antenna and Cable Information 3)ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 5—Section Capacity (Summary) Table 6 -Tower Component Stresses vs. Capacity 4.1) Recommendations 5)APPENDIX A RISATower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations RISATower Report-version 5.4.2.0 October 25, 2010 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 363640,Application 109353, Revision 5 Page 3 s 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. 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 120 mph with no ice and 60 mph under service loads. Table 1 -Proposed Antenna and Cable Information Center Number Number feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 178 176 p. .2 motorola DAP Vx RF 178 176 1 kathrein 840 10054 w/Mount Pipe m 1 Notes: 1) Installed feedlines to be used with proposed loading Table 2 -Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Manufacturer (ft) Antennas Lines Size(in) 6 powerwave .... 7770.00 w/ Mount Pipe i technologies owerwave�__ f 13 1-5/8 1 6 } _.p LGP2140X _ i 187 187 � technologies 6 Trfs celwave FDGW5504/1 C-3 1-5/8 2 12 rfs celwave PD1 0176 w/ Mount Pipe 12 1 tower mounts Sector Mount[SM 510.-3] �.....__._._�� 1 _ andrew V_HLP211 i 184 2 andrew -VHLP2 18 ; ,,.. _.... ..__ _..._ 16 5/16 3 ago drnwave Horizon DUO 3 1/2 1 .. ._. #. _.... __._._ _ 178 tower mounts I Side Arm Mount[SO 101-� 1 . ..__ ..... !...___ __..... ._..____.- [ 3] I 178 � 12 1 clearcomm CCDP 670-1 W 7 5/16 3 technologies r _ � 9 i 3 kathrein 1 840 10054 w/ Mount Pipe 176 6 motorola DAP Vx RF 1 I 2 motorola DAP Vx RF i 6 nextnet wireless BTS-2500 _._.._' _ HP6122 _-1 andre , 1-5/8_._ A ------ 161 _ 161 161 mark 8 _. ... li P-21 ......_ .., 1 7/8 1 2 tower mounts Pipe Mount[PM 601-1] I t 3 andrew ETW200VS12U6 __..._., 130 i 130 3 andrew TMBX 6517-R2M w/ 18 1-5/8 1 --_. .. .. _.. _.,.. Mount Pie i RISATower Report-version 5.4.2.0 October 25, 2010 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 363640, Application 109353, Revision 5 Page 4 4 Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 1..._ 6 , andrew UMW�Do0651unt p7p-06517w/ .......... ............ _. n 71 1 6 ericsso KRY 112 i E v 1 tower mounts ! Sector Mount[SM 104-3] i 49 1 decibel _ ASP-955 48 _ Side Arm Mount[SO 701- 1 1/2 1 48 1 tower mounts 1 _.._.__ __. , __..._ ........ .___ .._.. r.._...,. Notes: 1) Existing Equipment 2) MLA Equipment controlling,was considered in analysis 3) Equipment to be Removed Table 3 -Design Antenna and Cable Information Center Number Number Feed Mounting Lineof Antenna " Antenna Model of Feed Line Antennas Level (ft) Elevation Manufacturer Lines Size(in) i 3 RFS Celwave I PD10017 190 190 _...... .__ �..,. RFS_C_..elwa_v.e_.... .._._ ...._ ....... . ..P...w D1291 Generic 8' H.P. Dishes_ .. . 185 2185 2 8 H.P. Dishes�. 178 178 erc _ I - - 3)ANALYSIS PROCEDURE Table 4-Documents Provided Document Remarks Reference Source _J 4-GEOTECHNICAL REPORTS iATEC I 111139 CCISITES 4-TOWER FOUNDATION Rohn 816089 CCISITES DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER _.. DRAWINGS Rohn 225932 CCISITES 3.1) Analysis Method RISATower(version 5.4.2.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 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. Crown Castle should be notified to determine the effect on the structural integrity of the tower. RISATower Report-version 5.4.2.0 October 25, 2010 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 363640,Application 109353, Revision 5 Page 5 4)ANALYSIS RESULTS Table 5-Section Capacity (Summary) Section Critical SF*P_allow % No. Element (K) Capacity Elevation(ft) Component Type Size P(K) Pass/Fail Pass 190-180 74.51 3.5 T1 180-160 z Legg _.. ROHN ROHN 23 X-STR 28. _3_565 ...._94.46.,__' 27 0 Pass_. _.. T2 W._.._ __._, ! T3 160-140 ___...... _ _._. .,_._... _..._. w f Leg ROHN 4 X STR 1 67 56 59 159.90 35 4 Pass ..�...�.._.... ,....,...�._. _ .,..__...____ T4 140-120 Leg ROHN 5 X STR 106 -86.89 239.38 36.3 Pass T5 120-100 Leg I ROHN 6 EHS 145 f -114.79 244.02 47.0 Pass T6100 80 Leg ROHN 6 X-STR 172 145.31 303.62 47.9 Pass . 9 57.0 T7 80 60 Le ROHN 6 X STR 199 -173.16 303.58 ass T8 60-40 Leg ROHN 8 EHS 226 200.23 38631 51.8 Pass t T9 40 20 Leg ROHN 8 EHS 253 227 65 386.31 58.9µ µ NV YPass ..__...__., ,,...__.... 10 20-0 i Leg ROHN-8 EH 280 m267 52 505 97 2.9Pass T ; T1 90-180 Diagonal I ROHN 2 STD 14 3 65 24.15 15.1 Pass __ ! i T2 180-160 1 Diagonal ROHN 2 X STR 38 -7.47 23.14 32.3 Pass T3 160-140 Diagonal ROHN 2 STD 78 7.93 15.33 1 51.7 Pass T4 140-120 Diagonal E ROHN 2 STD 117 -9.82 13.17 i 74.6 I Pass T5 120-100 Diagonal ROHN 2.5 STD 156 -11.8 16 50 71.5 Pass --_......._.... ...__..... _. _.__., T6 100-80 Diagonal ROHN 2.5 STD,._._ 183 11 06 14 45 ; .76.6 Pass _. _ _. Ti T 80 60 { Diagonal ROHN 2 5 STD 204 10.92 12 56 87 0 Pass T8 ( 60-40 Diagonal ROHN 3 STD 231 -12., 22.07 54.8 Pass T9 40-20 Diagonal ROHN 3 STD 258 -12.62 19.40 1 65.0 Pass T10 20 0 Diagonal ROHN 2.5 EH 287 18.59 20.52 l 90.6 Pass I T1 y190-180 Y Horizontal WV ROHN 1.5 STD 13 Y 2,.56 �W 22.58Y 11.4 Pass F T2 180 160 Horizontal ROHN 1.5 STD 37 -3.99 22.52 1 17.7 Pass T4 _T_140-120 Horizontal _... ROHN 2 STD 115 f 6.754 27.21 1 24.8 1 Pass ROHN 1 5 T3 160 140 Horizontal STD 76 4 93 19.14__- 125.7 Pa 27.2(b) ss i T5 120-100 Horizontal ROHN 2 STD 154 E 7 05 22 64 j 31.2 1 Pass .___.......... T6 100-80 Horizontal ROHN 2 STD 181 7 23 i 16.E 42 8 € Pass i .._._ 0_ -'.--2 t ? T7 80-60 Horizontal ROHN 2.5 STD 202 € 7 62 28.64 3026.6b 1 Pass _._ ....�__ __ - --_. O � .__.. ._, T8 60-40 Horizontal ROHN 2.5 STD 1-7"229 8.83 I 22.38 39.4 Pass j .__ T9 40-20 Horizontal ROHN 2 5 STD 256 -9.56 17.82 53.7 Pass T10 20 0 Horizontal ROHN 2.5 STD 283 -10.22 16.05 63.7 Pass T1 190 180 1 Top Girt ROHN 1.5 STD 4,,,_. 4.64 . 3 . 13.01 LL 35.7 Pass T10 20-0 Redund Horz 1 ROHN 1.5 STD 285 5. Bracing j T10 20-0 Redund Diag 1 ROHN 1.5 STD 305 4.23 4.21 100.3 Passz I Bracing _. T10 20-0 Redund Hip 1 ROHN 1 5 STD 0 308 04 11.94 0.4 Pass Bracing T10 20-0 Redund Hip ROHN 2.5 STD 298 -0.06 ; 10.60 0.5 Pass 1 Diagonal Bracing .._..__ T1 190 180 Inner Bracing L2x2xl/8 25 -0.01 6.56 0.2 Pass 1 T2 180 160 Inner Bracing L2x2x1/8 40 -0.00 6.44 0 1 Pass T3 160 140 Inner Bracing L2x2x1/8 104 -0.01 6.40 0.1 i Pass RISATower Report-version 5.4.2.0 October 25, 2010 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 363640, Application 109353, Revision 5 Page 6 Section Critical SF'P_allowLCapacjity °!e Elevation(ft) Component Type Size P(K) Pass/F No. ail Element (K) T4 140-120 Inner Bracing L2x2x1/8 119 -0.01 3.28 1 0.2 1 Pass j ... _.. T5 120-100 Inner Bracing L2x2x1/8 j 158 0.6-1 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 L3x3x3/16 213 0.01 6.83 0 1 Pass __._ __....w.... _... _... _m TS 60-40 Inner Bracing L3 1/2x3 1/2x1/4 240 0 01 11 13 I 0 2 Pass 9 40-20 Inner Bracing L31/2x31/2x1/4 267 E 0 01 8 92 0 2 Pass ,..,,. w. ....._ ._ . . ., ..._._. _ . _... - T10. 20-0 I Inner Bracing R_OH,N 2 STD 312 0 01 6,5 9 } 0.2 Pass j Summary' Leg(T9) 58.9 Pass Diagonal 90.6 Pass i 1 (T10) "`-------� "� Honzontal 63.7 Pass i (T10) Top Girt 3.0 Pass (T1) Redund 35.7 Pass Horz 1 i Bracing (T10) 3 t _. I Redund 100.3 PassZ Dia g 1 € Bracing I (T10) _..,,._ ...,_ Redund Hip 0.4 Pass 1 Bracing I I --- Diagonal(T10.)., i � � � IRedundHip 0.5 Pass i Diagonal ; i Bracing T10 i ( ) _.� _....... .., ,_ ..,,.: _ . _ _....... . _ ,._,: : Inner i 0.3 Pass j Bracing I 1 F € (T5) j ,.. _€Bolt Checks 1 48.0 1 Pass _._ ' RATING 1 100.3 PassZ } .,_.. _ ._. W _ _...... t- _ __ _ _ .......... . ._..._. . . Table 6 -Tower Component Stresses vs. Capacity-LC1 Notes Component Elevation (ft) % Capacity Pass /Fail Anchor Rods 0 43.1 Pass _..... __,_ ... ....... _ _ .. .___...�_.. ...._....w_ . _ _....__.... __.._ 1 Base Foundation 0 45.5 Pass Soil Interaction ... .._... . ................................................. ........__, Structure Rating (max from all components)= =100.3 Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity consumed. 2) Capacities up to 105%are considered acceptable based on analysis methods used. RISATower Report-version 5.4.2.0 October 25, 2010 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 363640,Application 109353, Revision 5 Page 7 R R 4.1) Recommendations Based on our analysis, we have determined that the existing self-support tower and its foundation have sufficient capacity to adequately support the existing, reserved and proposed loading. No modifications are required at this time. As requested, below are the twist and sway calculation for 60mph service wind: Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 184' VHLP2-18 33 1.828 0.0877 0.0215 Inf 178' Horizon DUO 33 1.716 0.0872 0.0214 885567 RISATower Report-version 5.4.2.0 October 25, 2010 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 363640,Application 109353, Revision 5 Page 8 APPENDIX A RISA TOWER OUTPUT RISATower Report-version 5.4.2.0 190.0 ft RA� a m ° �'' -v DESIGNED APPURTENANCE LOADING 180.0 n \ � TYPE ELEVATION TYPE ELEVATION Flash Beacon Lighting 190 Pipe Mount[PM 601-1] 161 � 1 m (4)PD10176 w/Mount Pipe 187 HP6-122 161 X x \ (4)PD10176 w/Mount Pipe 187 P-21A48 161 — - -- Z z \` (4)PD10176 w/Mount Pipe 187 ETW20OVS12US 130 _ _ _ _ _ __. -- S = ,N Sector Mount[SM 510-3] 187 TMBX-6517-R2M w/Mount Pipe 130 a \ - - -- - ..