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STRUCTURAL ANALYSIS REPORT
SCANNED BY St. Lucie County B+T GRP September 2W1, 2015 David Robertson APR 13 2016 (678) 366-1273 PERMITTING B+T Group Crown Castle St. Lucie county, FL 1717 S. Boulder, Suite 300 12725 Morris Road Extension Suite 400 , Tulsa, OK 74119 Alpharetta, GA 30004 (918) 587-4630 btwo@btgrp.com Subject: Structural Analysis Report Carrier Designation: Verizon Wireless Co -Locate Carrier Site Number: 68838 Carrier Site Name: Baggett (Crown) Crown Castle Designation: Crown Castle BU Number: 813812 Crown Castle Site Name: FL West Fort Pierce Crown Castle JDE Job Number: 320369 Crown Castle Work Order Number: 996032 Crown Castle Application Number: 279897 Rev. 0 Engineering Firm Designation: B+T Group Project Number: 77034.006.01a Site Data: 8701 Orange Avenue, Ft Pierce, St. Lucie County, FL Latitude 270 26' 44.54", Longitude -800 24' 46.59" 260 Foot -Self Support Tower Dear David Robertson, B+T Group 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 749583, in accordance with application 279897, revision 0. 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: LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity Note: See Table 1 and Table 2 for the proposed and existing/reserved 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 160 mph converted to a nominal 3-second gust wind speed of 124 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 maximum topographic factor, Kzt, of 1.000 and Risk Category II were used in this analysis. All 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 B+T Group 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. ``���a� u I u i nii�r� Respectfully submitted by: ��` KE( B+T Engineering, Inc.FILE COPY ``��` � _ .•• �%� '.�� Tharun Cheriyan, E.I.T. John W. Kelly, P.E., S.E. = =_ Project Engineer Vice President = = COA: 27496 Expires: 02/28/2017 tnxTower Report - version 6.1.4.1 OF , ' �4 .,�o,� ""F� OR\< 250 Ft Self Support Tower Structural Analysis Report Project Number 77034.006.01, Application 279897, Revision 0 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 Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations January 27, 2015 CC/ BU No. 813812 Page 2 tnxTower Report - version 6.1.4.1 250 Ft Sell Support Tower Structural Analysis Report Project Number 77034.006.01, Application 279897, Revision 0 1) INTRODUCTION January 27, 2015 CCI BU No. 813812 Page 3 This tower is a 250 ft Self Support tower designed by FWf Inc. in June of 1998. The tower was originally designed for a wind speed of 110 mph per TIA/EIA-222-F. The tower has been modified per reinforcement Drawings prepared by B&T Engineering, in May of 2008. 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 124 mph with no ice and 60 mph under service loads, exposure category C. Table 1 - Proposed Antenna and Cable Information Mounting Center ' Line Number' Antenna Number Feed Level (ft)' Elevation, of Manufacturer Antenna Model of Feed Line Note Antennas Lines Size (in) 6 Commscope E15R05P19 6 1-5/8 6 CSS X7CQAP-665-VRO 243.0 247.0 _ 3 Ericsson RRUS12/RRUS A2 1 1-1/4 1 Raycap RxxDC-3315-PF-48 Table 2 - Existing and Reserved Antenna and Cable Information Mounting Level (ft). Center . Line Elevation (ft) Number of Antennas Antenna Manufacturer " Antenna Model Number of feed Lines Feed Line Size (in) Note 243.0 1 ` 247.0 3 Antel BXA-185063112CF II 3 Antel BXA-7006316CFx4 6 CSS DBC-7CAP 6 1-5/8 1 243.0 1 — Sector Mount [S -3a 143.0 145.0 6 Ericsson RRUS-1 12 2 2 1-5/8 3/4 3/8 1 9 Kathrein 8001012 12 Kathrein 86010025 1 Raycap DC6-48-60-18-8F 6 RFS Celwave ATM19801712-0 6 RFS Celwave FDGW5504/3C-3L 143.0 1 — Sector Mount [SM 402-3] 130.0 130.0 3 Commscope TT1765AP-1XR 1 7/8 2 3 Ericsson RRUS 31 B25 3 Nokia FZHJ-RRH 3 Ericsson 800MHZ SMR FILTER 3 1-1/32 1 3 Ericsson RRUS-11800MHz r 9 RFS Celwave ACU-A20-N 3 RFS Celwave APXVSPP18-C 1 — Sector Mount [SM 702-3] Notes: 1) Existing Equipment 2) Reserved Equipment 3) Equipment To Be Removed tnxTower Report - version 6.1.4.1 250 Ft SeK Support Tower Structural Analysis Report Project Number 77034.006.01, Application 279897, Revision 0 Table 3 - Design Antenna and Cable Information January 27, 2015 CCI BU No. 813812 Page 4 Mounting Level (ft) Center Line Elevation (ft) Number . of Antennas Antenna Manufacturer Antenna Model . Number of'F.eed Lines I Feed Line Size (in), 1 12 Decibel ( DB978H 250 250 12 1-5/8 6 Generic MAU-LNAS 3 Generic Sectored Frame 220 220 9 Decibel DB978H 9 15/8 3 Generic Sectored Frame 190 190 9 Celwave PD10017 9 1-5/8 3 Generic Sectored Frame 150 150 1 Generic 8' HP Dish 1 1-5/8 1 Generic Pipe Mount 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source Online Application Verizon Wireless Co -Locate Revision # 0 279897 CCI Sites Tower Manufacturer Drawings FWT, Design No.S98-0541-A 906968 CCI Sites Tower Modification Drawings B&T Engineering Project No.77034 Date:05/29/2008 CCI Sites PMI VSI Project Number 080878.01 2323138 CCI Sites Foundation Drawings Information Not Available Geotech Report PSI, Inc. Project No.397-85068-2 115206 CCI Sites Antenna Configuration Crown CAD Package Date: 01/20/2015 CG S' e 3.1) Analysis Method tnxTower (version 6.1.4.1), 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. 4) Mount areas and weights are assumed based on photographs provided. 5) The existing base plate grout was considered in this analysis. Grout must be maintained and inspected periodically, and must be replaced if damaged or cracked. Refer to crown document ENG-BUL-10122, Tower Base Plate Grout Inspection and Classification. This analysis may be affected if any assumptions are not valid or have been made in error. B+T Group should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 6.1.4.1 ul_-' N N N N N y y N N y y N N N y N N y N yJ N N N N N (/J y y� y !� y y y y y N N N y N N m N N N N m N m N m N m N m N m N N N N N 10 N N N N N N C. N N m N N m yy t0 N m m N m N m m m ✓+ ID m ID N ID N N [D N t0 N W N N N C1 N m N C. N Cf ��,- • a . a a . a a a a a a a a a a a . a a a . a a . a a a a a a a a a a . a a a a a a a a a W to CD 0 b CO O q m 7 t0 O CJ q q W Co M W q N V d Ol � WM 0 T m N � O o m m O N m M W W C M W W N C 0 n � g O N tp tp M W N CV Ni N fD Ni Nj 6 W W W ,U a V N N m o O m 00r n N m V V m 00 t0 0 0W- O N O M V n m O r W n N m V m r n tp m -O O m O m t7 m N a o O t0 N Nt� N rn N N m V t0 O V n m m f0 yNy ro n N m pWp N Or •�I Y• O f0 N O r M tr0 � m M 0 i0 0 H V O M � N H 0 N O A� W� M O LO O V N O r IA v W W W I� Cl C m i7 N W N Ol h � � � N N N r O M N O v COO 'q:t1r�y I M C W Om) (m0 O W A I� r meN- A O m W O N 00 pNl O O ��N0 VW � O �pp N N N N N m v q fQ n 6 G t4 P..: T N fD O n N N O V W m N m O C) W M fD lND m M fN0 COO COD f7 CD N C fVD COO fD 00 CNO V V W 0 0 E. Co m mt+� o (�n5 t0 t0 tx0 O K K o K o x m C` m t0 fD tX0 o K N` E. a\ t+m t_p t0 to (O o t0 01 o tp o V m x K t0 0 t0 t0 t0 t0 `V zz c' i+ N � ... If .: f0 N N m .