- — — -- z Horizon DUO 178 (2)UMWD-06517-XD w/Mount Pipe 130 O 160.0 ft 1 W O 10054 w/Mount Pipe 178 (2)KRY 112 71 130_ - a - — -- — N y� (2)DAP Vx RF 176 - _ 6 x 2"Mount Pipe tO Horizon DUO 178 ETW20OVS12UB 130 m _ i40 10054 w/Mount Pipe 178 TMBX-6517-R2M w/Mount Pipe 130 rn �\ (2)DAP Vx RF 178 (2)UMWD-06517-XD w/Mount Pipe 130 a m m Horizon DUO - 178 (2)KRY 112 71 130 840 10054 w/Mount Pipe 178 6'x 2"Mount Pipe 130 ; — a ❑ x /// (2)DAP Vx RF 178 Sector Mount[SM 104-3] 130 Z' 140.0 ft / (2)DAP Vx RF - 178 TMBX-6517-R2M w/Mount Pipe 13_0 _ rn _ 840 10054 w/Mount Pipe 178 (2)UMW0.06517-XD w/Mount Pipe 130 -6101-31 _. _. I / Side Arm Mount[SO 101 3] 178 ETW200VS12U6 - 130 VHLP2 18 178- - (2)KRY 112 71 130 VHLP2 18 178 6 x 2'Mount Pie 130 n © � VHLP2 11 178 Sde Arm Mounttso 7o1-1] 48 -- 1111 11 — - --- --- Z -_ O --_ ,Pipe Mount[PM 60Y1].. 161 ASP-955 48 120.0ft %_ `� SYMBOL LIST 77 MARK SIZE I MARK i A ROHN 2.5 X-STR c ROHN 1 5 STD wB ROHN 2 STD Z Z --�17-- MATERIAL STRENGTH 0 0 I \ L..__GRADE �............. FY L...---..__FU_...._._..�..__GRADE..._L-......_... Fy z z z / A572-50 50 ksi 65 ksi i 100.0 It _ \ TOWER DESIGN NOTES N ❑ N' ! � \ 1. Tower is located in Duval County,Florida. a a /� v 2. Tower designed for Exposure B to the TIA-222-G Standard. H z --- 3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-G Standard. _ % 4. Deflections are based upon a 60 mph wind. N °o I \ 5. Tower Structure Class II. i 6. Topographic Category 1 with Crest Height of 0' �m so.oft \ 7. TOWER RATING:100.3% Z e % % {x m O � O \ J 1 / 60.0 ft cs N / \ V W D O 1? 40.0 ft =1 = Z O O = m I °� D N ALL REACTIONS ARE FACTORED MAX.CORNER REACTIONS AT BASE: DOWN: 266 K UPLIFT.' -236 K - — SHEAR: 33 K 20.0 ft I ❑ ❑ ❑ N V AXIAL �. � � � -Z- Z 53K N I N Z Z Z Z 0 0 0 1 0 �� \ SHEAR MOMENT i cc o: X �� 58 K 6129 kip-ft 0.0ft - - TORQUE 26 kip-ft r REACTIONS-120 mph WIND r` 3i ma u? I N d Cp�I N v y': WI C C j5 oISIO 2 m y C « o 111111 1 Crown Castle °b BU#812565 CRf N _ 2000 Corporate Drive P`°'e°` a=' client Crown Castle Drawn by Eng1 Eg d Canonsburg, PA Code Date le Shaping the wireless world Phone:(724)416-2000 _. TIA-222-G 10/22/10 N No.t FAX. Path R15R LllDt�ul®Wer Job Page BU#812565 1 of 32 ff Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by FAX Phone:(724)416-2000 Crown Castle En 1 9 Tower Input Data The main tower is a 3x free standing tower with an overall height of 190'above the ground line. The base of the tower is set at an elevation of 0'above the ground line. The face width of the tower is 8'6"at the top and 278-1/8"at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Duval County,Florida. Basic wind speed of 120 mph. Structure Class I1. Exposure Category B. Topographic Category 1. Crest Height 0'. 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,feedline supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification 11 Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios Use Clear Spans For KL/r SR Leg Bolts Resist Compression Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination SATJob Page oWer�IBU#812565 2 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724) Crown Castle FAXEn 1 9 Wind 180 Leg A Wind 90 Q e Leg C M. Z 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 T1 190'-180' 8'6" 1 10' T2 180'-160' 8'6-15/32" 1 20' T3 160'-140' 87-9/16" 1 20' T4 140'-120' 10'8-17/32" 1 20' T5 120'-100' 12'9-15/32" 1 20' T6 100'-80' 15'15/32" 1 20' T7 80'-60' 176-15/32" 1 20' T8 60'-40' 20'2-5/32" 1 20' T9 40'-20' 22'8-5/32" 1 20' T10 20'-0' 25'2-5/32" 1 20' 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 t t Panels in in T1 190'-180' S' K Brace Down No Yes 0.0000 0.0000 T2 180'-160' 6'8-1/32" K Brace Down No Yes 0.0000 0.0000 T3 160'-140' 6'8-1/32" K Brace Down No Yes 0.0000 0.0000 T4 140'-120' 6'8-1/32" K Brace Down No Yes 0.0000 0.0000 T5 120'-100' 10' K Brace Down No Yes 0.0000 0.0000 Job Page R Tower BU#812565 3 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Engl FAX: Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End t ft Panels in in T6 100'-80' 10' K Brace Down No Yes 0.0000 0.0000 T7 80'-60' 10' K Brace Down No Yes 0.0000 0.0000 T8 60'-40' 10' K Brace Down No Yes 0.0000 0.0000 T9 40'-20' 10' K Brace Down No Yes 0.0000 0.0000 T10 20'-0' 19'11-1/32" K1 Down No Yes 0.0000 1.0000 Tower Section Geometry cont'd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade t TI 190'-180' Pipe ROHN 2.5 X-STR A572-50 Pipe ROHN 2 STD A572-50 (50 ksi) (50 ksi) T2 180'-160' Pipe R014N 3 X-STR A572-50 Pipe ROHN 2 X-STR A572-50 (50 ksi) (50 ksi) T3 160'-140' Pipe ROHN 4 X-STR A572-50 Pipe ROHN 2 STD A572-50 (50 ksi) (50 ksi) T4 140'-120' Pipe ROHN 5 X-STR A572-50 Pipe ROHN 2 STD A572-50 (50 ksi) (50 ksi) T5 120'-100' Pipe ROHN 6 EHS A572-50 Pipe ROHN 2.5 STD A572-50 (50 ksi) (50 ksi) T6 100'-80' Pipe ROHN 6 X-STR A572-50 Pipe ROHN 2.5 STD A572-50 (50 ksi) (50 ksi) T7 80'-60' Pipe ROHN 6 X-STR A572-50 Pipe ROHN 2.5 STD A572-50 (50 ksi) (50 ksi) T8 60'-40' Pipe ROHN 8 EHS A572-50 Pipe ROHN 3 STD A572-50 (50 ksi) (50 ksi) T9 40'-20' Pipe ROHN 8 EHS A572-50 Pipe ROHN 3 STD A572-50 (50 ksi) (50 ksi) T10 20'-0' Pipe ROHN 8 EH A572-50 Pipe ROHN 2.5 EH A572-50 50 ksi 50 ksi) Tower Section Geometry cont'd Tower No. Mid Girl Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid Girls T1 190'-180' None Flat Bar A36 Pipe ROHN 1.5 STD A572-50 (36 ksi) (50 ksi) T2 180'-160' None Flat Bar A36 Pipe ROHN 1.5 STD A572-50 (36 ksi) (50 ksi) T3 160'-140' None Flat Bar A36 Pipe ROHN 1.5 STD A572-50 (36 ksi) (50 ksi) T4 140'-120' None Flat Bar A36 Pipe ROHN 2 STD A572-50 (36 ksi) (50 ksi) T5 120'-100' None Flat Bar A36 Pipe ROHN 2 STD A572-50 (36 ksi) (50 ksi) T6 100'-80' None Flat Bar A36 Pipe ROHN 2 STD A572-50 (36 ksi) (50 ksi) T7 80'-60' None Flat Bar A36 Pipe ROHN 2.5 STD A572-50 (36 ksi) (50 ksi) RISATJob Page oWer BU#812565 4 of 32 a Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)FAX 416-2000 Crown Castle En 1 9 Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid t G1r1S T8 60'-40' None Flat Bar A36 Pipe ROHN 2.5 STD A572-50 (36 ksi) (50 ksi) T9 40'-20' None Flat Bar A36 Pipe ROHN 2.5 STD A572-50 (36 ksi) (50 ksi) T10 20'-0' None Flat Bar A36 Pipe ROHN 2.5 STD A572-50 (36 ksi) 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 T1 190'-180' Solid Round A572-50 Equal Angle L2x2xl/8 A36 (50 ksi) (36 ksi) T2 180'-160' Solid Round A572-50 Equal Angle L2x2x1/8 A36 (50 ksi) (36 ksi) T3 160'-140' Solid Round A572-50 Equal Angle L2x2xl/8 A36 (50 ksi) (36 ksi) T4 140'-120' Solid Round A572-50 Equal Angle L2x2x1/8 A36 (50 ksi) (36 ksi) T5 120'-100' Solid Round A572-50 Equal Angle L2x2xl/8 A36 (50 ksi) (36 ksi) T6 100'-80' Solid Round A572-50 Equal Angle L2 1/2x2 1/2x3/16 A36 (50 ksi) (36 ksi) T7 80'-60' Solid Round A572-50 Equal Angle L3x3x3/16 A572-50 (50 ksi) (50 ksi) T8 60'-40' Solid Round A572-50 Equal Angle L3 1/20 1/2x1/4 A572-50 (50 ksi) (50 ksi) T9 40'-20' Solid Round A572-50 Equal Angle L3 1/20 1/2x1/4 A572-50 (50 ksi) (50 ksi) T 10 20'-0' Solid Round A572-50 Pipe ROHN 2 STD A572-50 50 ksi) tin ksi) Tower Section Geometry cont'd Tower Redundant Redundant Redundant K Factor Elevation Bracing Type Size Grade f T1020'-0' A36 Horizontal(1) Pipe ROHN 1.5 STD 1 (36 ksi) Diagonal(1) Pipe ROHN 1.5 STD 1 Hip(1) Pipe ROHN 1.5 STD 1 Hip Diagonal ROHN 2.5 STD 1 Tower Section Geometry cont'd RISAJob Page RISATower BU#812565 5 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Engl FAX: Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Aj Factor Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Diagonals Horizontals _�fti in in in _ T1190'-180' 0.00 0.0000 A36 1 1.03 1.05 36.0000 36.0000 (36 ksi) T2180'-160' 0.00 0.0000 A36 1 1.03 1.05 36.0000 36.0000 (36 ksi) T3160'-140' 0.00 0.0000 A36 1 1.03 1.05 36.0000 36.0000 (36 ksi) T4140'-120' 0.00 0.0000 A36 1 1.03 1.05 36.0000 36.0000 (36 ksi) T5120'-100' 0.00 0.0000 A36 1 1.03 1.05 36.0000 36.0000 (36 ksi) T6100'-80' 0.00 0.0000 A36 1 1.03 1.05 36.0000 36.0000 (36 ksi) T7 80'-60' 0.00 0.0000 A36 1 1.03 1.05 36.0000 36.0000 (36 ksi) T8 60'-40' 0.00 0.0000 A36 1 1.03 1.05 36.0000 36.0000 (36 ksi) T9 40'-20' 0.00 0.0000 A36 1 1.03 1.05 36.0000 36.0000 (36 ksi) T10 20'-0' 0.00 0.0000 A36 1 