- m .- m ? M m m v .- V = V m V m V in �' N N x �}}� v� X � t3 x m x M x��JJ xttyy�� t�txx�� t���t tad R3 J i i N f7 t7 C'f J J J N N tR3 th J J J J N N N N N N N N N N a' ~ N A t0 N f0 N A t0 A N i0 t0 A N W _ _ _ r O m O O O m O m C tT tD m) OI Ol to C C C G C C C C OC OC OC COC CLO N 0 0 d N N N OoD NC NC NC NN aVC L CpC L o m 0 m D 'm ` C C C C C D D o 0 0 0 0 0 o 0 0 0 0 x 0 p xxx p p'CC'C xCN 0 0 x 0 x mm 0mmm=m d O K a' a K V N O m t0 O 0 0 0 V N 0 m t0 0 O O O f0 O O O O V O O O C p ' m 0 0 O O N O N O V N O ^ R. O O O O O O O O 0 O O O N O O OfVV O O O O O O O O N O O O O a O O O N O O O O N d. N N N N m tp V N m tD V N N f N N o t0 V N CO f0 V CD f0 V N O fD V N W (0 V W .O. OO �' N m V ip O O pt 0 �- N M N M V t0 f0 m <n o �- N mLP IPP E m'F F F- F- L- 250 Ft Self Support Tower Structural Analysis Report Project Number 77034.006.01, Application 279897, Revision 0 January 27, 2015 CCI BU No. 813812 Page 6 Section - . Elevation (ft), _ _ _ Component Type Size . ritical - P (K) SF'P allow % I Pass / Fail- `. ' Element (-a Capacity - . T10 80 - 60 Redund 1 2L2x2x3/16x3/8 315 -4.646 14.774 31.4 Pass Bracing Bracing T11 60 -40 Redund D9 g 1 2L2x2x3/16x3/8 363 -5.198 13.373 38.9 Pass T12 40 - 20 Redund 1 2L2x2x3/16x3/8 417 -5.742 12.094 47.5 Pass Bracing Bracing T73 20-0 Redunding Bracing 2L2x2x3/16x3/8 465 -6.274 11.001 57.0 Pass T10 80-60 Redund Hip L21/2x21/2x3i16 326 -0.038 10.487 0.4 Pass Bracing T11 60 -40 Redund Hip 1 L2 I/W 112x3116 377 -0.033 8.876 0.4 Pass Bracing T12 40 - 20 Redund Hip 1 L2 12x2 1/24/16 428 -0.038 7.610 0.5 Pass Bracing T13 20-0 Redund Hip L21/2x21/2x3116 479 -0.033 6.597 0.5 Pass Bracing T5 180-160 Inner Bracing L2x2x3/16 96 -0.003 3.822 0.1 Pass T6 160 - 140 Inner Bracing L2x2x3/16 133 -0.004 2.899 0.2 Pass T7 140-120 Inner Bracing L21/2x21/2x3/16 174 -0.004 4.529 0.2 Pass T8 120-100 Inner Bracing L21/2x21/2x3/16 213 -0.005 3.647 0.2 Pass T9 100-80 Inner Bracing L3x3x3/l6 252 -0.008 5.256 02 Pass T70 80 -60 Inner Bracing 2L2x2x3/16x3/8 304 -0.030 6.382 0.5 Pass T11 60 -40 Inner Bracing 2L2x2x3/16x3/8 355 -0.026 5.402 0.5 Pass T12 40-20 Inner Bracing 21-2112x2112x3/16x318 406 -0.032 8.913 0.4 Pass T13 20 - 0 Inner Bracing 212 1/2x2 12x3/16x318 457 -0.028 7.726 0.4 Pass Summary Leg (T12) 78.6 Pass Diagonal 90.1 Pass (T) Horizontal 96.0 Pass (T12) To Girt.._ P.. 1) du ig 5 . P s n (T13) Redund Diag 1 57.0 Pass Bracing (T13) Redund Hip 1 Bracing 0.5 Pass (T12) Inner Bracing 0.5 Pass (T11) Bolt Checks 78.8 Pass Rating = 96.0 Pass tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Report Project Number77034.006.01, Application 279897, Revision 0 January 27, 2015 CC/ BU No. 813812 Page 7 Table 6 - Tower Component Stresses vs. Capacity — LC7 Notes Component Elevation (ft) % Capacity pass / Fail 1 Anchor Rods Base 68.8 Pass _ 1,2 Base Foundation Base 83.6 Pass Structure Rating (max from all. components) 96.0% Notes[ " _ • - - 1) See additional documentation in "Appendix C —Additional Calculations" for calculations supporting the % capacity consumed. 2) Design loads were multiplied by 1.35 for comparison as allowed by TIA-222-G, Section 15.5.1. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing, reserved, and proposed loads. No modifications are required at this time. tnxTower Report - version 6.1.4.1 APPENDIX A TNXTOWER OUTPUT F m < < ® e F a m N d 2 d Z F 2 m a m N E Z 2Z'e i N C C 6 C � a < Z C � Y m C - a - c 'Nlwg a �N o 2 O'01t Mon 22AOtt 2WOn Mon Mort on IQ" 120o t 1W.Ok soon W_0n 4o0n 20.On o.oa DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Rash Beams llghbW (E) 252 12) RRUS11 (E) IQ (2) DBG7CAP (E) 243 co RRUS11(E) IQ (2)DBC7CAP(ET 243 (2)RRU&11(E) IQ (2)DBG7CAP(E) 243 DG6d&6&1&SF(E) IQ (2)x:rc PE6 o(P) 243 Sector MoaLL[SM 402a](Ew/2 M tPipes) IQ (2) X7CDAPb&SVRO(P) M (2)X7cctmfi VRO(P) 243 APXVSPPIS-GWWWFP (ET 130 (2)E15R05P19(P) 243 MMPPI& W/Moatl Pipe(E) 130 (2) E15ROSPI 9(P) 243 MXVSPPI&CW/W=Ppe(E) 130 (2)E15ROSF19(P) 243 3IXI SMRRMR(E) 1W RRUSIP/RRUSA2(P) 243 MW Shfflll A(E) 1W RRUSITRRUSA2(P) 243 BWMI WRRLMR(E) 130 RRUS12/RRUSA2lP) 243 RRUSII BWMH (E) 130 Rn0C331SPF-08(P) 243 mrus-11 WOMHz(ET 1W V.TMmn¢Pipe(E) 243 RRUS119WMH (E) 130 G.TM.IPipe(E) 243 (3)ACU-A2&N(ET 130 ea TMm IPipe(E) 243 (3)ACU-A2&Naz) 133 SeMar Maea ISMQa3i(E-2PER SEC) 243 (3)ACU-A2&N(E) 130 1TR6SAP-1XR w/MpA Ppe (R) 130 BW10122(E) 143 TfTT85AP-1XRw/MwKPpe (R) 130 BW10122(E) 143 TITTfiSAP-1%R w/Mou$Pipe (R) 130 BW10122(E) IQ F2R1-RRH(R) 130 (2)E0010122w/MwNPipe(E) IQ FZRI-RRH (R) 130 (2)6W10122W/MaurIRpa(E) IQ F21U-RRH(R) 130 (2)80010122WIMp R,(E) IQ RRUS 31 B25(R) 130 (4)8601W25(E) IQ RRUS 31 B25(R) 130 (4)86010025(E) 143 RRUS 31 B25(R) 1W (4)M1W25(E) IQ (2)7 Anleme Mwnt Ppa(E) 1W (2)AW19801712-O(E) 143 l2)]f2Anfema Mann Ppe lE) 1W (2)A1M19801712-0(E) IQ (2)7 hIlemaMWMINW(E) 1W (2)AW19801712-0(E) IQ S rMguht ISM 702a1(E) 1W (2)FDGWS509I3C3L(ET IQsi Lighting lt7 126 (2)R1GW5509/3F3L(E) IQ &i Ughtirg(E� 126 (2) FOGW55M(3F3L(E) 143 &t Ug50rg(E) 126 TOWER DESIGN NOTES 1. Tower is located in Saint Lucie County, Florida. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower desinned for a 124 mph basic wind in accordance with the TIA-222-G Standard- 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0' 7. TOWER RATING: 961 ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONS ATBASE DOWN: 611 K SHEAR: 74 K UPLIFT.- -508K SHEAR: 63 K AXIAL 97 K SHEA� MOMENT 124 K 15038 k4p-8 TORQUE46kip-11 REACTIONS -124 mph WIND B+T Group 1717 S. Boulder, Suite 300 BeT GRP Tulsa, OK 74119 Phone: (916) 587-4630 FAX; 918 587-4630 o,:77034.006.01- FL West Fort Pierce, FL (BU # 813812 Pmle ceene Crown Castle Drawn Cy. Dee Appa: 0a0B` TIA-222-G °Me01/24/15B1 NTS P'g'' Dwg Np.E-1 Plot Plan Total Area - 0.09 Acres 15 .w L91 15 '«tip B+T Group 1717 S. Boulder, Suite 300 B•T GRP Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 587-4630 w� 77034.006. 