1.03 1.05 36.0000 36.0000 (36 ksi) Tower Section Geomet 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 Y Y Y _Y Y Y Y T1190'-180' Yes No I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T2180'-160' Yes No 1 1 1 1 1 1 l 1 1 1 1 1 1 1 1 T3160'-140' Yes No 1 l ] 1 1 1 1 1 1 1 l 1 1 1 1 T4140'-120' Yes No 1 1 1 1 1 ] 1 1 1 1 1 1 1 1 1 T5120'-100' Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T6100'-80' Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T7 80'-60' Yes No 1 1 1 1 I 1 1 1 I 1 1 1 I 1 1 T8 60'-40' Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T9 40'-20' Yes No 1 1 l 1 l 1 I 1 1 1 1 1 1 1 l T10 20'-0' No No 1 1 1 1 1 1 1 1 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. MTowe ' Job Page BU#812565 6 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle FAX. Eng1 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 TI 190'-180' 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 T2180'-160' 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 T3160'-140' 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 T4140'-120' 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 T5120'-100' 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 T6100'-80' 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 T7 80'-60' 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 T8 60'-40' 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 T9 40'-20' 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 T10 20'-0' 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.750.0000 0.75 0.0000 0.75 0.0000 0.75 Tower Section Geometry cont'd Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation Connection ft Type _ Bolt Size No. Bolt Size No. Bolt Size No. Boll Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1190'-180' Flange 0.7500 4 0.6250 3 0.6250 0 0.6250 0 0.6250 0 0.6250 2 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T2180'-160' Flange 0.8750 4 0.6250 3 0.6250 0 0.6250 0 0.6250 0 0.6250 2 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T3160'-140' Flange 1.0000 4 0.6250 3 0.6250 0 0.6250 0 0.6250 0 0.6250 2 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T4140'-120' Flange 1.0000 6 0.6250 3 0.6250 0 0.6250 0 0.6250 0 0.6250 2 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T5120'-100' Flange 1.0000 6 0.6250 3 0.6250 0 0.6250 0 0.6250 0 0.6250 2 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T6100'-80' Flange 1.0000 6 0.6250 3 0.6250 0 0.6250 0 0.6250 0 0.6250 2 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T7 80'-60' Flange 1.0000 8 0.6250 3 0.6250 0 0.6250 0 0.6250 0 0.6250 2 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T8 60'-40' Flange 1.0000 8 0.6250 3 0.6250 0 0.6250 0 0.6250 0 0.6250 2 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T9 40'-20' Flange 1.0000 8 0.6250 3 0.6250 0 0.6250 0 0.6250 0 0.6250 2 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T1020'-0' Flange 1.0000 10 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.7500 2 0.6250 0 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 Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter in fFrac 1Y w m Row in in in f **Face A** T i TJob Page oWer�(� BU#812565 7 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724) 416-2000 Crown Castle FAX En 1 9 Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter ft � in Frac F� Row .. in in in LDF7-50A(1- A No Ar(CaAa) 161'-0' 0.2500 0.25 1 1 0.5000 1.9800 _ 0.82 5/8") LDF4-50A(1/ A No Ar(CaAa) 178'-0' 0.0000 -0.4 3 3 0.5000 0.6300 0.15 2") RG-1 1(5/16") A No Ar(CaAa) 178'-0' 0.0000 -0.45 16 4 0.1000 0.0000 0.09 2"Rigid A No Ar(CaAa) 178'-0' 0.0000 -0.45 2 2 1.0000 2.0000 2.80 Conduit 0.7500 LDF5-50A(7/ A No Ar(CaAa) 161'-0' -0.2500 -0.3 1 1 0.5000 1.0900 0.33 8") LDF4-50A(1/ A No Ar(CaAa) 48'-0' -0.2500 -0.32 1 1 0.6300 0.6300 0.15 2") *** **Face B** LDF7-50A(1- B No Ar(CaAa) 130'-0' 0.0000 0.4 18 9 0.5000 1.9800 0.82 5/8") Feedline B No Af(CaAa) 130'-0' 0.0000 0.4 1 1 3.0000 3.0000 8.40 Ladder(At) **Face C** LDF7-50A(1- C No Ar(CaAa) 187'-0' -0.5000 0.4 12 12 0.5000 1.9800 0.82 5/8") Feedline C No Af(CaAa) 187-0' -0.2500 0.4 1 1 3.0000 3.0000 8.40 Ladder(At) Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total C4AA Weight or Shield Type Number Le t Ii2lft 1 *** Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR Ar CAA,a CAAA Weight Section Elevation In Face Out Face Tl 190'-180' A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 19.257 0.000 0.13 T2 180'-160' A 0.000 0.000 10.909 0.000 0.14 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 55.020 0.000 0.36 T3 160'-140' A 0.000 0.000 17.920 0.000 0.17 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 55.020 0.000 0.36 T4 140'-120' A 0.000 0.000 17.920 0.000 0.17 B 0.000 0.000 39.390 0.000 0.23 C 0.000 0.000 55.020 0.000 0.36 T5 120'-100' A 0.000 0.000 17.920 0.000 0.17 B 0.000 0.000 78.780 0.000 0.46 C 0.000 0.000 55.020 0.000 0.36 T6 100'-80' A 0.000 0.000 17.920 0.000 0.17 B 0.000 0.000 78.780 0.000 0.46 PJ& "ower Job BU#812565 Page8 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Engl FAX.- Tower Tower Face An AF CAAA CAA,q Weight Section Elevation In Face Out Face C 0.000 0.000 55.020 0.000 0.36 T7 80'-60' A 0.000 0.000 17.920 0.000 0.17 B 0.000 0.000 78.780 0.000 0.46 C 0.000 0.000 55.020 0.000 0.36 T8 60'-40' A 0.000 0.000 18.424 0.000 0.17 B 0.000 0.000 78.780 0.000 0.46 C 0.000 0.000 55.020 0.000 0.36 T9 40'-20' A 0.000 0.000 19.180 0.000 0.17 B 0.000 0.000 78.780 0.000 0.46 C 0.000 0.000 55.020 0.000 0.36 T10 20'-0' A 0.000 0.000 19.180 0.000 0.17 B 0.000 0.000 78.780 0.000 0.46 C 0.000 0.000 55.020 0.000 0.36 Feed Line Center of Pressure Section Elevation CPX CPz CP,t CPz Ice Ice 1 in in in in T1 190'-180' -5.6931 3.8951 -6.3529 4.3431 T2 180'-160' -7.2304 4.6730 -7.9154 5.1383 T3 160'-140' -7.9578 4.9204 -8.6449 5.3904 T4 140'-120' -3.4919 5.9361 -3.7376 6.5167 T5 120'-100' -0.2076 7.0382 -0.1229 7.7349 T6 100'-80' -0.2662 8.1822 -0.1702 8.9924 T7 80'-60' -0.3248 9.2957 -0.2178 10.2163 T8 60'-40' -0.4253 9.8343 -0.3141 10.8064 T9 40'-20' -0.5829 10.8475 -0.4620 11.9166 T10 20'-0' -0.6647 12.1226 -0.5309 13.3175 Shielding Factor Ka Tower Feed Line Description Feed Line Ka K. Section Record No. Se ment Elev. No Ice Ice Tl 17 LDF7-50A(1-5/8") 180.00- 0.6000 0.6000 187.00 T1 18 Feedline Ladder(Af) 180.00- 0.6000 0.6000 187.00 T2 3 LDF7-50A(1-5/8") 160.00- 0.6000 0.6000 161.00 T2 4 LDF4-50A(1/2") 160.00- 0.6000 0.6000 178.00 T2 5 RG-11(5/16") 160.00- 0.6000 0.6000 178.00 T2 7 2"Rigid Conduit 160.00- 0.6000 0.6000 178.00 T2 8 LDF5-50A(7/8") 160.00- 0.6000 0.6000 161.00 T2 17 LDF7-50A(1-5/8") 160.00- 0.6000 0.6000 180.00 T2 18 Feedline Ladder(At) 160.00- 0.6000 0.6000 180.00 Job Page RISAT®Wer BU#812565 9 of 32 Crown Castle Project Date A 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Fax. Eng1 Tower Feed Line Description Feed Line Ko Ka Section Record No. Segment Elev. No Ice Ice T3 3 LDF7-50A(1-5/8") 140.00- 0.6000 0.6000 160.00 T3 4 LDF4-50A(1/2") 140.00- 0.6000 0.6000 160.00 T3 5 RG-1](5/16") 140.00- 0.6000 0.6000 160.00 T3 7 2"Rigid Conduit 140.00- 0.6000 0.6000 160.00 T3 8 LDF5-50A(7/8") 140.00- 0.6000 0.6000 160.00 T3 17 LDF7-50A(1-5/8") 140.00- 0.6000 0.6000 160.00 T3 18 Feedline Ladder(Af) 140.00- 0.6000 0.6000 160.00 T4 3 LDF7-50A(1-5/8") 120.00- 0.6000 0.6000 140.00 T4 4 LDF4-50A(1/2") 120.00- 0.6000 0.6000 140.00 T4 5 RG-1](5/16") 120.00- 0.6000 0.6000 140.00 T4 7 2"Rigid Conduit 120.00- 0.6000 0.6000 140.00 T4 8 LDF5-50A(7/8") 120.00- 0.6000 0.6000 140.00 T4 12 LDF7-50A(1-5/8") 120.00- 0.6000 0.6000 130.00 T4 13 Feedline Ladder(Af) 120.00- 0.6000 0.6000 130.00 T4 17 LDF7-50A(1-5/8") 120.00- 0.6000 0.6000 140.00 T4 18 Feedline Ladder(Af) 120.00- 0.6000 0.6000 140.00 T5 3 LDF7-50A(1-5/8") 100.00- 0.6000 0.6000 120.00 T5 4 LDF4-50A(1/2") 100.00- 0.6000 0.6000 120.00 T5 5 RG-11(5/16") 100.00- 0.6000 0.6000 120.00 T5 7 2"Rigid Conduit 100.00- 0.6000 0.6000 120.00 T5 8 LDF5-50A(7/8") 100.00- 0.6000 0.6000 120.00 T5 12 LDF7-50A(1-5/8") 100.00- 0.6000 0.6000 120.00 T5 13 Feedline Ladder(Af) 100.00- 0.6000 0.6000 120.00 T5 17 LDF7-50A(1-5/8") 100.00- 0.6000 0.6000 120.00 T5 18 Feedline Ladder(At) 100.00- 0.6000 0.6000 120.00 T6 3 LDF7-50A(1-5/8") 80.00-100.00 0.6000 0.6000 T6 4 LDF4-50A(1/2") 80.00-100.00 0.6000 0.6000 T6 5 RG-11(5/16") 80.00-100.00 0.6000 0.6000 T6 7 2"Rigid Conduit 80.00-100.00 0.6000 0.6000 T6 8 LDF5-50A(7/8") 80.00-100.00 0.6000 0.6000 T6 12 LDF7-50A(1-5/8") 80.00-100.00 0.6000 0.6000 T6 13 Feedline Ladder(At) 80.00-100.00 0.6000 0.6000 T6 17 LDF7-50A(1-5/8") 80.00-100.00 0.6000 0.6000 T6 18 Feedline Ladder(At) 80.00-100.00 0.6000 0.6000 T7 3 LDF7-50A(1-5/8") 60.00-80.00 0.6000 0.6000 T7 4 LDF4-50A(1/2") 60.00-80.00 0.6000 0.6000 T7 5 RG-11(5/16") 60.00-80.00 0.6000 0.6000 Job Page R Tower BU#812565 10 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Engl FAX.