01 - FL West Fort Pierce, FL (BU # 813812, �j Crown Castle oar, Dee M ,a. ° 0: TIA-222-G eNe 01/24/15 �. ws P= a No. E 2 L Z a 9 9 9 Leg Capacity TIA-222-G -124 mph Exposure C Leg Compression (K) 1 1 1 1 1 I I I I I 1 I I I I 1 1 1 1 I 1 1 1 1 I 1 I I I I 1 I I 1 I I i I I I 1 1 1 1 1 1 I 1 I 1 1 1 I 1 I 1 1 1 I I 1 I 1 1 I 1 1 1 1 I 1 1 I 1 1 I 1 1 1 1 1 1 1 1 I I I 1 1 1 1 7 1 1 1 I I 1 1 1 1 1 1 I 1 I I I 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I 1 1 I I 1 1 1 1 1 1 1 1 1 1 I I I I I I I 1 I 1 1 1 g __ i___J___L___L__ ___L__ L__iJ I_ ___J___L______JL___1___J___ 1 1 1 i i 1 1 1 1 1 1 1 1 1 1 I I 1 1 I I I I i I 1 1 I 1 I 1 1 1 1 1 1 i 1 I i i I 1 1 I I 1 1 1 I 1 I I I 1 i i i 1 I I f I I I I I 1 I I I I I I I I I I I I I I I I 1 I I I 1 I I I I I I I I I 1 I I I I I I I I I I 1 I I I I I I I I I I 1 I I 1 I I 1 I I I I I 1 I I I I I I I I 1 1 1 1 I I I I I I I , 1 1 1 1 1 1 I 1 I I I I I I I I I I I I I I I I 1 I 1 I I I I I I I I I I I I I I I I I I 1 I 1 I L__ I_ _ I___ ___I___ I___ L______J___1___1J I I 11 I I I I I I I I I 1 I I I I 1 I 1 I I I I I I I I I I I I I I I I I I I 1 I I I I I 1 I I 1 I I I 1 I I I I I 1 I I I 1 1 I I I I I 1 I 1 I 1 I 1 1 I I I 1 I I I I I I I I 1 I 1 1 I 1 I I I I I 1 I I I I I I I I I I I I I I I I I 1 I I I I I I I I I 1 I I I I I i I I I I I I I I 1 1 1 I I I I I I I 1 I 1 1 I -COI I 1 1 1 I I I I i 1 1 1 1 1 1 1 1 i I 1 I 1 1 1 1 1 1 I 1 i I I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 I 1 1 1 I 1 1 1 1 I 1 1 1 I I 1 1 1 1 g I I 1 I __ I_ I 1 1 1 1 1 1 1 1 1 I I 1 1 I 1 1 i I 1 1 i i 1 I 1 1 1 1 I 1 1 i 1 i i 1 I 1 1 I 1 1 i 1 i i i i i i i I 1 1 1 1 1 1 I I I 1 I I I I 1 1 _I _J _ L _L _1 L _1 _J _L _J _1 _L I I I 1 1 I I I 1 1 I I 1 I 1 I I I I 1 1 I I I I I I I I 1 I I I I I 1 1 I I I 1 I I I I I 1 I I 1 I 1 1 1 l I 1 I I I I I I 1 I I 1 I I 1 1 I I I I I I I 1 I I I I I I 1 I I 1 I 1 I I I I I I I I I I i 1 I I I I I 1 I I I I I 1 I I I I I I I I 1 I I I I I I I I I I I I 1 I I I I I 1 I I I I 1 1 I I I I I 1 I I I I I I I I 1 1 I I I I I 1 I I I I I I I I 1 1 I I I I 1 I I I I I I I I I I I I I I I I I IOW WO aMinimum-0Maxenumo -WO -100 I 8 r r r p r �- B+T Group 1717 S. Boulder, Suite 300 BST GRP Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 587-4630 m:77034.006.01-FL West Fort Pierce, FL (BU # 813812 °� je Crown Castle Dee Amv_ code" TIA-222-G Dd1e 01/24/15 = NTS J a gNn E-3 W QI 1 0 TIA-222-G - 124 mph Exposure C Maximum Values Vx Vz Mx Mz Global Mast Shear (K) Global Mast Moment (kip-ft) w 1m W 1 1 1 1 1 1 1 1 1 11 1 1 1 1 I 0 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 1 1 1 1 1 I 1 1 1 1 1 1 II 1 1 i 1 I I i I i i i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _y _F _F I _ F_i _I _.1 _ ♦ _I _♦ _I 11 I 1 I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I 1 I 1 I I I I I I I I I I I o I I 1 I I I I I I I 11 I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I _ I__L_J__ 11 I 1 __I__1_J1____1__1__1_J__ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I 1 I I I I I I ° I I I I I I I I I 11 1 I 1 1 1 I I I I I I I I I I I I I I 1 1 1 1 I I I I 1 1 I I I I I I I 11 I I I I I I I 11 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I li I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I 11 I 1 I I 1 1 ° 1 1 1 1 _ __1__y__1__r I I I I 1 1 I I I I I I I I I I I I I I I I 1 1 I I I I I I l I l r I I I I I I 11 1 1 I 9 I I I _I _I__1_ I I I I I I I I I I I I I I I 1 1 I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I 0 n sn lm 1� 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 I 1 1 I I I I I I I I I I I I I I i i i I i I I I I I I I I I I I I I I I I I I I I i i 1 I I I I I i I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I Lw I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 I I I I I I I I I I I I I I I 11 I 1 I I I I I I I I I I I ifiP -l- f-1 -r I I I I I I I I I I I I I I I I 1 I I I I I I I 1 I I I 1 I I I I I I I II I I I __1____1_J__1_J__1� I I I 1 I I I I I I 1 I I I I I I I I I I I _y _a _I _-_ Z° 11 1 I I I I I I I I I I I I I I i I I 1 I I I I I I I I I I I I I 1 I I 11 1 I I I I I I I I 11 1 I I I I I I I I I I I I I 1 1 1 10U _II __ I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I 1 I 1 I I I I I I I I I I I I 11 1 1 11 1 I I I I I I I 1 I 11 I I 1 I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 I I I I I I I I I I I I I I I I 1 1 1 1 11 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I 1 1 I I I I I I I I I I I I B+T Group 1717 S. Boulder, Suite 300 BST GRP Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 587-4630 D° 77034.006.01- FL West Fort Pierce, FL (BU # 813612 R P� coelle Cmwn Castle °rax'n bT Dee ak °= CotlB1 TIA-222-G °d1e 01/24/15 scale: MS PaN: °+9 No. E-4 TIA-222-G - Service - 60 mph Maximum Values 0 0 J Deflection (in) I I I I I I I I I I I I I I I I I I I _ I____1____ I I I I I I I I i I I I I I I i I I _1 ___J _L _1 _ I I I I I 1 I I 1 I I I I I I I I ISO 1 I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I � I I I I I I 1---------- ----------- ---------- I-T I I I I I I I I 1 I I 1 I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I 1 I I 1 i I I I I I I I I Tilt (deg) I 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -I-7-t-r--7 I 11 1 I I 1 t--r--t-r-r-I- I I I I I I I 1 IIII IIII ----------- IIII IIII IIII I I11 I I 1 1 I I I I IIII I II ------------- IIII IIII IIII III I I I III Iglu IIII IIII IIII IIII I I I I I I I I I I I __'-'-'--'- I I I I I _I_A_{ A-1-4-r_F —I-7- -r--7-t-r-r--t-r-r-I- I I I I I I I I I I I I I I I I I I I I I I I I I I I _ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ______ -_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -I I I I I I I I I I I I I I I I I I Twist 11 1 I I I I I_ I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I 1 I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I 1 I I I I I I I -1__4_4_A__ 4___F_ I I I I I 1 I I I I I 1 I -I--t--r-7----r-7--r--r- I1 PI yr I I I I I 1 i I I I I I I t 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I i I I I I --I--r--r--I----r-7--r--r- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I �- B+T Group 1717 S. Boulder, Suite 300 B.T GRP Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 587-4630 w� 77034.006.01- FL West Fort Pierce, FL (BU # 813812, P 'q 0° Crown Castle °rax'11b"Dee AppW: cam' TIA-222-G °ate 01/24/15 sc�e. Ws Pa ow° m E-5 Elevation (ft) ME z;I�ecMr worS I 1 I 1 I 11 1 1 (SI,LCF150-50J(1-5+(E) I I 1 1 11 I 1 I 1 1 I I 1 I 1 I 1 1 1 1 (3f LCF158-$w(1. ')(E) I I 1 I I I 1 1 (2)LCF159-50J(1-98')(E) I I 1 I I I I I I I 1 I I I 1 I I I I 1 (2)W4(E) 1 1 1 1 1 1 I I I I 1 1 1 I 1 I I 1 I (9)FL03&50J(3IB' (E) I I I I I I I i I I 1 1 I 1 Feetlllne Ldtltlan(AII (E) 11 1 I 1 I I 1 1 I 1 (3) TS2 B9905fi(naM-BAWG(1q/�2')(E) bl