- Tower Feed Line Description Feed Line Ko K„ Section Record No. Segment Elev. No Ice Ice T7 7 2"Rigid Conduit 60.00-80.00 0.6000 0.6000 T7 8 LDF5-50A(7/8") 60.00-80.00 0.6000 0.6000 T7 12 LDF7-50A(I-5/8") 60.00-80.00 0.6000 0.6000 T7 13 Feedline Ladder(Afl 60.00-80.00 0.6000 0.6000 T7 17 LDF7-50A(1-5/8") 60.00-80.00 0.6000 0.6000 T7 18 Feedline Ladder(Afl 60.00-80.00 0.6000 0.6000 T8 3 LDF7-50A(I-5/8") 40.00-60.00 0.6000 0.6000 T8 4 LDF4-50A(1/2") 40.00-60.00 0.6000 0.6000 T8 5 RG-11(5/16") 40.00-60.00 0.6000 0.6000 T8 7 2"Rigid Conduit 40.00-60.00 0.6000 0.6000 T8 8 LDF5-50A(7/8") 40.00-60.00 0.6000 0.6000 T8 9 LDF4-50A(1/2") 40.00-48.00 0.6000 0.6000 T8 12 LDF7-50A(1-5/8") 40.00-60.00 0.6000 0.6000 T8 13 Feedline Ladder(Afl 40.00-60.00 0.6000 0.6000 T8 17 LDF7-50A(I-5/8") 40.00-60.00 0.6000 0.6000 T8 18 Feedline Ladder(At) 40.00-60.00 0.6000 0.6000 T9 3 LDF7-50A(1-5/8") 20.00-40.00 0.6000 0.6000 T9 4 LDF4-50A(1/2") 20.00-40.00 0.6000 0.6000 T9 5 RG-1 1(5/16") 20.00-40.00 0.6000 0.6000 T9 7 2"Rigid Conduit 20.00-40.00 0.6000 0.6000 T9 8 LDF5-50A(7/8") 20.00-40.00 0.6000 0.6000 T9 9 LDF4-50A(1/2") 20.00-40.00 0.6000 0.6000 T9 12 LDF7-50A(1-5/8") 20.00-40.00 0.6000 0.6000 T9 13 Feedline Ladder(Afl 20.00-40.00 0.6000 0.6000 T9 17 LDF7-50A(1-5/8") 20.00-40.00 0.6000 0.6000 T9 18 Feedline Ladder(At) 20.00-40.00 0.6000 0.6000 T10 3 LDF7-50A(1-5/8") 0.00-20.00 0.6000 0.6000 T10 4 LDF4-50A(1/2") 0.00-20.00 0.6000 0.6000 T10 5 RG-1](5/16") 0.00-20.00 0.6000 0.6000 T10 7 2"Rigid Conduit 0.00-20.00 0.6000 0.6000 T10 8 LDF5-50A(7/8") 0.00-20.00 0.6000 0.6000 T10 9 LDF4-50A(1/2") 0.00-20.00 0.6000 0.6000 T10 12 LDF7-50A(1-5/8") 0.00-20.00 0.6000 0.6000 TIO 13 Feedline Ladder(Afl 000-20.00 I0.6000L0.6000 T10 17 LDF7-50A(1-5/8") 0.00-20.00 0.6000 T10 18 Feedline Ladder Afl 0.00-20.00 0.60003 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft fr' ft' K ft Flash Beacon Lighting C None 0.0000 190' No Ice 2.70 2.70 0.05 (4)PD 10176 w/Mount Pipe A From Leg 4.00 0.0000 187' No Ice 8.62 2.33 0.03 0' 0' (4)PD10176 w/Mount Pipe B From Leg 4.00 0.0000 187' No Ice 8.62 2.33 0.03 0' 0' (4)PD 10176 w/Mount Pipe C From Leg 4.00 0.0000 187' No Ice 8.62 2.33 0.03 ccrr Job Page RMTower BU#812565 11 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Eng1 FAX.- Description Face Offset Offsets: Azimuth Placement C.4A,1 CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft oft fr K ft t 0' 0' Sector Mount[SM 510-31 C None 0.0000 187' No Ice 40.10 40.10 2.40 Horizon DUO A From Leg 2.00 0.0000 178' No Ice 0.55 0.34 0.01 0' 6' 840 10054 w/Mount Pipe A From Leg 2.00 0.0000 178' No Ice 5.41 2.39 0.05 0' -2- (2)DAP Vx RF A From Leg 2.00 0.0000 178' No Ice 0.00 2.27 0.03 0' -2' Horizon DUO B From Leg 2.00 0.0000 178' No Ice 0.55 0.34 0.01 0' 6' 840 10054 w/Mount Pipe B From Leg 2.00 0.0000 178' No Ice 5.41 2.39 0.05 0' -2- (2)DAP Vx RF B From Leg 2.00 0.0000 178' No Ice 0.00 2.27 0.03 0' -2- Horizon DUO C From Leg 2.00 0.0000 178' No Ice 0.55 0.34 0.01 0' 6' 840 10054 w/Mount Pipe C From Leg 2.00 0.0000 178' No Ice 5.41 2.39 0.05 0' -2' (2)DAP Vx RF C From Leg 2.00 0.0000 178' No Ice 0.00 2.27 0.03 0' -2- (2)DAP Vx RF C From Leg 2.00 0.0000 178' No Ice 0.00 2.27 0.03 0' -2' 840 10054 w/Mount Pipe C From Leg 2.00 0.0000 178' No Ice 5.41 2.39 0.05 0' -2' Side Arm Mount[SO 101-3] C None 0.0000 178' No Ice 7.50 7.50 0.25 Pipe Mount[PM 601-1] A From Leg 0.50 0.0000 161' No Ice 3.00 0.90 0.07 0' 0' Pipe Mount[PM 601-11 C From Leg 0.50 0.0000 161' No Ice 3.00 0.90 0.07 0' 0' ETW200VS12UB A From Leg 4.00 0.0000 130' No Ice 0.18 0.47 0.00 0' 0' TMBX-6517-R2M w/Mount A From Leg 4.00 0.0000 130' No Ice 6.26 5.68 0.04 Pipe 0' 0' (2)UMWD-06517-XD w/ A From Leg 4.00 0.0000 130' No Ice 6.22 5.66 0.05 Mount Pipe 0' 0' (2)KRY 112 71 A From Leg 4.00 0.0000 130' No Ice 0.68 0.45 0.01 0' Job Page ®Wer BU#812565 12 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Engl FAX.- Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft fc K ft t 0' 6'x 2"Mount Pipe A From Leg 4.00 0.0000 130' No Ice 1.43 1.43 0.02 0' 0' ETW20OVS12UB B From Leg 4.00 0.0000 130' No Ice 0.18 0.47 0.00 0' 0' TMBX-6517-R2M w/Mount B From Leg 4.00 0.0000 130' No Ice 6.26 5.68 0.04 Pipe 0' 0' (2)UMWD-06517-XD w/ B From Leg 4.00 0.0000 130' No Ice 6.22 5.66 0.05 Mount Pipe 0' 0' (2)KRY 112 71 B From Leg 4.00 0.0000 130' No Ice 0.68 0.45 0.01 0' 0' 6'x 2"Mount Pipe B From Leg 4.00 0.0000 130' No Ice 1.43 1.43 0.02 0' 0' ETW20OVS12UB C From Leg 4.00 0.0000 130' No Ice 0.18 0.47 0.00 0' 0' TMBX-6517-R2M w/Mount C From Leg 4.00 0.0000 130' No Ice 6.26 5.68 0.04 Pipe 0' 0' (2)UMWD-06517-XD w/ C From Leg 4.00 0.0000 130' No Ice 6.22 5.66 0.05 Mount Pipe 0' 0' (2)KRY 112 71 C From Leg 4.00 0.0000 130' No Ice 0.68 0.45 0.01 0' 0' 6'x 2"Mount Pipe C From Leg 4.00 0.0000 130' No Ice 1.43 1.43 0.02 0' 0' Sector Mount[SM 104-3] C None 0.0000 130' No Ice 30.02 30.02 0.95 r** ASP-955 B From Leg 2.00 0.0000 48' No Ice 0.44 0.44 0.00 0' 1' Side Arm Mount[SO 701-11 B From Leg 1.00 0.0000 48' No Ice 0.85 1.67 0.07 0' 0' 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 A � o ft t C'_ K VHLP2-18 A Paraboloid w/o From 4.00 0.0000 178' 2.17 No Ice 3.72 0.03 Job Page RISAT®Wer BU#812565 13 of 32 Project Date Crown Castle 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Eng1 FAX: Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert t ° ° t t C K Radome Leg 1' 6' VHLP2-18 B Paraboloid w/o From 4.00 0.0000 178' 2.17 No Ice 3.72 0.03 Radome Leg 1' 6' VHLP2-I1 C Paraboloid w/o From 4.00 0.0000 178' 2.17 No Ice 3.72 0.03 Radome Leg 1' 6' HP6-122 A Paraboloid From 1.00 5.0000 161' 6.00 No Ice 28.27 0.14 w/Shroud(HP) Leg -1' 0' P-21A48 C Paraboloid w/o From 1.00 0.0000 161' 4.21 No Ice 13.90 0.11 Radome Leg -1' 0' 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+l.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 Page 14 of 32 �w .lob RMTower BU#812565 Project Date Crown Castle 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Engl FAX.- Description No. 37 Dead+Wind 330 de -Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment .Comb. __._. K _ kip- ..e.,....._kip.-ft T 1 190-180 Leg Max Tension 15 M0.22 -0.88 0.00 Max.Compression 18 -2.62 0.01 0.00 Max.Mx 14 -1.14 1.53 0.00 Max.My 12 -1.21 0.01 1.56 Max.Vy 6 1.21 -0.88 0.00 Max.Vx 24 -1.22 0.01 0.86 Diagonal Max Tension 5 3.57 0.00 0.00 Max.Compression 4 -3.65 0.00 0.00 Max.Mx 16 3.55 0.02 0.00 Max.My 14 -0.05 0.00 -0.00 Max.Vy 16 -0.01 0.00 0.00 Max.Vx 14 0.00 0.00 0.00 Horizontal Max Tension 22 2.57 -0.01 0.00 Max.Compression 3 -2.56 -0.01 -0.00 Max.Mx 14 0.04 -0.01 -0.01 Max.My 6 -0.98 -0.01 -0.01 Max.Vy 14 -0.01 -0.01 -0.01 Max.Vx 6 0.00 -0.01 -0.01 Top Girt Max Tension 14 0.68 -0.01 0.00 Max.Compression 10 -0.68 -0.01 -0.00 Max.Mx 14 -0.35 -0.01 -0.00 Max.My 14 -0.32 -0.01 -0.00 Max.Vy 14 -0.01 -0.01 -0.00 Max.Vx 14 0.00 -0.01 -0.00 Inner Bracing Max Tension 10 0.01 0.00 0.00 Max.Compression 10 -0.01 0.00 0.00 Max.Mx 24 -0.00 -0.00 0.00 Max.My 14 -0.00 0.00 0.00 Max.Vy 24 0.00 0.00 0.00 Max.Vx 14 -0.00 0.00 0.00 T2 180-160 Leg Max Tension 15 20.62 -0.12 -0.06 Max.Compression 18 -25.54 0.48 -0.26 Max.Mx 14 3.98 0.64 -0.06 Max.My 12 -2.27 -0.01 0.79 Max.Vy 14 0.78 -0.52 -0.22 Max.Vx 8 -0.95 0.14 0.54 Diagonal Max Tension 4 7.38 0.00 0.00 Max.Compression 4 -7.47 0.00 0.00 Max.Mx 16 7.38 0.03 0.00 Max.My 14 -0.30 0.00 -0.00 Max.Vy 16 -0.01 0.00 0.00 Max.Vx 14 0.00 0.00 0.00 Horizontal Max Tension 16 4.05 0.00 0.00 Max.Compression 5 -3.99 -0.01 0.00 Max.Mx 14 0.25 -0.02 -0.01 Max.My 14 -0.23 -0.02 -0.01 Max.Vy 14 -0.01 -0.02 -0.01 Max.Vx 14 0.00 -0.02 -0.01 Inner Bracing Max Tension 18 0.01 0.00 0.00 Max.Compression 14 -0.00 0.00 0.00 Max.Mx 24 -0.00 -0.00 0.00 Max.My 14 -0.00 0.00 0.00 Page ®Wer Job BU#812565 15 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle FAX.. Eng 1 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K Max.Vy -24� 0.00 0.00 0.00 Max.Vx 14 -0.00 0.00 0.00 T3 160-140 Leg Max Tension 15 50.06 -0.24 -0.04 Max.Compression 18 -56.59 0.09 -0.00 Max.Mx 15 30.61 -0.52 -0.22 Max.My 15 -18.85 0.30 -0.57 Max.Vy 6 -0.13 -0.51 0.23 Max.Vx 12 -0.15 0.12 -0.53 Diagonal Max Tension 17 8.19 0.00 0.00 Max.Compression 16 -8.27 0.00 0.00 Max.Mx 16 7.83 0.03 0.00 Max.My 14 -1.08 0.00 -0.00 Max.Vy 16 -0.01 0.00 0.00 Max.Vx 14 0.00 0.00 0.00 Horizontal Max Tension 16 4.92 0.00 0.00 Max.Compression 17 -4.93 -0.01 0.00 Max.Mx 14 0.54 -0.02 -0.01 Max.My 14 -0.69 -0.02 -0.01 Max.Vy 14 -0.01 -0.02 -0.01 Max.Vx 14 0.00 -0.02 -0.01 Inner Bracing Max Tension 13 0.00 0.00 0.00 Max.Compression 16 -0.01 0.00 0.00 Max.Mx 24 -0.00 -0.01 0.00 Max.My 14 -0.01 0.00 0.00 Max.Vy 24 0.01 0.00 0.00 Max.Vx 14 -0.00 0.00 0.00 T4 140-120 Leg Max Tension 15 77.65 -0.81 -0.01 Max.Compression 18 -86.89 0.56 -0.00 Max.Mx 6 65.46 1.34 -0.00 Max.My 24 -4.33 -0.03 -1.35 Max.Vy 6 -0.71 -0.91 -0.00 Max.Vx 12 -0.70 -0.01 -0.86 Diagonal Max Tension 17 9.71 0.00 0.00 Max.Compression 16 -9.82 0.00 0.00 Max.Mx 16 9.70 0.03 0.00 Max.My 14 -1.00 0.00 -0.00 Max.Vy 16 -0.01 0.00 0.00 Max.Vx 14 0.00 0.00 0.00 Horizontal Max Tension 16 6.73 0.00 0.00 Max.Compression 17 -6.75 -0.02 0.00 Max.Mx 14 0.83 -0.04 -0.01 Max.My 6 -0.82 -0.04 -0.02 Max.Vy 14 -0.02 -0.04 -0.01 Max.Vx 6 0.00 -0.04 -0.02 Inner Bracing Max Tension 13 0.00 0.00 0.00 Max.Compression 16 -0.01 0.00 0.00 Max.Mx 24 -0.00 -0.01 0.00 Max.My 14 -0.01 0.00 0.00 Max.Vy 24 0.01 0.00 0.00 Max.Vx 14 -0.00 0.00 0.00 T5 120-100 Leg Max Tension 15 103.67 -0.63 -0.00 Max.Compression 18 -114.79 0.57 0.02 Max.Mx 6 100.23 -0.63 -0.03 Max.My 16 -8.04 -0.01 0.66 Max.Vy 22 0.13 -0.63 0.03 Max.Vx 16 -0.13 -0.01 0.66 Diagonal Max Tension 17 11.67 0.00 0.00 Max.Compression 16 -11.83 0.00 0.00 Max.Mx 16 11.61 0.09 0.00 Max.My 14 -1.07 0.00 -0.00 Max.Vy 16 -0.03 0.00 0.00 Page RISAT®Wer Job BU#812565 16 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Engl FAX.- Section AX:Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K_ kid-t kip�ft Max.Vx 14� 0.00 0.00 0.00 Horizontal Max Tension 16 6.98 0.00 0.00 Max.Compression 17 -7.05 -0.02 0.00 Max.Mx 14 1.09 -0.05 -0.01 Max.My 6 -1.07 -0.05 -0.01 Max.Vy 14 -0.02 -0.05 -0.01 Max.Vx 6 0.00 -0.05 -0.01 Inner Bracing Max Tension 13 0.00 0.00 0.00 Max.Compression 16 -0.01 0.00 0.00 Max.Mx 24 -0.01 -0.01 0.00 Max.My 14 -0.01 0.00 0.00 Max.Vy 24 0.01 0.00 0.00 Max.Vx 14 -0.00 0.00 0.00 T6 100-80 Leg Max Tension 15 131.61 -0.59 -0.00 Max.Compression 18 -145.31 0.74 0.02 Max.Mx 6 127.09 -0.78 -0.03 Max.My 12 -13.93 -0.00 -0.79 Max.Vy 6 0.14 -0.78 -0.03 Max.Vx 12 0.14 -0.00 -0.79 Diagonal Max Tension 17 10.87 0.00 0.00 Max.Compression 16 -11.07 0.00 0.00 Max.Mx 16 10.82 0.11 0.00 Max.My 14 -0.87 0.00 -0.00 Max.Vy 16 -0.03 0.00 0.00 Max.Vx 14 0.00 0.00 0.00 Horizontal Max Tension 16 7.16 0.00 0.00 Max.Compression 17 -7.23 -0.03 0.00 Max.Mx 14 1.37 -0.06 -0.01 Max.My 6 -1.36 -0.05 -0.01 Max.Vy 14 -0.03 -0.06 -0.01 Max.Vx 6 0.00 -0.05 -0.01 Inner Bracing Max Tension 13 0.00 0.00 0.00 Max.Compression 14 -0.01 0.00 0.00 Max.Mx 24 -0.01 -0.03 0.00 Max.My 14 -0.01 0.00 0.00 Max.Vy 24 0.02 0.00 0.00 Max.Vx 14 -0.00 0.00 0.00 T7 80-60 Leg Max Tension 15 156.49 -0.56 0.00 Max.Compression 18 -173.16 0.76 0.02 Max.Mx 6 151.31 -0.82 -0.03 Max.My 12 -16.21 -0.01 -0.89 Max.Vy 6 0.14 -0.82 -0.03 Max.Vx 12 0.15 -0.01 -0.89 Diagonal Max Tension 9 10.60 0.00 0.00 Max.Compression 8 -10.92 0.00 0.00 Max.Mx 16 10.44 0.13 0.00 Max.My 10 0.49 0.00 -0.00 Max.Vy 16 -0.04 0.00 0.00 Max.Vx 10 0.00 0.00 0.00 Horizontal Max Tension 8 7.59 0.00 0.00 Max.Compression 9 -7.62 -0.06 0.00 Max.Mx 14 1.63 -0.12 -0.02 Max.My 6 -1.62 -0.11 -0.02 Max.Vy 14 -0.05 -0.12 -0.02 Max.Vx 6 0.00 -0.11 -0.02 Inner Bracing Max Tension 13 0.00 0.00 0.00 Max.Compression 14 -0.01 0.00 0.00 Max.Mx 24 -0.01 -0.05 0.00 Max.My 14 -0.01 0.00 0.00 Max.Vy 24 0.02 0.00 0.00 Max.Vx 14 -0.00 0.00 0.00 RI.SAT ower Job BU#812565 Page17 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Engl FAX.- Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K ---T8----60" -40 Leg -Max Tension 15 180.03 -1.12 0.00 Max.Compression 18 -200.23 0.80 0.00 Max.Mx 14 165.60 -1.13 0.00 Max.My 16 -16.37 -0.03 1.08 Max.Vy 6 -0.17 -1.12 -0.02 Max.Vx 16 0.17 -0.01 1.07 Diagonal Max Tension 9 11.65 0.00 0.00 Max.Compression 8 -12.10 0.00 0.00 Max.Mx 16 11.26 0.21 0.00 Max.My 10 0.42 0.00 -0.00 Max.Vy 16 -0.05 0.00 0.00 Max.Vx 10 0.00 0.00 0.00 Horizontal Max Tension 8 8.90 0.00 0.00 Max.Compression 21 -8.83 -0.08 -0.00 Max.Mx 14 1.89 -0.14 -0.02 Max.My 6 -1.87 -0.13 -0.02 Max.Vy 14 -0.05 -0.14 -0.02 Max.Vx 6 0.00 -0.12 -0.02 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 6 -0.01 0.00 0.00 Max.Mx 24 -0.01 -0.10 0.00 Max.My 14 -0.01 0.00 0.00 Max.Vy 24 0.04 0.00 0.00 Max.Vx 14 -0.00 0.00 0.00 T9 40-20 Leg Max Tension 15 203.54 -1.56 0.00 Max.Compression 18 -227.65 -2.01 0.04 Max.Mx 18 -227.65 -2.01 0.04 Max.My 12 -21.35 -0.47 -3.02 Max.Vy 2 0.45 1.68 0.01 Max.Vx 12 0.35 -0.47 -3.02 Diagonal Max Tension 9 12.10 0.00 0.00 Max.Compression 8 -12.62 0.00 0.00 Max.Mx 16 11.57 0.24 0.00 Max.My 10 0.38 0.00 -0.00 Max.Vy 16 -0.06 0.00 0.00 Max.Vx 10 0.00 0.00 0.00 Horizontal Max Tension 8 9.70 0.00 0.00 Max.Compression 9 -9.56 -0.10 -0.00 Max.Mx 14 2.15 -0.16 -0.01 Max.My 6 -2.13 -0.14 -0.02 Max.Vy 14 -0.06 -0.16 -0.01 Max.Vx 6 0.00 -0.14 -0.02 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max.Compression 6 -0.01 0.00 0.00 Max.Mx 24 -0.01 -0.13 0.00 Max.My 14 -0.01 0.00 0.00 Max.Vy 24 0.04 0.00 0.00 Max.Vx 14 -0.00 0.00 0.00 T10 20-0 Leg Max Tension 15 237.79 1.17 0.02 Max.Compression 18 -267.52 -0.00 0.00 Max.Mx 18 -240.48 6.27 -0.14 Max.My 12 -22.34 -0.47 -3.02 Max.Vy 7 14.13 -0.00 -0.00 Max.Vx 24 -6.12 -0.00 -0.00 Diagonal Max Tension 9 18.15 -0.11 0.06 Max.Compression 8 -18.59 0.00 0.00 Max.Mx 20 8.50 -0.15 0.02 Max.My 20 -18.49 -0.06 -0.06 Max.Vy 20 0.05 -0.15 0.02 Max.Vx 20 -0.01 0.00 0.00 Horizontal Max Tension 20 10.03 -0.15 -0.00 RM ower Job Page BU#812565 18 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle FAX Engl Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. _K_ �waft kt -t - Max.Compression 21 -10.22 -0.11 -0.00 Max.Mx 14 -2.47 -0.18 -0.02 Max.My 2 0.84 -0.11 0.02 Max.Vy 14 0.06 -0.18 -0.02 Max.Vx 2 -0.00 -0.11 0.02 Redund Horz 1 Max Tension 18 4.64 0.00 0.00 Bracing Max.Compression 18 -4.64 0.00 0.00 Max.Mx 10 -0.78 0.02 0.00 Max.Vy 10 -0.01 0.00 0.00 Redund Diag I Max Tension 18 4.23 0.00 0.00 Bracing Max.Compression 18 -4.23 0.00 0.00 Max.Mx 10 4.19 0.03 0.00 Max.My 8 3.69 0.00 -0.00 Max.Vy 10 -0.01 0.00 0.00 Max.Vx 8 0.00 0.00 0.00 Redund Hip 1 Max Tension 1 0.00 0.00 0.00 Bracing Max.Compression 8 -0.04 0.00 0.00 Max.Mx 18 -0.02 0.02 0.00 Max.Vy 18 -0.01 0.00 0.00 Redund Hip Max Tension 8 0.08 0.00 0.00 Diagonal Bracing Max.Compression 18 -0.06 0.00 0.00 Max.Mx 14 0.07 0.16 0.00 Max.My 18 0.04 0.00 0.00 Max.Vy 14 -0.04 0.00 0.00 Max.Vx 18 -0.00 0.00 0.00 Inner Bracing Max Tension 9 0.00 0.00 0.00 Max.Compression 8 -0.01 0.00 0.00 Max.Mx 16 -0.00 0.09 0.00 Max.My 18 -0.00 0.00 0.00 Max.Vy 16 -0.03 0.00 0.00 Max.Vx 18 -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 18 265.82 28.90 -16.29 Max.H, 18 265.82 28.90 -16.29 Max.H, 5 -206.41 -22.54 16.22 Min.Vert 7 -233.25 -26.97 15.21 Min.H, 7 -233.25 -26.97 15.21 Min.H, 16 236.91 24.46 -17.22 Leg B Max.Vert 10 263.55 -28.87 -16.02 Max.H, 23 -228.89 26.67 14.81 Max.H. 25 -200.11 22.17 15.57 Min.Vert 23 -228.89 26.67 14.81 Min.H, 10 263.55 -28.87 -16.02 Min.H, 12 232.47 -24.38 -16.65 Leg A Max.Vert 2 264.55 -0.26 33.27 Max.H, 21 12.60 5.11 1.16 Max.H, 2 264.55 -0.26 33.27 Min.Vert 15 -236.17 0.29 -31.07 ll SA ower Job Page BU#812565 19 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724) Crown Castle Eng1 Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. _ Min.H, 9 18.55 -5.18 _ 1.72 Min.H, 15 -236.17 0.29 -31.07 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M Moment,M K K K_ ki -t ki -t ki -t Dead Only 44.54 0.00 -0.00 33.32 8.34 -0.00 1.2 Dead+1.6 Wind 0 deg-No 53.45 0.96 -55.92 -5914.01 -143.04 -10.76 Ice 0.9 Dead+1.6 Wind 0 deg-No 40.09 0.96 -55.92 -5920.35 -145.45 -10.74 Ice 1.2 Dead+1.6 Wind 30 deg-No 53.45 29.21 -49.98 -5200.95 -3075.29 5.17 Ice 0.9 Dead+1.6 Wind 30 deg-No 40.09 29.21 -49.98 -5207.76 -3075.91 5.17 Ice 1.2 Dead+1.6 Wind 60 deg-No 53.45 48.18 -28.56 -3016.24 -5079.99 16.81 Ice 0.9 Dead+1.6 Wind 60 deg-No 40.09 48.18 -28.56 -3024.35 -5079.34 16.79 Ice 1.2 Dead+1.6 Wind 90 deg-No 53.45 57.37 -0.96 -114.46 -5989.43 20.22 Ice 0.9 Dead+1.6 Wind 90 deg-No 40.09 57.37 -0.95 -124.38 -5988.27 20.18 Ice 1.2 Dead+1.6 Wind 120 deg- 53.45 48.06 27.64 2966.67 -5088.35 26.26 No Ice 0.9 Dead+1.6 Wind 120 deg- 40.09 48.06 27.64 2954.83 -5087.72 26.22 No Ice 1.2 Dead+1.6 Wind 150 deg- 53.45 27.97 50.15 5312.17 -2873.95 24.51 No Ice 0.9 Dead+1.6 Wind 150 deg- 40.09 27.97 50.15 5298.89 -2874.71 24.48 No Ice 1.2 Dead+1.6 Wind 180 deg- 53.45 -0.23 56.12 5994.85 44.89 13.27 No Ice 0.9 Dead+1.6 Wind 180 deg- 40.09 -0.23 56.12 5981.10 42.35 13.25 No Ice 1.2 Dead+1.6 Wind 210 deg- 53.45 -28.44 50.47 5362.23 2968.04 -2.74 No Ice 0.9 Dead+1.6 Wind 210 deg- 40.09 -28.45 50.47 5348.91 2963.71 -2.75 No Ice 1.2 Dead+1.6 Wind 240 deg- 53.45 -47.76 28.65 3126.45 5058.88 -17.85 No Ice 0.9 Dead+l.6 Wind 240 deg- 40.09 -47.76 28.65 3114.50 5053.24 -17.83 No Ice 1.2 Dead+1.6 Wind 270 deg- 53.45 -57.03 -0.05 28.36 5954.19 -22.66 No Ice 0.9 Dead+1.6 Wind 270 deg- 40.09 -57.03 -0.05 18.34 5948.02 -22.62 No Ice 1.2 Dead+1.6 Wind 300 deg- 53.45 -47.65 -27.98 -2926.52 5016.10 -25.78 No Ice 0.9 Dead+1.6 Wind 300 deg- 40.09 -47.65 -27.98 -2934.72 5010.49 -25.75 No Ice 1.2 Dead+1.6 Wind 330 deg- 53.45 -28.20 -49.66 -5150.95 2934.73 -23.77 No Ice 0.9 Dead+1.6 Wind 330 deg- 40.09 -28.20 -49.66 -5157.79 2930.42 -23.73 No Ice Job Page RI.S �"oWer BU#812565 20 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)4/6-2000 Crown Castle Engl FAX. Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M Moment,M _ K K K _ ki -I kp- _ k Dead+Wind 0 deg-Service 44.54 0.15 -8.74 -896.62 -15.54 -1.68 Dead+Wind 30 deg-Service 44.54 4.56 -7.81 -785.25 -473.49 0.81 Dead+Wind 60 deg-Service 44.54 7.53 -4.46 -444.00 -786.63 2.62 Dead+Wind 90 deg-Service 44.54 8.96 -0.15 9.25 -928.67 3.15 Dead+Wind 120 deg-Service 44.54 7.51 4.32 490.50 -787.98 4.10 Dead+Wind 150 deg-Service 44.54 4.37 7.84 856.81 -442.14 3.83 Dead+Wind 180 deg-Service 44.54 -0.04 8.77 963.45 13.79 2.07 Dead+Wind 210 deg-Service 44.54 -4.45 7.89 864.63 470.39 -0.44 Dead+Wind 240 deg-Service 44.54 -7.46 4.48 515.46 796.97 -2.78 Dead+Wind 270 deg-Service 44.54 -8.91 -0.01 31.56 936.76 -3.53 Dead+Wind 300 deg-Service 44.54 -7.44 -4.37 -429.97 790.26 -4.03 Dead+Wind 330 de -Service 44.54 4.41 -7.76 -777.44 465.14 -3.71 Solution Summar Sum of Applied Forces Sum of Reactions Load PX Py PZ PX Py PZ %Error Comb. K K K K K K_ 1 -- 0.00 --44.54 -"- _.0"O'--O-------"-o.00 _ _ 44.54 0.00 0.000% 2 0.96 -53.45 -55.93 -0.96 53.45 55.92 0.021% 3 0.96 -40.09 -55.93 -0.96 40.09 55.92 0.018% 4 29.21 -53.45 -49.99 -29.21 53.45 49.98 0.015% 5 29.21 -40.09 -49.99 -29.21 40.09 49.98 0.012% 6 48.18 -53.45 -28.56 -48.18 53.45 28.56 0.003% 7 48.18 -40.09 -28.56 -48.18 40.09 28.56 0.003% 8 57.38 -53.45 -0.95 -57.37 53.45 0.96 0.014% 9 57.38 -40.09 -0.95 -57.37 40.09 0.95 0.012% 10 48.07 -53.45 27.64 -48.06 53.45 -27.64 0.021% 11 48.07 -40.09 27.64 -48.06 40.09 -27.64 0.018% 12 27.98 -53.45 50.15 -27.97 53.45 -50.15 0.014% 13 27.98 -40.09 50.15 -27.97 40.09 -50.15 0.012% 14 -0.23 -53.45 56.12 0.23 53.45 -56.12 0.003% 15 -0.23 -40.09 56.12 0.23 40.09 -56.12 0.003% 16 -28.46 -53.45 50.47 28.44 53.45 -50.47 0.015% 17 -28.46 -40.09 50.47 28.45 40.09 -50.47 0.012% 18 -47.77 -53.45 28.65 47.76 53.45 -28.65 0.021% 19 -47.77 -40.09 28.65 47.76 40.09 -28.65 0.018% 20 -57.03 -53.45 -0.04 57.03 53.45 0.05 0.015% 21 -57.03 -40.09 -0.04 57.03 40.09 0.05 0.013% 22 -47.65 -53.45 -27.98 47.65 53.45 27.98 0.002% 23 -47.65 -40.09 -27.98 47.65 40.09 27.98 0.002% 24 -28.19 -53.45 -49.67 28.20 53.45 49.66 0.014% 25 -28.19 -40.09 -49.67 28.20 40.09 49.66 0.012% 26 0.15 -44.54 -8.74 -0.15 44.54 8.74 0.002% 27 4.56 -44.54 -7.81 -4.56 44.54 7.81 0.002% 28 7.53 -44.54 -4.46 -7.53 44.54 4.46 0.001% 29 8.96 -44.54 -0.15 -8.96 44.54 0.15 0.002% 30 7.51 -44.54 4.32 -7.51 44.54 -4.32 0.002% 31 4.37 -44.54 7.84 -4.37 44.54 -7.84 0.002% 32 -0.04 -44.54 8.77 0.04 44.54 -8.77 0.001% 33 -4.45 -44.54 7.89 4.45 44.54 -7.89 0.002% 34 -7.46 -44.54 4.48 7.46 44.54 -4.48 0.002% 35 -8.91 -44.54 -0.01 8.91 44.54 0.01 0.002% 36 -7.45 -44.54 -4.37 7.44 44.54 4.37 0.001% 37 -4.41 -44.54 -7.76 4.41 44.54 7.76 0.002% LISA ower Job Page BU#812565 21 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle FAX. Engl 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 0.00030416 3 Yes 4 0.00000001 0.00023176 4 Yes 4 0.00000001 0.00029094 5 Yes 4 0.00000001 0.00021934 6 Yes 4 0.00000001 0.00027863 7 Yes 4 0.00000001 0.00020668 8 Yes 4 0.00000001 0.00029015 9 Yes 4 0.00000001 0.00021873 10 Yes 4 0.00000001 0.00030388 11 Yes 4 0.00000001 0.00023149 12 Yes 4 0.00000001 0.00028982 13 Yes 4 0.00000001 0.00021802 14 Yes 4 0.00000001 0.00027928 15 Yes 4 0.00000001 0.00020710 16 Yes 4 0.00000001 0.00029063 17 Yes 4 0.00000001 0.00021883 18 Yes 4 0.00000001 0.00030449 19 Yes 4 0.00000001 0.00023194 20 Yes 4 0.00000001 0.00029264 21 Yes 4 0.00000001 0.00022094 22 Yes 4 0.00000001 0.00028035 23 Yes 4 0.00000001 0.00020845 24 Yes 4 0.00000001 0.00029037 25 Yes 4 0.00000001 0.00021853 26 Yes 4 0.00000001 0.00021422 27 Yes 4 0.00000001 0.00021165 28 Yes 4 0.00000001 0.00021047 29 Yes 4 0.00000001 0.00021158 30 Yes 4 0.00000001 0.00021421 31 Yes 4 0.00000001 0.00021400 32 Yes 4 0.00000001 0.00021504 33 Yes 4 0.00000001 0.00021671 34 Yes 4 0.00000001 0.00021779 35 Yes 4 0.00000001 0.00021544 36 Yes 4 0.00000001 0.00021327 37 Yes 4 0.00000001 0.00021280 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load __A__Ln Comb. o ° T1 190- 180 1.941 33 0.0877 0.0216 T2 180- 160 1.753 33 0.0874 0.0215 T3 160- 140 1.386 33 0.0811 0.0191 T4 140-120 1.052 33 0.0705 0.0134 T5 120-100 0.761 33 0.0599 0.0091 T6 100-80 0.525 33 0.0481 0.0063 T7 80-60 0.333 33 0.0378 0.0043 T8 60-40 0.189 33 0.0269 0.0028 T9 40-20 0.088 33 0.0172 0.0019 T10 20-0 0.027 27 0.0074 0.0010 �r,� RISATower Job Page BU#812565 22 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Engl FAX: Section Elevation Harz. Gov. Tilt Twist No. Deflection Load in _Comb. _ _o o _ Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft _ Comb. in o o1t _ 190' Flash Beacon Lighting 33 1.941 0.0877 0.0216 Inf 187' (4)PD10176 w/Mount Pipe 33 1.884 0.0877 0.0216 Inf 184' VHLP2-18 33 1.828 0.0877 0.0215 Inf 178' Horizon DUO 33 1.716 0.0872 0.0214 885567 161' HP6-122 33 1.404 0.0816 0.0193 120877 130' ETW200VS12UB 33 0.901 0.0653 0.0109 94902 48' ASP-955 33 0.124 0.0210 0.0022 123797 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load A in Comb. ° T1 190-180 12.016 16 0.5353 0.1385 T2 180-160 10.873 16 0.5342 0.1378 T3 160-140 8.621 16 0.4975 0.1226 T4 140-120 6.558 16 0.4336 0.0859 T5 120-100 4.757 16 0.3695 0.0585 T6 100-80 3.287 16 0.2974 0.0409 T7 80-60 2.095 16 0.2337 0.0276 T8 60-40 1.195 16 0.1662 0.0182 T9 40-20 0.561 16 0.1065 0.0119 TIO 20-0 0.169 4 0.0455 0.0063 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature Comb._in 190' Flash Beacon Lighting 16� 12.016 0.5353__'_TI 0.1385 748656 187' (4)PD10176 w/Mount Pipe 16 11.673 0.5356 0.1385 748656 184' VHLP2-18 16 11.330 0.5356 0.1383 631432 178' Horizon DUO 16 10.644 0.5327 0.1373 218307 161' HP6-122 16 8.730 0.5003 0.1241 21215 130' ETW200VS12UB 16 5.619 0.4021 0.0704 15548 48' ASP-955 16 0.785 0.1302 0.0142 20000 Bolt Design Data Job Page RISAT®Wer BU#812565 23 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Engl FAX: 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 ,+ T1 190 Leg A325N 0.7500 4 0.22 29.82 0.007 Ir 1 Bolt Tension Diagonal A325N 0.6250 3 1.22 12.43 0.098 1 Bolt Shear Horizontal A325N 0.6250 2 1.29 12.43 0.103 1 Bolt Shear T2 180 Leg A325N 0.8750 4 5.16 40.59 0.127 1 Bolt Tension Diagonal A325N 0.6250 3 2.49 12.43 0.200 1 Bolt Shear Horizontal A325N 0.6250 2 2.03 12.43 0.163 I Bolt Shear T3 160 Leg A325N 1.0000 4 12.52 53.01 0.236 1 Bolt Tension Diagonal A325N 0.6250 3 2.76 12.43 0.222 1 Bolt Shear Horizontal A325N 0.6250 2 2.46 12.43 0.198 Y 1 Bolt Shear T4 140 Leg A325N 1.0000 6 12.94 53.01 0.244 1 Bolt Tension Diagonal A325N 0.6250 3 3.27 12.43 0.264 1 Bolt Shear Horizontal A325N 0.6250 2 3.38 12.43 0.272 1 Bolt Shear T5 120 Leg A325N 1.0000 6 17.28 53.01 0.326 1 Bolt Tension Diagonal A325N 0.6250 3 3.94 12.43 0.317 1 Bolt Shear Horizontal A325N 0.6250 2 3.53 12.43 0.284 ` I Bolt Shear T6 100 Leg A325N 1.0000 6 21.93 53.01 0.414 1 Bolt Tension Diagonal A325N 0.6250 3 3.69 12.43 0.297 1 Bolt Shear Horizontal A325N 0.6250 2 3.61 12.43 0.291 1 Bolt Shear T7 80 Leg A325N 1.0000 8 19.56 53.01 0.369 1 Bolt Tension Diagonal A325N 0.6250 3 3.64 12.43 0.293 1 Bolt Shear Horizontal A325N 0.6250 2 3.81 12.43 0.307 1 Bolt Shear T8 60 Leg A325N 1.0000 8 22.50 53.01 0.424 Y 1 Bolt Tension Diagonal A325N 0.6250 3 4.03 12.43 0.32511+ 1 Bolt Shear Horizontal A325N 0.6250 2 4.45 12.43 0.358 1 Bolt Shear T9 40 Leg A325N 1.0000 8 25.44 53.01 0.480 a!� 1 Bolt Tension Diagonal A325N 0.6250 3 4.21 12.43 0.338 1 Bolt Shear Horizontal A325N 0.6250 2 4.85 12.43 0.390 Y 1 Bolt Shear T10 20 Leg A354-BC 1.0000 10 23.78 55.22 0.431 1 Bolt Tension Diagonal A325N 0.7500 3 6.20 17.89 0.346 1 Bolt Shear Horizontal A325N 0.7500 2 5.11 17.89 0.285 1 Bolt Shear Compression Checks Leg Design Data (Compression) Page „®Wer Job BU#812565 24 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Eng1 FAX.