I I 1 1 fl 1 1 1 1 1 1 I I I 'I I 1 FIBER ONLY CABLE 48(7I8') RI I I I I 1 I I I I I 1 I I I 1 1 1 1 F9ed(p Lddtlar (A1)(E) I 1 I I 1 I I 1 1 1 I 1 I 1 I 1NN 1 (12)LCF75 A(l W (NP) 1 1 1 I I I I 1 1 1 1 1 I I I I I I I 1 1 I 1 I 1 1 I HE114-13U0-$12F1B(11114)(P)I I I I I I I I I I 1 1 1 1 1 1 r I I I I 1 1 I I I I I I I I I I I 1 I I I I I I I I 1 I I I I Feetlne Ladder (AnI (E) I I I I I I I I I 1 I I I I I I 1 I 1 1 1 I I I I I I I I 1 I I I 1 1 I I I I I I I I I I I I I I I I I 1 Wn Flat Bar ClImbIny LadderM 1 I I I I I I I I 1 I I 1 I I 1 1 1 I 1 I I I I 1 I I I I 1 I 1 I I I I I I I I I I I I I I I I I I 1 S.f4y Lna 3l (E) 1 11 I I 1 I I I I I 1 I I I I I I I I I I 1 1 1 11 1 I 1 I 1 I I I IJ I I 1 I I I I 1 1 I 1 I I I 1 I I rr� I I 1 I I 1 1 FBbdIIne Ladder(A1) Emplp) I' I 1 I 1 I I I 11 I 1 1 la I I I I I I I I I I I I 1 I I I I I L I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I rC V I I I I I 1 I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I FB'pd119B Ladder (Ap `Emory) 1 1 I 1 I I I 1 I I I I I I Ip I Iq 1 1 I I 11 I 1 1 I I I Ip 1y 1 IpI I I I I I 11 I I I I I 1q v' Itp I I IpI ry d CD w tnxl over Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 1 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 15:15:49 01 /24115 Tulsa, OK 74119 Phone. (918) 5874630 FAX: (918) 587-4630 Client Crown Castle Designed by Dee ak p Tower ,Input Data I I I- The main tower is a 3x free standing tower with an overall height of 250' 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 6' at the top and 30' at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Saint Lucie County, Florida. Basic wind speed of 124 mph. Structure Class ll. Exposure Category Topographic Category 1. Crest Height 0'. u� t Deflections calculated using a wind speed of 60 mph. Pressures are calculated at each section Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination - O tlons Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wmd Area Use Clear Spans For KUr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appun. Autbcalc Torque Ann Areas SR Members Have Cut Ends Son Capacity Reports By Component Triangulate Diamond Inner Bracing Use TIA-222-G Tension Splice Capacity Exemption Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules J Calculate Redundant Bracing Forces Ignore Redundant Members in FEA J SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation J Consider Feedline Torque 4 Include Angle Block Shear Check t Poles 1 Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets tnxTower Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 2 of 39 Project Date 15:15:49 01 /24/15 B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 5874630 FAX. (918) 5874630 Client Crown Castle Designed by Deepak Wind 180 � Leq A Wind 90�mm Le— g C Z Leg B Face C Wind Normal Trianoular Tower I Tower Section Geometry I Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections T1 250'-240' 6' 1 10, 72 240'-220' 6' 1 20' 73 220'-200' 8' 1 20' T4 200'-180' 10, 1 20' TS 180'-160' IT 1 20' T6 160'-140' 14' 1 20' 77 140'-120' 16' I 20' TS I20'-100' 18, I 20' T9 IN-80' 20' 1 20' TIO 801fi0, 22' 1 29 Tll 60'40' 24' 1 20' T12 40'-20' 26' 1 29 T13 2W-9 28' 1 29 Tower Section Geometry cont'd Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End It ft Panels in in Tl 250'-240' S' XBmce No No 0.000 0.000 T2 249-22W 6'8" X Brut No No 0.000 0.000 tnxTower Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 3 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 15:15:49 01 /24/15 Tulsa, OK 74119 Phone. (918) 587-4630 FAX. (918) 587-4630 Client Crown Castle Designed by Dee ak P Tower Tower Diagonal Bracing Has Has Top Gin Bottom Girt Section Elevation Spacing Type KBroce Horizomals Offset Offset End J) Panels in in T3 220'-200' 6'8" X Brace No No 0.000 0.000 T4 200'-180' 68" X Brace No No 0.000 0.000 T5 180'-160' S' Double No Yes 0.000 0.000 T6 160'-140' S' Double No Yes 0.000 0.000 117 140'-12(Y S. Double K No Yes 0.000 0.000 T8 120'-100' S' Double K No Yes 0.000 0.000 T9 100'-80' S' Double K No Yes 0.000 0.000 T10 80'-69 10, Double Kl No Yes 0.000 0.000 T11 607-00' 10, Double Kl No Yes 0.000 0.000 T12 40'-20' to, Double Kl No Yes 0.000 0.000 T13 20'-0' 10, Double Kl No Yes 0.000 0.000 -Tower Section'Geometr cont'd Tower leg Leg Leg Diagonal Diagonal Diagonal Elevation 7)pe Size Grade Type Size Grade h T1250'-240' Solid Round 2 A572-50 Single Angle L2x2x3/16 A36 50 ksi T2240'-220' Solid Round 212 A572-50 Single Angle kd) Ft,�{{y`��v�(36(50 PY 220'-200' Solid Round 3 A572-50 Single Angle 6T3 6 (50 ksi) (3 T4200'-180' Solid Round 31/4 A572-50 Single Angle 1300116 A36 (50 ksi) (36 ksi) T5 180'-160' Solid Round 3 114 A572-50 Double Angle 2L212x212x3/16x3/8 A36 (50 ksi) (36 ksi) T6 160'-140' Solid Round 3 12 A572-50 Double Angle 2L2 12x212x3/16x3/8 A36 (50 ksi) (36 ksi) T7 140'-120' Solid Round 3 3/4 A572-50 Double Angle 2L2 11W 12x3/16x3/8 A36 (50 ksi) (36 ksi) T8 120'-100 Solid Round 4 A572-50 Double Angle 213x3x3/16x3/8 A36 (50 ksi) (36 ksi) T9 100'-80' Solid Round 4 114 A572-50 Double Angle 2L3x3x5/16x3/8 A36 (50 ksi) (36 ksi) T10 80'-60' Solid Round 412 A572-50 Double Angle 213x3x3/16x3/8 A36 (50 ksi) (36 ksi) T1160'40' Solid Round 43/4 A572-50 Double Angle 2L3x3x3/16x3/8 A36 (50 ksi) (36 ksi) T1240'-20' Solid Round 43/4 A572-50 Double Angle 2L3x3xl/4x3/8 A36 (50 ksi) (36 ksi) T13 20'-0' Solid Round 5 A572-50 Double Angle 2L3x3xl/4x3/8 A36 (50 ksi) (36 ksi) -Tower Section,Geometry contrd Tower Top Girt Top Girt Top Gin Bottom Gin Bottom Girt Bottom Gin Elevation Type Size Grade Type Size Grade h T1250'-240' Single Angle L2x2x3/16 A36 Flat Bar A36 (36 ksi) (36 ksi) MxTower Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 4 of 39 B+T Group 1717S. Boulder, Suite 300 Project Date 15:15:49 01/24/15 Tulsa, OK74119 Phone: (918)587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Deepak Tower Section Geometry cont'd Tower No. Mid Girt Mid Gin Mid Girl Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid ft Gins T5189-160' None Flat Bar A36 Single Angle L2x2x3/16 A36 (36 ksi) (36 ksi) T6 160'-140' None Flat Bar A36 Single Angle L2 12x212x3/16 A36 (36 ksi) (36 ksi) 17 140'-120' None Flat Bar A36 Single Angle L300/16 A36 (36 ksi) (36 ksi) T8 120'-100' None Flat Bar A36 Single Angle L3x3x3/16 A36 (36 ksi) (36 ksi) T9 100'-80' None Flat But A36 Single Angle L3x3xl/4 A36 (36 ksi) (36 ksi) T1080'-60' None Hat Bar A36 Double Angle 21212x212x3/16x3/8 A36 (36 ksi) (36 ksi) T1160'-40' None Flat But A36 Double Angle 21,212x212x3/16x3/8 A36 (36 ksi) (36 ksi) T12 40'-20' None Flat Bar A36 Double Angle 2L2 12x21/W/16x3/8 A36 (36 ksi) (36 ksi) T1329-9 None Flat But A36 Double Angle 2130x3/16x3/8 A36 (36 ksi) (36 ksi) Tower Secondary Secondary Honwntal Secondary InnerBracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade h T5 180'-160' Single Angle A36 Single Angle L2x2x3/16 A36 (36 ksi) (36 ksi) T6169-140' Single Angle A36 Single Angle L2x2x3/16 A36 (36 ksi) (36 ksi) 77140'-120' Single Angle A36 Single Angle 1212x212x3/16 A36 (36 ksi) (36 ksi) T8 120'-100' Single Angle A36 Single Angle I212x2 12x3/16 A36 (36 ksi) (36 ksi) 79 109-80, Single Angle A36 Single Angle L3x3x3/16 A36 (36 ksi) (36 ksi) T10 80'-60' Single Angie A36 Double Angle 2L2x2x3/16x3/8 A36 (36 ksi) (36 ksi) T11 60'-40' Single Angle A36 Double Angle 2L2x2x3/16x3/8 A36 (36 ksi) (36 ksi) T12 49-20' Single Angle A36 Double Angle 2L2 1/2x21/2x3/16x3/8 A36 (36 ksi) (36 ksi) T13 20'-0' Single Angle A36 Double Angle 212 12x2 12x3/16x3/8 A36 (36 ksi) (36 ksi) tnxTower Job Page 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) 5 of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 15:15:49 01 /24/15 Tulsa, OK 74119 Client Designed by Phone: (918) 5874630 Crown Castle Deepak FAX: (918) 587-4630 Tower Section Geometry cont'd KFactor Tower Redundant Redundant Redundant Elevation Bracing Type Size Grade h 1 T1080'-60' A36 Horizontal (1) Double Angle 2L2x2x3/16x3/8 (36 ksi) Diagonal (1) Double Angle 2L2x2x3/16x3/8 1 Hip(1) Single Angle L212x2120/16 1 T1I60'-40' A36 Horizontal (1) Double Angle 2L2x2.x3/16x3/8 1 (36 ksi) Diagonal (1) Double Angle 2L2x2x3/16x3/8 I Hip (1) Single Angle L2 12x2 12x3/16 1 TI249-29 A36 Horizontal (1) Double Angle 2L2x2x3/16x3/8 1 (36 ksi) Diagonal (1) Double Angle 2L2x2x3/16x3/8 I Hip (1) Single Angle L212x2120/16 1 T13 29-0' A36 Horizontal (1) Double Angle 2L2x2x3/16x3/8 1 (36 ksi) Diagonal (1) Double Angle 2L2x2x3/16x3/8 1 Hip (1) Singe Angle L2I/W 12x3/16 1 Tower Section Geometry cont'd Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weighl Mult. Double Angle Double Angle Elevation Area Thickness At Factor Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing T2 240'-220' 0.000 0.000 73 220'-200' 0.000 0.000 T4 200'-180' 0.000 0.000 T5180'-160' 0.000 0.000 T6160'-140' 0.000 0.000 17140'-120' 0.000 0.000 T8120'-100' 0.000 0.000 T9100'-80' 0.000 0.000 T1080'-60' 0.000 0.000 T1160'-40' 0.000 0.000 T1240'-20' 0.000 0.000 T13 20'-0' 0.000 0.000 A36 1.05 1 1.05 O.QjiO• a (36 ksi) A36 1.05 1 1.05 0. (36 ksi) A36 1.05 1 1.05 0.000 0.000 (36 ksi) A36 1.05 1 1.05 0.000 0.000 (36 ksi) A36 1.05 I 1.05 Mid -Pt 0.000 (36 ksi) A36 1.05 1 1.05 Mid -Pt 0.000 (36 ksi) A36 1.05 1 1.05 Mid -Pt 0.000 (36 ksi) A36 1.05 1 1.05 Mid -Pt 0.000 (36 ksi) A36 1.05 1 1.05 Mid -Pt 0.000 (36 ksi) A36 1.05 1 1.05 Mid -Pt Mid -Pt (36 ksi) A36 1.05 1 1.05 Mid -Pt Mid -Pt (36 ksi) A36 1.05 1 1.05 Mid -Pt Mid -Pt (36 ksi) A36 1.05 1 1.05 Mid -Pt Mid -Pt Tower Section Geometry cont'd Fwtorsi tnxTower Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 6 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 15:15:49 01 /24/15 Tulsa, OK 74119 Phone: (918)587-4630 FAX: (918) 5874630 Client Crown Castle Designed by Deepak Tower Cale Calc Legs X K Single Girls Horiz. Sec. Inner Elevation K K Brace Brace Dials Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y T1250'-240' Yes Yes 1 1 I 1 1 I 1 1 1 1 1 1 1 I 1 T2 240'-220' Yes Yes 1 1 1 1 I 1 1 1 1 1 I 1 1 1 1 73 220'-200' Yes Yes I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 T4 200'-180' Yes Yes 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 T5180'-160' Yes Yes l I 1 1 1 1 I 1 1 1 1 I 1 1 I T6 160'-140' Yes Yes 1 1 l I 1 1 1 1 1 l I 1 1 1 1 T7140'-120' Yes Yes 1 1 1 1 1 1 1 1 1 1 I 1 1 1 I TS120'-100' Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T9100'-80' Yes Yes 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 T108U-60' Yes Yes 1 1 1 1 1 I 1 1 1 1 1 I 1 1 1 T1160'-W Yes Yes 1 1 1 1 l 1 1 1 1 1 1 1 1 1 1 T1240'-20' Yes Yes 1 I 1 1 1 1 1 1 1 I 1 1 1 1 1 T13 20'-Y Yes Yes 1 1 1 1 1 1 1 1 Tower Section Geometry cont'd Tower Elevation l< Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 250'-240' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T2 240'-220' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 13 229-200' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T4 209-180' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T5 189-160' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T6169-14V 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T7 14U-120' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T8 120'-lW 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T9 100-80' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T10 80'-60' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T1160'-49 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T12 40'-20' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T1329-V 1 0.000 1 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 bl4hj tnxTower, Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 7 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 15:15:49 01 /24/15 Tulsa, OK 74119 Phone. (918) 587-4630 FAX. (918) 5874630 Client Crown Castle Designed by Dee ak P Tower Section 'Geometry cont'd Tower Elevation f Leg Connection Type leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Lang Horizontal Short Horizontal Bolt Size Nq. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 259-240' Flange 0.625 4 0.625 2 0.625 1 0.625 0 0.625 0 0.625 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N T2 240'-220' Flange 0.625 6 0.625 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N 73 220'-200' Flange 0.875 6 0.625 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N T4 209-180' Flange 1.000 6 0.625 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N T5 180'460' Flange 1.000 6 0.625 2 0.625 0 0.625 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T6160'-140' Flange 1.000 6 0.625 2 0.625 0 0.625 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T7 140'-120' Flange 1.125 6 0.625 2 0.625 0 0.625 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T8 120'-100' Flange 1.250 6 0.625 2 0.625 0 0.625 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T910o'-80' Flange 1.250 6 0.625 2 0.625 0 0.625 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T10 89-60' Flange 1.375 6 0.625 2 0.625 0 0.625 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T11 60'49 Flange 1.500 6 0.625 2 0.625 0 0.625 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T12 4U-20' Flange 1500 6 0.625 2 0.625 0 0.625 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T13 20'-0' Flange 2250 0 0.625 2 0.625 0 0.625 0 0.625 0 0.625 1 0.625 1 A36 A325N A325N A325N A325N A325N A325N V � � M'T j•<G w {tir. Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Row in in in kif LDF7-50A(1- B No At(CaAa) 243'-0' 0.000 0.4 12 6 0500 1.980 0.001 518") (EIP) I-B114-13U6- B No At(CaAa) 2A3'-0' 0.000 0.43 1 1 0S00 1.540 0.002 S12F18(1-1/4) (P) Feedline B No At (CaAa) 243' -0' 0.000 0.41 1 1 3.000 3.000 0.008 Ladder (At) azdxs LCF158-50J(1 A No At(CaAa) 143'-0' 0.000 -0.35 2 2 0.850 2.010 0.001 -5/8') 0.750 (E) LCF158-50J(1 A No At(CaAa) 143'-0' 0.000 -0.3 5 5 0.850 2.010 0.001 -5/8") 0.750 (E) LCF158-50J(1 A No At(CaAa) 143'-0' 0.000 -0.27 3 1 0.850 2.010 0.001 -5/8") 0.750 (E) MxTower Job Page 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) 8 of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 15:15:49 01 /24/15 Tulsa, OK 74119 Client Designed by Phone: (918)587-4630 Crown Castle Dee ak P FAX: (918) 587-4630 Description Face Allow Component Placement Face lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg f( in (Frac FW) Row in in in k/f LCF158-50J(1 A No Ar(CaAa) 143'-9 0.000 -0.25 2 2 0.850 2.010 0.001 -5/8') 0.750 (E) 3/4 A No At (CaAa) 143' - 0' 0.000 -0.23 2 2 0.770 0.770 0.000 (E) FLC38-50J(3/ A No At (CaAa) 143' - 0' 2.000 -0.23 2 2 0.440 0.440 0.000 8') (E) Feedline A No Af(CaAa) 250'-0' 0.000 -0.28 1 1 3.000 3.000 0.008 Ladder (At) (E) •<d«s TSZ 999 A No At (CaAa) 130' - 0' 0.000 0.4 3 2 0.850 1.039 0.001 066/xxxM-8A 1.000 WG( 1-1/32") (E) FIBER ONLY A No At (CaAa) 130'-0' 0.000 0.38 1 1 0.867 0.867 0.000 CABLE 48(7/8'� (R) Feedline A No Af (CaAa) 130' -0' 0.000 0.39 1 1 3.000 3.000 0.008 Ladder(Ai) (E) rwder Thin Flat Bar B No Af(CaAa) 250'-9 0.000 0 1 1 2.000 2.000 0.004 Climbing Ladder (E) Safety Line B No At (CaAa) 250' - 0' 0.000 0 1 1 0375 0.375 0.000 3/8 (E) •eds* Feedline C No Af(CaAa) 145'-0' 0.000 -0.4 1 1 3.000 3.000 0.008 Ladder (AI) (Empty) Feedline C No At (CaAa) 145' - 0' 0.000 -0.425 1 1 3.000 3.000 0.008 Ladder(Ai) Feed Line/Linear Appurtenances Section Areas . Weight Tower Tower Face Ae Ar CAAA CAA. Section Elevation In Face Out Face ft f2 f2 f2 f2 K Tl 250'-240' A 0.000 0.000 5.000 0.000 0.084 B 0.000 0.000 12.798 0.000 0.101 C 0.000 0.000 0.000 0.000 0.000 T2 240'-220' A 0.000 0.000 10.000 0.000 0.168 B 0.000 0.000 68.017 0.000 0.479 C 0.000 0.000 0.000 0.000 0.000 T3 220'-200' A 0.000 0.000 10.000 0.000 0.168 B 0.000 0.000 68.017 0.000 0.479 C 0.000 0.000 0.000 0.000 0.000 T4 200'-180' A 0.000 0.000 10.000 0.000 0.168 B 0.000 0.000 68.017 0.000 0.479 C 0.000 0.000 0.000 0.000 0.000 T5 180'-160, A 0.000 0.000 10.000 0.000 0.168 tnxTower Job Page 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) 9 of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 15:15:49 01 /24/15 Tulsa, OK 74119 Client Designed by Phone: (918)5874630 Crown Castle Deepak FAX: (918)587-4630 Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face C 0.000 0.000 0.000 0.000 0.000 T6 160'-140' A 0.000 0.000 17.962 0.000 0.205 B 0.000 0.000 68.017 0.000 0.479 C 0.000 0.000 5.000 0.000 0.084 T7 140'-120' A 0.000 0.000 72.064 0.000 0.519 B 0.000 0.000 68.017 0.000 OA79 C 0.000 0.000 20.000 0.000 0.336 T8 120'-100' A 0.000 0.000 81.048 0.000 0.627 B 0.000 0.000 68.017 0.000 0.479 C 0.000 0.000 20.000 0.000 0.336 T9 100'-80, A 0.000 0.000 81.048 0.000 0.627 B 0.000 0.000 68.017 0.000 0.479 C 0.000 0.000 20.000 0.000 0,336 T10 80'-60' A 0.000 0.000 81.048 0.000 0.627 B 0.000 0.000 68.017 0.000 0.479 C 0.000 0.000 20.000 0.000 0.336 T11 60'-40' A 0.000 0.000 81.048 0.000 0.627 B 0.000 0.000 68.017 0.000 0.479 C 0.000 0.000 20.000 0.000 0.336 T12 40'-20' A 0.000 0.000 81.048 0.000 0.627 B 0.000 0.000 68.017 0.000 0.479 C 0.000 0.000 20.000 0.000 0.336 T13 20'4 A 0.000 0.000 81.048 0.000 0.627 B 0.000 0.000 68.017 0.000 0.479 C 0.000 0.000 20.000 0.000 0.336 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPi Ice Ice ft in in in in T1 250'-240' 1575 0.833 1.381 0.932 220' 2.410 T2 200'-189 4.574 2.024 5:179 3A39 '13 220'-200' 5.850 2.646 6.287 3.007 T4 200'-180' 6574 3.024 7.067 3.439 T5 180'-160' 7.853 3.654 8.442 4.157 FILF T6 160'-140' 7.235 4.488 8.345 5.369 T7 140'-120' 1.871 4.282 3.646 5.225 T8 120'-100' 1.781 3.271 3548 3.819 19 100'-80' 1.929 3549 3.841 4.142 Tl0 80'-69 2.136 3.936 4.252 4.591 Tll 60-40' 2.286 4216 4.548 4.917 T12 40'-20' 2.441 4507 4.856 5.254 T13 20'-0' 2563 4.737 5.097 5.521 Shielding Factor Ka Tower Feed Line Description Feed line Ko K Section Record No. Se ment Elev. NO Ice lee TI 1 LDF7-50A(1-5/8") 240.00- 0.6000 0.6000 I 243.00 MxTbwer Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 10 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 15:15:49 01 /24/15 Tulsa. OK 74119 Phone: (918) 5874630 FAX: (918) 5874630 Client Crown Castle Designed by Dee ak P Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice T1 3 HB114-13U6-S121718(1-1/4) 240.00- 0.6000 0.6000 243.00 TI 4 Feedline Ladder (At) 240.00- 0.6000 0.6000 243.00 T1 12 Feedline Ladder (Af) 240.00- 0.6000 0.6000 250.00 TI 18 Thin Flat Bar Climbing 240.00- 0.6000 0.6000 Ladder 250.00 TI 19 Safety Line 318 240.00- 0.6000 0.6000 250.00 72 1 LDF7-50A(1-5/8") 220.00- 0.6000 0.6000 240.00 T2 3 HBI14-13U6-S12F18(1-1/4) 220.00- 0.6000 0.6000 240.00 72 4 Feedline Ladder (Al) 220.00- 0.6000 0.6000 240.00 T2 12 Feedline Ladder (At) 220.00- 0.6000 0.6000 240.00 T2 18 Thin Flat Bar Climbing 220.00- 0.6000 0.6000 Ladder 240.00 12 19 Safety Line 3/8 220.00- 0.6000 0.6000 240.00 T3 1 LDF7-50A(1-5/8") 200.00- 0.6000 0.6000 220.00 73 3 HB114-13U6-S12F18(1-1/4) 200.00- 0.6000 0.6000 220.00 73 4 Feedline Ladder (Af) 200.00- 0.6000 0.6000 220.00 73 12 Feedline Ladder (Af) 200.00- 0.6000 0.6000 220.00 73 18 Thin Flat Bar Climbing 200.00- 0.6000 0.6000 Ladder 220.00 T3 19 Safety Lane 3/8 200.00- 0.6000 0.6000 220.00 T4 1 LDF7-50A(1-5/8") 180.00- 0.6000 0.6000 200.00 T4 3 HBI14-13136S12F18(1-1/4) 180.00- 0.6000 0.6000 200.00 T4 4 Feedline Ladder (Af) 180.00- 0.6000 0.6000 200.00 T4 12 Feedline Ladder (At) 180.00- 0.6000 0.6000 200.00 T4 18 Thin Flat Bar Climbing 180.00- 0.6000 0.6000 Ladder 200.00 T4 19 Safety Line 3/8 180.00- 0.6000 0.6000 200.00 T5 1 LDF7-50A(1-5/8") 160.00- 0.6000 0.6000 180.00 T5 3 HBl l4-13U6-S12F18(1-l/4) 160.00- 0.6000 0.6000 180.00 T5 4 Feedline Ladder (Af) 160.00- 0.6000 0.6000 180.00 T5 12 