- Section AX:Section Elevation Size L L„ K1/r A P„ �Pn Ratio No. P„ ft ft ft in' K K Pn T1 190-180 ROHN 2.5 X-STR 10' 5' 64.9 2.2535 -2.62 74.51 0.035' K=1.00 V T2 180-160 ROHN 3 X-STR 20' 6'8-1/32' 70.4 3.0159 -25.54 94.46 0.270' K=1.00 V T3 160-140 ROHN 4 X-STR 20'15/32 6'8-5/32' 54.3 4.4074 -56.59 159.90 0.354' 11 1 K=1.00 t/ T4 140-120 ROHN 5 X-STR 20'15/32 6'8-5/32' 43.6 6.1120 -86.89 239.38 0.363' K=1.00 V T5 120-100 ROHN 6 EHS 20'15/32 10'1/4" 54.0 6.7133 -114.79 244.02 0.470' 11 K=1.00 T6 100-80 ROHN 6 X-STR 20'19/32 10'3/8" 54.8 8.4049 -145.31 303.62 0.47911 ' K=1.00 Y T7 80-60 ROHN 6 X-STR 20'23/32 10'3/8" 54.8 8.4049 -173.16 303.58 0.570' 11 K=1.00 V T8 60-40 ROHN 8 EHS 20'19/32 10'3/8" 41.2 9.7193 -200.23 386.31 0.518' 11 K=1.00 ,/ T9 40-20 ROHN 8 EHS 20'l 9/32 10'3/8" 41.2 9.7193 -227.65 386.31 0.589' 1. K=1.00 T10 20-0 ROHN8EH 20'19/32 9'11-3/4' 41.6 12.7627 -267.52 505.97 0.529' 11 K=1.00 ' 1 P n /�P"controls Diagonal Design Data (compression) Section Elevation Size L Ln Kl/r A P„ OP, Ratio No. Pn ft ft ft in' K K W, Tl 190-180 ROHN 2 STD 6'6-31/3 6'4-11/1 97.4 1.0745 -3.65 24.15 0.151 2" 6" K=1.00 V T2 180-160 ROHN 2 X-STR T11-9/3 78-1/32' 120.1 1.4773 -7.47 23.14 0.323' 2" 1K=1.00 V T3 160-140 ROHN 2 STD 8'6-19/3 8'3" 125.8 1.0745 -7.93 15.33 0.517' 2" K=1.00 VII T4 140-120 ROHN 2 STD 9'2-7/8" 8'10-29/ 135.8 1.0745 -9.82 13.17 0.746' 32" K=1.00 f T5 120-100 ROHN 2.5 STD 12'6-1/4' 12'23/32 152.7 1.7040 -11.80 16.50 0.715' 1 11 K=1.00 T6 100-80 ROHN 2.5 STD 13'3-23/ 12'10-11 163.2 1.7040 -11.06 14.45 0.7•66' 32" /16" K=1.00 Y T7 80-60 ROHN 2.5 STD 14'2-17/ 13'9-27/ 175.1 1.7040 -10.92 12.56 0.870' 32" 32" K=1.00 T8 60-40 ROHN 3 STD 15'1-7/1 147-11/ 151.0 2.2285 -12.10 22.07 0.548' 6" 16" K=1.00 V T9 40-20 ROHN 3 STD 16'31/32 15'7-7/1 161.1 2.2285 -12.62 19.40 0.650' 1. 6" K=1.00 V T10 20-0 ROHN 2.5 EH 24'3-1/8' 12'1-9/1 157.5 2.2535 -18.59 20.52 0.906' 6" K=1.00 +* Page RISAT®Wer ,lob BU#812565 25 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Eng1 FAX.• 'P v /QIP„controls Horizontal Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ �P„ Ratio No. Pu ft ft ft int K K p TI 190-180 ROHN 1.5 STD 8'6-1/4" 4'1-11/1 79.8 0.7995 -2.56 22.58 0.114' 6" K=1.00 kr T2 180-160 ROHN 1.5 STD 8'7-3/16' 4'1-13/1 80.0 0.7995 -3.99 22.52 0.177' 6" K=1.00 V T3 160-140 ROHN 1.5 STD 10'1/8" 4'9-27/3 92.9 0.7995 -4.93 19.14 0.25�7 2" K=1.00 Yr T4 140-120 ROHN 2 STD 12'1-3/1 5'9-27/3 88.7 1.0745 -6.75 27.21 0.248 6" 2" K=1.00 V/ T5 120-100 ROHN 2 STD 13'11-1/ 6'8-5/32' 101.9 1.0745 -7.05 22.64 0.312 32" 1K=1.00 V T6 100-80 ROHN 2 STD 16'3-15/ 710-7/1 120.0 1.0745 -7.23 16.86 0.428' 32" 6" K=1.00 V T7 80-60 ROHN 2.5 STD 18'10-5/ 9'1-13/1 115.9 1.7040 -7.62 28.64 0.266' 16" 6" K=1.00 l T8 60-40 ROHN 2.5 STD 21'5-5/3 10'4-3/1 131.1 1.7040 -8.83 22.38 0.394' 2" 6" K=1.00 Y T9 40-20 ROHN 2.5 STD 23'11-5/ 117-3/1 147.0 1.7040 -9.56 17.82 0.537 32" 6" K=1.00 V T10 20-0 ROHN 2.5 STD 25'2-5/3 12'2-3/4' 154.9 1.7040 -10.22 16.05 0.637 2" K=1.00 "" 'P" /�P„controls Top Girt Design Data (Compression) Section Elevation Size L L" KI/r A P„ �P" Ratio No. P„ ft ft ft in' K K p" T17 190-1-80 ROHN 1.5 STD 8'6" -4'1-9/-16' 4'1-9/16' -79.6 0.7995 -0.68 22.630.030 K=1.00 'P /�P„controls Redundant Horizontal 1 Design Data Com ression Section Elevation Size L L" Kl/r A P„ �P„ Ratio No. P„ ft ft ft in" K K p" T10 20-0 ROHN 1.5 STD 6'3-15/3 -5'11-5/3 114.4 0.7995 -4.64 13.01 0.357 2" 2" K=1.00 V R,[S `il®{ �p Job Page BU#812565 26 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Engl FAX.- Section Elevation Size L L„ Kl/r A Pu �P„ Ratio No. Pu ft ft ft int K K pn 'P n /op.controls Redundant Diagonal 1 Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ �P„ Ratio No. Pu ft ft ft int K K pn T10 20-0 ROHN 1.5 STD 11'5-5/8' 10'8-7/8' 207.0 0.7995 -4.23 4.21 1.003' K=1.00 x 4.9-3(1.00 CR)-286 ' P /�P„controls Redundant Hi 1 Design Data (Compression) Section Elevation Size L L„ KI1r A P„ �Pn Ratio No, Pn ft ft ft in' K K 6Pn TIO 20-0 ROHN 1.5 STD 6'3-15/3 6'3-15/3 121.3 0.7995 -0.04 11.94 0.004 2" 2" K=1.00 ►' ' P n /�P„controls Redundant Hip Diagonal Design Data (Compression) Section Elevation Size L Ln Kl/r A Pn �Pn Ratio No. Pu ft ft ft in" K K $Pn --ilo 20-0 ROHN 2.5 STD 15'19/32 15'19/32 190.6 1.7040 -0.06 10.60 0.005 11 K=1.00 'P /r Pn controls Inner Bracing Design Data (Compression) Section Elevation Size L L„ Kl/r A Pu r Pn Ratio No. Pu ft ft-, ft in' K K �p T1 190-180 L2x2xl/8 TY 4'3" 128.3 0.4844 -0.01 6.56 0.002 K=1.00 V Page RISAT®Wer Job BU#812565 27 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Eng1 FAX: Section Elevation Size L L„ Kl/r A P„ �P„ Ratio No. Pu ft ft ft int K K P" T2 180-160 L2x2xl/8 4'3-19/3 4'3-19/3 129.8 0.4844 -0.00 6.44 0.001 ' 2" 2" K=1.00 V T3 160-140 L2x2x1/8 4'3-23/3 4'3-23/3 130.2 0.4844 -0.01 6.40 0.001 ' 2" 2" K=1.00 V T4 140-120 L2x2x1/8 6'19/32" 6'19/32" 182.6 0.4844 -0.01 3.28 0.002' K=1.00 T5 120-100 L2x2xl/8 6'11-17/ 6'l1-17/ 210.0 0.4844 -0.01 2.48 0.003 32" 32" K=1.00 l T6 100-80 L21/2x21/2x3/16 8'1-13/1 8'1-13/1 197.5 0.9020 -0.01 5.23 0.002 6" 6" K=1.00 T7 80-60 L3x3x3/16 9'5-5/32' 9'5-5/32' 189.9 1.0900 -0.01 6.83 0.001 ' ' K=1.00 _,+ T8 60-40 L31/2x31/2xl/4 10'8-17/ 10'8-17/ 185.2 1.6900 -0.01 11.13 0.00"01 32" 32" K=1.00 i'' T9 40-20 L3 1/20 1/2x1/4 11'11-17 11'11-17 206.9 1.6900 -0.01 8.92 0.001 ' /32" /32" K=1.00 V TIO 20-0 ROHN 2 STD 127-3/3 12'7-3/3 191.9 1.0745 -0.01 6.59 0.002 2" 2" K=1.00 P. /�P"controls Tension Checks Leg Design Data Tension Section Elevation Size L L" Kl/r A P„ �Pn Ratio No. P. ft ft ft int K K pn TI 190-180 ROHN 2.5 X-STR_ 10' 5' 64.9 2.2535 0.22 101.41 0.002' T2 180-160 ROHN 3 X-STR 20' 6'8-1/32' 70.4 3.0159 20.62 135.72 0.152 T3 160-140 ROHN 4 X-STR 20'15/32 6'8-5/32' 54.3 4.4074 50.06 198.34 0.252' T4 140-120 ROHN 5 X-STR 20'15/32 6'8-5/32' 43.6 6.1120 77.65 275.04 0.282' T5 120-100 ROHN 6 EHS 20'15/32 10'1/4" 54.0 6.7133 103.67 302.10 0.343' T6 100-80 ROHN 6 X-STR 20'19/32 10'3/8" 54.8 8.4049 131.60 378.22 0.348 T7 80-60 ROHN 6 X-STR 20'23/32 10'3/8" 54.8 8.4049 156.49 378.22 0.1414' T8 60-40 ROHN 8 EHS 20'19/32 10'3/8" 41.2 9.7193 180.03 437.37 0.412' T9 40-20 ROHN 8 EHS 20'19/32 10'3/8" 41.2 9.7193 203.54 437.37 0.465' TIO 20-0 ROHN 8EH 20'19/32 9'11-3/4' 41.6 12.7627 237.79 574.32 0.414' RISAl®�� Job Page BU#812565 28 of 32 Crown Castle Project Date e 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(7FAX416-2000 Crown Castle Engl Section Elevation Size L Lu K1/r A P„ op„ Ratio No. P„ ft ft ft in' K K P" P /�P"controls Diagonal Design Data Tension Section Elevation Size L L„ Kl/r A Pu �P„ Ratio No. Pu ft ft ft in' K K IV. T1 190-180 ROHN 2 STD 6'6-31/3 64-11/1 97.4 1.0745 3.57 48.35 0.074' 2" 6" Y T2 180-160 ROHN 2 X-STR 711-9/3 7'8-1/32' 120.1 1.4773 7.38 66.48 0._11,r1 ' 2" i+' T3 160-140 ROHN 2 STD 8'1-11/1 710-3/3 119.5 1.0745 8.19 48.35 0.169' 6„ 2" l T4 140-120 ROHN 2 STD 92-7/8" 8'10-29/ 135.8 1.0745 9.71 48.35 0.201 32" l T5 120-100 ROHN 2.5 STD 12'2-9/3 11'8-3/4' 148.5 1.7040 11.67 76.68 0.152 2" 1r T6 100-80 ROHN 2.5 STD 12'10-13 12'5-3/4' 158.1 1.7040 10.87 76.68 0.142 /16" 1 t/ T7 80-60 ROHN 2.5 STD 14'2-17/ 13'9-27/ 175.1 1.7040 10.60 76.68 0.138' 32" 32" fir+' T8 60-40 ROHN 3 STD 15'1-7/1 147-11/ 151.0 2.2285. 11.65 100.28 0.116' 6" 16" Y T9 40-20 ROHN 3 STD 16'31/32 157-7/1 161.1 2.2285 12.10 100.28 0.12,x1 ' 6" N T10 20-0 ROHN 2.5 EH 24'3-1/8' 121-9/1 157.5 2.2535 18.15 101.41 0.179' 6" 1 P u /�P„controls Horizontal Design Data Tension Section Elevation Size L L„ Kl/r A Pu �P" Ratio No. Pu ft ft ft in-' K K P Tl 190-180 ROHN 1.5 STD 8'6-1/4" 4'1-11/1 79.8 0.7995 2.57 35.98 0.071 ' 6" V T2 180-160 ROHN 1.5 STD 8'7-3/16' 4'1-13/1 80.0 0.7995 4.05 35.98 0.,113' + 6" �+' T3 160-140 ROHN 1.5 STD 10'1/8" 4'9-27/3 92.9 0.7995 4.92 35.98 0.137' 2" V T4 140-120 ROHN 2 STD 12'1-3/1 5'9-27/3 88.7 1.0745 6.73 48.35 0.139' 6" 2" i/ T5 120- 100 ROHN 2 STD 13'11-1/ 6'8-5/32' 101.9 1.0745 6.98 48.35 0.144' 32" 11/ T6 100-80 ROHN 2 STD 16'3-15/ 710-7/1 120.0 1.0745 7.16 48.35 0.148' PJ&ffo er Job BU#812565 Page29 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Engl FAX. Section Elevation Size L L„ KI/r A P„ Ratio No. P" ft ft ft in' K K 6P. 32" 6" l T7 80-60 ROHN 2.5 STD 18'10-5/ 9'1-13/1 115.9 1.7040 7.59 76.68 0.099, 16" 6" 1 T8 60-40 ROHN 2.5 STD 21'5-5/3 104-3/1 131.1 1.7040 8.90 76.68 0.116 2" 6" T9 40-20 ROHN 2.5STD 23'11-5/ 117-3/1 147.0 1.7040 9.70 76.68 0.127' 32" 6" 6/ TIO 20-0 ROHN 2.5 STD 25'2-5/3 12'2-3/4' 154.9 1.7040 10.03 76.68 0.131' 2" t P /�P"controls Top Girt Design Data Tension Section Elevation Size L L" KI/r A P� �P„ Ratio No. P. ft ft ft in' K K �p" T1 190-180 ROHN 1.5 STD 8'6" 41-9/16' 79.6 0.7995 0.68 35.98 0.019` P" J�P"controls Redundant Horizontal 1 Design Data Tension Section Elevation Size L L„ Kl/r A P. �P" Ratio No. P„ ft ft ft int K K p T10 20-0 ROHN 1.5 STD 6'3-15/3 5'11-5/3 114.4 0.7995 4.64 25.90 0.179 2" 2" / 1 P !r P„controls , Redundant Diagonal 1 Design Data Tension Section Elevation Size L L„ KI/r A P" �P„ Ratio No. P" ft ft ft in' K K T10 _ 20-0 ROHN L5 STD ____ 11'5-5/8' 10'8-7/8' 207.0 0.7995 4.23 25.90 0.163' 4.9-3(1.00 CR)-286 Y P" /�P"controls R,[S `ll® �� Job Page BU#812565 30 of 32 Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Eng1 FAX. Redundant Hip Diagonal Design Data Tension Section Elevation Size L Lu Kl/r A Pa �Pn Ratio