Feedline Ladder (Af) 160.00- 0.6000 0.6000 180.00 T5 18 Thin Flat Bar Climbing 160.00- 0.6000 0.6000 Ladder 180.00 T5 19 Safety Line 3/8 160.00- 0.6000 0.6000 180.00 T6 1 LDF7-50A(1-5/8") 140.00 - 0.6000 0.6000 160.00 T6 3 HB114-13U6-S12F18(1-1/4) 140.00 - 0.6000 0.6000 160.00 tnxTower Job Page11 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 15:15:49 01 /24/15 Tulsa, OK 74119 Client Designed by Phone: (918) 5874630 Crown Castle Deepak FAX: (918) 5874630 Tower Section Feed line Record No. Description Feed Line Se ment Elev. K. No lce K. Ice T6 4 Feedline Ladder (Af) 140.00- 0.6000 0.6000 160.00 T6 6 LCF158-50J(1-5/8") 140.00- 0.6000 0.6000 143.00 T6 7 LCF158-50J(1-518") 140.00- 0.6000 0.6000 143.00 T6 8 LCF158-50J(1-518") 140.00- 0.6000 0.6000 143.00 T6 9 LCF158-50J(1-58") 140.00- 0.6000 0.6000 143.00 T6 10 3/4 140.00- 0.6000 0.6000 143.00 T6 I I FLC38-50J(3B7 140.00- 0.6000 0.6000 143.00 T6 12 Feedline Ladder (Af) 140.00- 0.6000 0.6000 160.00 T6 18 Thin Flat Bar Climbing 140.00- 0.6000 0.6000 Ladder 160.00 T6 19 Safety line 3/8 140.00- 0.6000 0.6000 160.00 T6 21 Feedline Ladder (At) 140.00- 0.6000 0.6000 145.00 T6 22 Feedline Ladder (At) 140.00- 0.6000 0.6000 145.00 77 1 LDF7-50A(1-5/8-) 120.00- 0.6000 0.6000 140.00 77 3 HBIl4-13U6-S12F18(1-114) 120.00- 0.6000 0.6000 140.00 77 4 Feedline Ladder (At) 120.00- 0.6000 0.6000 140.00 T7 6 LCF158-50J(1-58") 120.00- 0.6000 0.6000 140.00 T7 7 LCF158-50J(1-58-) 120.00- 0.6000 0.6000 140.00 77 8 LCF158-50J(1-58") 120.00- 0.6000 0.600D 140.00 17 9 LCF158-50J(1-5/8-) 120.00- 0.6000 0.6000 140.00 T7 10 314 120.00- 0.6000 0.6000 140.00 T7 11 FLC38-50J(3/8") 120.00- 0.6000 0.6000i 140.00 T7 12 Feedline Ladder (Af) 120.00- 0.6000 0.6000 140.00 T7 14 TSZ 999066t=tM-8AWG( 120.00- 0.6000 0.6000 1-1/32-) 130.00 77 15 FIBER ONLY CABLE 120.00- 0.6000 0.6000 48(7B') 130.00 T7 16 Feedline Ladder (At) 120.00- 0.6000 0.6000 130.00 T7 18 Thin Flat Bar Climbing 120.00- 0.6000 0.6000 Ladder 140.00 77 19 Safety Line 318 120.00- 0.6000 0.6000 140.00 T7 21 Feedline Ladder (At) 120.00- 0.6000 0.6000 140.00 T7 22 Feedline Ladder (Af) 120.00- 0.6000 0.6000 140.00 T8 1 LDF7-50A(1-5B7 100.00- 0.6000 0.60W I20.00 T8 3 HB114-13U6-S12F18(1-ll4) 100.00- 0.6000 0.6000 120.00 tnxTower Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 12 of 39 B+T Group 1717S. Boulder, Suite300 Project Date 15:15:49 01/24/15 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Dee ak p Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice K. Ice T8 4 Feedline Ladder (At) 100.00- 0.6000 0.6000 120.00 T8 6 LCF158-50J(1-5/8") 100.00- 0.6000 0.6000 120.00 T8 7 LCF158-50J(1-5/8") 100.00- 0.6000 0.6000 120.00 T8 8 LCF158-501(1-5/8") 100.00- 0.6000 0.6000 120.00 T8 9 LCF158-50J(1-58") 100.00- 0.6000 0.6000 120.00 T8 10 3/4 100.00- 0.6000 0.6000 120.00 T8 11 FLC38-50J(3/8") 100.00- 0.6000 0.6000 120.00 T8 12 Feedline Ladder (An 100.00- 0.6000 0.6000 120.00 T8 14 TSZ 999 O66/xxxM-8AWG( 100.00- 0.6000 0.6000 I-1/32") 120.00 T8 15 FIBER ONLY CABLE 100.00- 0.6000 0.6000 48(7/8-) 120.00 T8 16 Feedline Ladder (At) 100.00- 0.6000 0.6000 120.00 T8 18 Thin Flat Bar Climbing 100.00- 0.6000 0.6000 Ladder 120.00 T8 19 Safety Line 3/8 100.00- 0.6000 0.6000 120.00 T8 21 Feedline Ladder (AI) 100.00- 0.6000 0.6000 120.00 T8 22 Feedline Ladder (Af) 100.00- 0.6000 0.6000 120.00 79 1 LDF7-50A(I-5/8") 80.00-100.00 0.6000 0.6000 T9 3 HB114-131.16-S12F18(1-1/4) 80.00-100.00 0.6000 0.60W T9 4 Feedline Ladder (At) 80.00-100.00 0.6000 0.6000 79 6 LCF158-50J(1-58") 80.00-100.00 0.6000 0.6000 74) 7 LCF158-50J(1-5/8") 80.00-100.00 0.6000 0.6000 T9 8 LCF158-501(1-5/8") 80.00 100.00 0.6000 0.6000 T9 9 LCF158-501(1-5/8") 80.00-100.00 0.6000 0.6000 79 10 - 3/4 80.00-100.00 0.6000 0.6000 T9 11 FLC38-50J(3/8") 80.00- 100.00 0.6000 0.6000 79 12 Feedline Ladder (At) 80.00 - 100.00 0.6000 0.6000 19 14 TSZ 999 066/xxxM-8AWG( 80.00-100.00 0.6000 0.6000 1-1/32") T9 15 FIBER ONLY CABLE 80.00 - 100.00 0.6000 0.6000 48(7/8") 79 16 Feedline ladder (At) 80.00 - 100.00 0.6000 0.6000 T9 18 Thin Flat Bar Climbing 80.00 - 100.00 0.6000 0.6000 Ladder 79 19 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 79 21 Feedline Ladder (At) 80.00 - 100.00 0.6000 0.6000 T9 22 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 TIO 1 LDF7-50A(1-5/8") 60.00-80.00 0.6000 0.6000 TIO 3 BB 114-13U6-512F18(1-1/4) 60.00-80.00 0.6000 0.6000 TIO 4 Feedline Ladder (Al) 60.00 - 80.00 0.6000 0.6000 T10 6 LCF158-50J(1-58") 60.00-80.00 0.6000 0.6000 TIO 7 LCF158-50J(1-58") 60.00-80.00 0.6000 0.6000 Tl0 8 LCF158-501(I-5/8") 60.00-80.00 0.6000 0.6000 T10 9 LCF158-50J(1-58") 60.00 - 80.001 0.6000 0.6000 TIO 10 314 60.00 - 80.001 0.6000 0.6000 TIO 11 FLC38-50J(3/8") 60.00 - 80.00 0.6000 0.6: T10 12 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T10 14 TSZ 999 066/xxxM-8AWG( 60.00 - 80.00 0.6000 0.6000 1-1/32-) tnxTower Job Page 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) 13 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 15:15:49 01 /24/15 Tulsa, OK 74119 Client Designed by phone: (918)587-4630 Crown Castle Deepak FAX: (918) 587-4630 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No ice K. ice TI0 15 FIBER ONLY CABLE 60.00 - 80.00 0.6000 0.6000 48(7/8") T10 16 Feedbne Ladder (At) 60.00 - 80.00 0.6000 0.6000 Tl0 18 Thin Flat Bar Climbing 60.00 - 80.00 0.6000 0.6000 Ladder T10 19 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T10 21 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 TIO 22 Feedline Ladder (At) 60.00 - 80.00 0.6000 0.6000 Tll l LDF7-50A(1-58") 40.00-60.00 0.6000 0.6000 T11 3 HBI14-13U6-S12F18(1-1/4) 40.00-60.00 0.6000 0.6000 TI1 4 Feedline Ladder(Ai) 40.00-60.00 0.6000 0.6000 T11 6 LCF158-50J(1-5/8") 40.00-60.00 0.6000 0.6000 Tll 7 LCF158-50J(1-5/8") 40.00-60.00 0.6000 0.6000 Tll 8 L-CF158-50J(1-5/8") 40.00-60.00 0.6000 0.6000 T11 9 LCF158-50J(1-5/8") 40.00-60.00 0.6000 0.6000 T11 10 3/4 40.00 - 60.00 0.6000 0.6000 Tl1 11 FLC38-50J(3/8") 40.00 - 60.00 0.6000 0.6000 T11 12 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 Tll 14 TSZ 999066/xxxM-8AWG( 40.00-60.00 0.6000 0.6000 1-1/32") Tll 15 FIBER ONLY CABLE 40.00-60.00 0.6000 0.6000 48(7/8") T11 16 Feedlinedadder (Al) 40.00 - 60.00 0.6000 0.6000 Tll 18 Thin Flat Bar Climbing 40.00-60.00 0.6000 0.6000 Ladder T11 19 Safety Line 319 40.00 - 60.00 0.6000 0.6000 T11 21 Feedline Ladder (AI) 40.00 - 60.00 0.6000 0.6000 Tll 22 Feedline Ladder (All 40.00-60.00 0.6000 0.6000 T12 1 LDF7-50A(1-5/8") 20.00-40.00 0.6000 0.60W T12 3 JB114-13U6S12F18(1-1/4) 20.00-40.00 0.6000 0.6000 