No. P„ ft ft ft int K K Pn T10 20-0 ROHN 2.5 STD 15'19/32 15'19/32 190.6 1.7040 0.08 55.21 0.002 1 P" /r Pn controls Inner Bracing Design Data Tension Section Elevation Size L L„ Kl/r A Pn �Pn Ratio No. P„ ft ft ft in` K K �p T1 190-180 L2x2x1/8 4'3" 4'3" 81.4 0.4844 0.01 15.69 0.001 V T2 180-160 L2x2xl/8 4'3-19/3 4'3-19/3 82.4 0.4844 0.01 15.69 0.000' 2" 2" V° T3 160-140 L2x2x1/8 4'3-23/3 4'3-23/3 82.6 0.4844 0.00 15.69 0.0001 2„ 2" 1 T4 140-120 L2x2x]/8 6'19/32" 6'19/32" 115.9 0.4844 0.00 15.69 0.0001 l/ T5 120-100 L2x2x1/8 6'4-13/1 6'4-13/1 122.6 0.4844 0.00 15.69 0.0001 6" 6" l T6 100-80 L21/2x21/2x3/16 7'6-1/4" 76-1/4" 116.0 0.9020 0.00 29.22 0.000' V T7 80-60 L3x3x3/16 8'9-1/4" 8'9-1/4" 112.1 1.0900 0.00 49.05 0.000' V T10 20-0 ROHN 2 STD 127-3/3 127-3/3 191.9 1.0745 0.00 48.35 0.0001 2" 2" �r P n /op,controls Section Capacity Table Section Elevation Component Size Critical P oPnu„„. % Pass No. _ ft Type Element K K Capacity Fail TI � 190-180Leg- -��-� �ROHN 2.5X-STR 1 -2.6274.513.5�-�-- Pass - T2 180-160 Leg ROHN 3 X-STR 28 -25.54 94.46 27.0 Pass T3 160 140 Leg ROHN 4 X-STR 67 -56.59 159.90 35.4 Pass T4 140-120 Leg ROHN 5 X-STR 106 -86.89 239.38 36.3 Pass T5 120-100 Leg ROHN 6 EHS 145 -114.79 244.02 47.0 Pass T6 100-80 Leg ROHN 6 X-STR 172 -145.31 303.62 47.9 Pass T7 80-60 Leg ROHN 6 X-STR 199 -173.16 303.58 57.0 Pass T8 60-40 Leg ROHN 8 EHS 226 -200.23 386.31 51.8 Pass T9 40-20 Leg ROHN 8 EF1S 253 -227.65 386.31 58.9 Pass T10 20-0 Leg ROHN 8 EH 280 -267.52 505.97 52.9 Pass ccrr�� Job Page ►.7ATower BU#812565 31 of 32 Project Date Crown Castle a 15:18:26 10!22/10 2000 Corporate Drive Canonsburg,PA Client Designed by Phone:(724)416-2000 Crown Castle Eng1 FAX.- Section AX:Section Elevation Component Size Critical P oPan"w % Pass No. .ft Type Element K K Capacity Fail T1 190-180 Diagonal ROHN 2 STD 14 -3.65 24.15 15.1 Pass T2 180-160 Diagonal ROHN 2 X-STR 38 -7.47 23.14 32.3 Pass T3 160-140 Diagonal ROHN 2 STD 78 -7.93 15.33 51.7 Pass T4 140-120 Diagonal ROHN 2 STD 117 -9.82 13.17 74.6 Pass T5 120-100 Diagonal ROHN 2.5 STD 156 -11.80 16.50 71.5 Pass T6 100-80 Diagonal ROHN 2.5 STD 183 -11.06 14.45 76.6 Pass T7 80-60 Diagonal ROHN 2.5 STD 204 -10.92 12.56 87.0 Pass T8 60-40 Diagonal ROHN 3 STD 231 -12.10 22.07 54.8 Pass T9 40-20 Diagonal ROHN 3 STD 258 -12.62 19.40 65.0 Pass TIO 20-0 Diagonal ROHN 2.5 EH 287 -18.59 20.52 90.6 Pass T1 190-180 Horizontal ROHN 1.5 STD 13 -2.56 22.58 11.4 Pass T2 180-160 Horizontal ROHN 1.5 STD 37 -3.99 22.52 17.7 Pass T3 160-140 Horizontal ROHN 1.5 STD 76 -4.93 19.14 25.7 Pass T4 140- 120 Horizontal ROHN 2 STD 115 -6.75 27.21 24.8 Pass 27.2(b) T5 120-100 Horizontal ROHN 2 STD 154 -7.05 22.64 31.2 Pass T6 100-80 Horizontal ROHN 2 STD 181 -7.23 16.86 42.8 Pass T7 80-60 Horizontal ROHN 2.5 STD 202 -7.62 28.64 26.6 Pass 30.7(b) T8 60-40 Horizontal ROHN 2.5 STD 229 -8.83 22.38 39.4 Pass T9 40-20 Horizontal ROHN 2.5 STD 256 -9.56 17.82 53.7 Pass Tl0 20-0 Horizontal ROHN 2.5 STD 283 -10.22 16.05 63.7 Pass T1 190-180 Top Girt ROHN 1.5 STD 4 -0.68 22.63 3.0 Pass T10 20-0 Redund Horz 1 ROHN 1.5 STD 285 -4.64 13.01 35.7 Pass Bracing TIO 20-0 Redund Diag 1 ROHN 1.5 STD 305 -4.23 4.21 100.3 Fail Bracing TIO 20-0 Redund Hip 1 ROHN 1.5 STD 308 -0.04 11.94 0.4 Pass Bracing T10 20-0 Redund Hip Diagonal ROHN 2.5 STD 298 -0.06 10.60 0.5 Pass Bracing T1 190-180 Inner Bracing L2x2xl/8 25 -0.01 6.56 0.2 Pass T2 180-160 Inner Bracing L2x2xl/8 40 -0.00 6.44 0.1 Pass T3 160-140 Inner Bracing L2x2xl/8 104 -0.01 6.40 0.1 Pass T4 140-120 Inner Bracing L2x2xl/8 119 -0.01 3.28 0.2 Pass T5 120-100 Inner Bracing L2x2xl/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 L3x3x3/16 213 -0.01 6.83 0.1 Pass T8 60-40 Inner Bracing L31/2x31/2x1/4 240 -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 ROHN 2 STD 312 -0.01 6.59 0.2 Pass Summary Leg(T9) 58.9 Pass Diagonal 90.6 Pass (T10) Horizontal 63.7 Pass (TIO) Top Girt 3.0 Pass (TI) Redund 35.7 Pass Horz 1 Bracing (TIO) Redund 100.3 Fail Diag 1 Bracing (T10) Redund Hip 0.4 Pass 1 Bracing (T10) Redund Hip 0.5 Pass RISAT ® �P Job Page BU#812565 32 of 32 x ! Crown Castle Project Date 2000 Corporate Drive 15:18:26 10/22/10 Canonsburg,PA Client Designed by Phone:(724) Crown Castle Eng1 Section Elevation Component Size Critical P oPalla„ % Pass No. rt Type Element K K Capacity Fail Diagonal Bracing (T10) Inner 0.3 Pass Bracing(T5) Bolt Checks 48.0 Pass RATING= 100.3 Fail x Program Version 5.4.2.0-6/17/2010 File:R:/SA Models-Letters/Work Area/CVolk/812565/tempfaa/812565.eri October 25, 2010 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 363640, Application 109353, Revision 5 Page 9 APPENDIX B BASE LEVEL DRAWING RISATower Report-version 5.4.2.0 LEG B (INSTALLED) (18) 1-5/8'TO 130 FT LEVEL (INSTALLED) (11) 1-5/6-TO 167 FT LEVEL LEG C (INSTALLED) (3) 1/2'TO 178 Ff LEVEL (INSTALLED—BUNDLED IN 2-CONDUIT) (16) 5/16'TO 178 FT LEVEL (INSTALLED—TO BE REMOVED) (7) 5/16'TO 178 FT LEVEL—BUNDLED IN 2-CONDUIT (INSTALLED) (2) 1-5/8'TO 187 FT LEVEL (1) 1/2'TO 48 FT LEVEL (INSTALLED) (1) 7/8'TO 161 FT LEVEL (1) 1-5/8-TO 161 FT LEVEL LEG AJ ausmss uNIT:ai2aaa Town b:C_IMSELEVEL October 25, 2010 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 363640,Application 109353, Revision 5 Page 10 p APPENDIX C ADDITIONAL CALCULATIONS RISATower Report-version 5.4.2.0 Self Support Unit Base Foundation WN Checks capacity of square mat foundation with raised piers for a self-supporting towerper TIA-222-G BU#: 812565 Site Name. Mayport TI- L- App Number: 109353 Rev.5 es n R ac iotl FP N,. Itifl: t ,Gtt ,. Shear, S: 58.00 Ikips Capacity/ Demand( Capacity/ Demand/ Moment,M: 6129.00 ft-kips Availability Limits Check Availability Limits Check Compression/leg,Ca: 266.00 Ikips Base Sliding(kips): 252.91 58.00 OK 22.9% Sleeve rebararea(in 2) 2i1 0 Not Used Uplift/leg,Ua: 236.00 kips Uplift(kips): 20477.34 6506.00 OK 31.8% Sleeve moment capacity(k-ft): - 1013.89 " 45:500, Not Used Tower Weight,Wt: 53.00 kips Bearing(ksf): 3.75 1.71 OK 45.5% Sleeve rebarspacing(in) NIA 18>S s2 Not Used Tower Height,H: 190 ft 1-way Shear(kips): 2653.71 14.48 OK 0.5% Sleeve fie spacing(in): - WA 1&->"s>4,51 Not Used Base Face Width,W: 28 ft 2-way Shear(kips): 5007.29 354.67 OK 7.1% Minimum extra thickness(in). 0.011"11,111110 Not Used Pier concrete stress(ksf): 3594.24 266.00 OK 7.4% Pad rebar area-short(in 2): 50.00 0.00' Not Used ftIBS Pierrebararea(in ): 16.00 11.52 OK Pad rebar -long(in ) 50,OU+ 0.00., Not Used D'Depth,De fi O, ft p Pier moment capacity(k-ft): 1013.69 43.50 OK 4.3% Pad rebarspacing-short(in): 7.7 1$ s>2 i Not Used Pad Width,W: 36.5 it Vertical rebar spacing(in): 9.09 18>s>2 OK Pad rebarspacing-long(in): 7.7 18>s>2, Not Used Pad Thickness,T: 5.0 ft Vertical rebar dev.(in pier)(in): 15.00 34.70 Acceptable End cap width,(ft) Ol, 0.00 „ Not Used Ext.Above Grade,E: 0.5 it Vertical rebar dev.(in pad)(in): 57.00 34.70 OK Rebar area,(in 2): 3.41 0.00" Not Used Neglected Depth,N: 2.0 it Vertical rebar hook length(in): 28.94 19.18 OK Rebar spacing,(in). T=-1,3 AS>s,>2 Not Used Pad Rebar Size,Sp: 9 Tie spacing(in pier)(in): 18.00 18>s>4.5 OK Tie spacing,(in): 8.8. 432>$}4,5 Not Used Pad Rebar Quantity,mp:1 72 1 24 Pad rebararea(in 2): 72.00 23.65 OK Dowel steel,(in 2): 13.20 0.00 Not Used ^^ Pad rebar spacing(in): 6.07 15>s>5 OK Dowel embedment,(in). -:.:...8.0 ,. 6.0 Not Used j1?E(5 1e[ct�Sg r�_Y „ 1 ;; Pad rebar development,(in): 49.94 15.83 OK Dowel edge dist.,(in): 12.0 ;6.0 Not Used Pier Shape: Square Soil Capacity 45.5% Pier Width,di: 4.0 It Foundation Capacity 7.4% Dowel spacing,(in).7 14.3 - 42-o-,,, Not Used Pier Rebar Size,Sc: 9 Tower centroid is offset from foundation centroid Dowel edge dist.(vert),(in): 24.0 6.0Not Used Pier Rebar Quantity,me: 16 12 Dowel development length(in): -3:0 15.4 Not Used Pier Tie Size,St: 3 Tie Quantity,mt:1 3 1 10 Modifications • t teS ,,; ,, Pier Sleeve,ds-. 0 in End Cap Width,Wee: 0.0 it Rebar Tensile,Fy: 60000 psi ReVised'Pier WidElti;dx = 400 ft Revised Vk9dth,Wx: 36.6 ' ft Concrete Strength,Fc: 3000 psi PS Reber $ize,Sq: 9 equally spaced Rebar$tzt,Sec 5., Concrete Density,6c: 150 pct Rebar,Quarrtity ms: ; 20<.`, {) RebarOuantity,Mee. ',.' ''11 •' 0. ' Clear Cover,cc: 3 inTie Size;Sst 8:., EO Tie Situ sect: ::;.: 4 per side �,Tfe Quantity,Met* 6, 0 Tie Quantity,meet 60 0 Pad Thickness,Te: 0 in -EC Dowel Ske,Seed: 6 Revised Pali Thtcknessi Tx :._.- '5'00 W it Dowel Ouantity,mecd:. - 9,. __.Ro�sotT3o>ve1' RIk Soil Unit Weight,'? 110 pcttebaTxulze„Se: 1.,. Ultimate Bearing,Be: 5.000 ksf t2 char Quart6ty(short);me: 50 ., {} Dowel Depth,decd; :'.. '`6.00 in Cohesion,Co: 0.000 ksfRebarQuarlityhong),tnex: EdgeDistartmoecd: 12.00 _ in. Friction Angle,gyp: 30 degreesSize;Sed 8 Seismic Zone,Sz: 1 ^ Dowel Qaantfty,med: Base Sliding,p: 0.2