T12 4 Feedline Ladder (Af) 20.00-40.00 0.6000 0.6000 T12 6 LCF158-50J(1-58") 20.00-40.00 0.6000 0.6000 T12 7 LCF158-50J(1-518") 20.00-40.00 0.6000 0.6000 T12 8 LCF158-50J(1-5/8") 20.00-40.00 0.6000 0.6000 T12 9 LCF158-501(1-5/8') 20.00-40.00 0.6000 0.6000 T12 10 3/4 20.00-40.00 0.6000 0.6000 T12 11 FLC38-50J(3/8') 20.00-40.00 0.6000 0.6000 T12 12 Feedline Ladder (Af) 20.00-40.00 0.6000 0.6000 T12 14 TSZ 999066/xxxM-8AWG( 20.00-40.00 0.6000 0.6000 1-1/32") T12 15 FIBER ONLY CABLE 20.00 - 40.00 0.6000 0.6000 48(7/8") T12 16 Feedbne Udder (Af) 20.00-40.00 0.6000 0.6000 T12 18 Thin Flat Bar Climbing 20.00-40.00 0.6000 0.6000 [adder T12 19 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 T12 21 Feedline Ladder (At) 20.00 - 40.00 0.6000 0.6000 T12 22 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T13 I LDF7-50A(1-5/8') 0.00-20.00 0.6000 0.6000 T13 3 HB114-13U6-S12F18(1-1/4) 0.00-20.00 0.60W 0.6000 T13 4 Feedline Ladder (Al) 0.00 - 20.00 0.6000 0.6000 T13 6 L-CF158-50J(1-5/8") 0.00-20.00 0.6000 0.6000 T13 7 )CF158-50J(1-5/87 0.00-20.00 0.6000 0.6000 T13 8 LCF158-50J(1-5/8") 0.00-20.00 0.6000 0.6000 T13 9 L-CF158-SOJ(1-5/8") 0.00-20.00 0.6000 0,6000 T13 10 314 0.00-20.00 0.6000 0.6000 T13 11 FL-C38-SOJ(3/8') 0.00-20.00 0.6000 0.6000 T13 12 Feedline Ladder (Af) 0.00-20.00 0.6000 0.6000 T13 14 TSZ999066/xxxM-8AWG( 0.00-20.00 0.6000 0.6000 1-11Z) T13 IS FIBER ONLY CABLE 0.00-20.00 0.6000 0.6000 48(7/8') tnxTower Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 14 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 15:15:49 01/24/15 Tulsa, OK 74119 Phone: (918)587-4630 FAX: (918)587-4630 Client Crown Castle Designed by Deepak Tower Section Feed line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice T13 16 Feedline ladder (AL) 0.00 - 20.00 0.6000 0.6000 T13 18 Thin Flat But Climbing 0.00 - 20.00 0.6000 0.6000 Ladder T13 19 Safety Line 3/8 0.00 - 20.00 0.6000 0.6000 T13 21 Feedline Ladder(Af) 0.00-20.00 0.6000 0.6000 TI3 22 Feedline Udder (At) 0.00-20.00 0.6000 0.6000 Discrete Tower Loads - Description Face Offset QffEets: Azimuth Placement CAAe Cots Weight or Type Hoa Adjustment Front Side Leg Lateral Vert ft ' ft ft2 %+t K R Jt Flash Beacon lighting C From Leg 0.000 0.000 252' No Ice 2.700 2.700 0.050 (E) 0' 0' Side Lighting A From Leg 0.500 0.000 126' No Ice 0.133 0.133 0.005 (E) 0' O' Side lighting B From Leg 0500 0.000 126' No Ice 0.133 0.133 0.005 (E) 0' 0' Side Lighting C From Leg 0500 0.000 126' No Ice 3CO-0.12L 0 0' RL (2) DBC-7CAP A From Leg 4.000 0.000 243' No Ice 0.715 0.130 o.(,)w PY (E) 0' 4' (2) DBC-7CAP B From Leg 4.000 0.000 243' No Ice 0.715 0.130 0.000 (E) 0' 4' (2) DBC-7CAP C From Leg 4.000 0.000 243' No Ice 0.715 0.130 0.000 (E) 0' 4' (2) X7CQAP-665-VRO A From Leg 4.000 0.000 243' No Ice 10.220 5.925 0.050 (P) 0' 4' (2) X7CQAP-665-VRO B From Leg 4.000 0.000 243' No Ice 10.220 5.925 0.050 (P) 0' 4' (2) X7CQAP-665-VRO C From Leg 4.000 0.000 243' No Ice 10.220 5.925 0.050 (P) O' 4' (2) E15R05P19 A From Leg 4.000 0.000 243' No Ice 1.059 0.642 0.022 (P) 0' 4' (2) E15R05PI9 B From leg 4.000 0.000 243' No Ice 1.059 0.642 0.022 (P) 0' 4' (2) E15R05P19 C From Leg 4.000 0.000 243' No Ice 1.059 0.642 0.022 (P) 0' tnxTower Job Page 77034.006.01 - FL West Fort Pierce, FL (BU # 813612) 15 of 39 B+T Croup Project Date 1717 S. Boulder, Suite 300 15:15:49 01/24/15 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Deepak FAX: (918) 5874630 Description Face Offset Offsets: Azimuth Placement CAAA CA& Weight or Type Norz Adjustment Front Side Lag Lateral Vert ft ft ftt ft' K RRUS 12/RRUS A2 A From Leg 4.000 (P) 0' 4' RRUS12/RRUS A2 B From Leg 4.000 (P) 0' 4' RRUS12/RRUS A2 C From Leg 4.000 4' Rx DC-3315-PF-48 B From Leg 4.000 (P) 0' 4' 6' x 2" Mount Pipe A From Leg 4.000 (E) 0' 3' 6' x 2" Mount Pipe B From Leg 4.000 (E) 0' 3' 6' x 2" Mount Pipe C From Leg 4.000 (E) 0' 3' Sector Mount [SM 402-31 C None (E-2 PER SEC) Rtdti PRd## PFdkk seat* !kaki 80010122 A From Leg 4.000 (E) 0' 2' 80010122 B From Leg 4.000 (E) 0' 2' 800 10122 C From Leg 4.000 (E) 0' T (2) 800 10122 w/ Mount Pipe A From Leg 4.000 (E) 0' 2' (2) 80010122 w/ Mount Pipe B From Leg 4.000 (E) 0' 2' (2) 800 10122 w/ Mount Pipe C From Leg 4.000 (E) 0' 2' (4) 860 10025 A From Leg 4.000 (E) 0' T (4) 860 10025 B From Leg 4.000 (E) a 2' (4) 860 10025 C From Leg 4.000 (E) 0' 2' (2) ATM19801712-0 A From Leg 3.000 0.000 243' No Ice 3.667 2.141 0.072 0.000 243' No Ice 3.667 2.141 0.072 0.000 243' No Ice 3.667 2.141 0.072 0.000 243' No Ice 3.514 2.290 0.021 0.000 243' No Ice 1.425 1.425 0.022 0.000 243' No Ice 1A25 1.425 0.022 0.000 243' No Ice IA25 1.425j��jjj������yyyyyy ,0,,,2..00ww2...��� 0.000 243' No Ice 18.91 OPY 0.000 143' No Ice 7.618 4.923 0.060 0.000 143' No Ice 7.618 4.923 0.060 0.000 143' No Ice 7.618 4.923 0.060 0.000 143' No Ice 7.855 6.653 0.086 0.000 143' No fee 7.855 6.653 0.086 0.000 143' No Ice 7.855 6.653 0.086 0.000 143' No Ice 0.163 0.136 0.001 0.000 143' No Ice 0.163 0.136 0.001 0.000 143' No Ice 0.163 0.136 0.001 0.000 143' No Ice 1.118 0.583 0.019 h"Tower Job Page 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) 16 of 39 Project Date B+T Group 1717S. Boulder, Suite 300 15:15:49 01/24/15 Tulsa, OK 74119 Client Designed by Phone: (918) 5874630 Crown Castle Dak ee p FAX: (918) 587-4630 Description Face Offset Offsets: Azinath Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg lateral Vert ./t ° .h ftr fit K (E) 0' 2' (2) ATM19801712-0 B From Leg 3.000 0.000 143' (E) 0' 2' (2) ATM19801712-0 C From Leg 3.000 0.000 143' (E) 0' 2' (2) FDGW5504/3C-3L A From Leg 3.000 0.000 143' (E) 0' 2' (2) FDGW5504/3C-3L B From Leg 3.000 0.000 143' (E) 0' 2' (2) FDGW5504/3C-3L C From leg 3.000 0,000 143' (E) 0' 2' (2) RRUS-11 A From Leg 3.000 0.000 143' (E) 0' T (2) RRUS-11 B From Leg 3.000 0.000 143' (E) 0' 2' (2) RRUS-11 C From Leg 3.000 0.000 143' (E) V 2' DC6-48-60-18-SF B From Leg 1.000 0.000 143' (E) 0' 2' Sector Mount [SM 402-31 C None 0.000 143' (E-w/ 2 Mount Pipes) Rid*- APXVSPPI8-Cw/Mount A From Leg 4.000 0.000 130' Pipe 0' (E) 0' APXVSPPI8-Cw/Momt B From leg 4.000 0.000 139 Pipe 9 (E) 0' APXVSPPI8-Cw/Momt C From Leg 4.000 0.000 130, Pipe 0' (E) 0' 80OMHZ SMR FILTER A From Leg 4.000 0.000 130' (E) 0' 0' 800MHZ SMR FILTER B From Leg 4.000 0.000 13W (E) 0' 0' 80OMHZ SMR FILTER C From Leg 4.000 0.000 139 (E) 0' 0' RRUS-11 800MHz A From Leg 4.000 0.000 130' (E) 0' 0' RRUS-11 800MHz B From Leg 4.000 0.000 130' (E) 0' 0' RRUS-11 800MHz C From Leg 4.000 0.000 130' No Ice 1.118 0.583 0.019 No Ice 1.118 0.583 0.019 No Ice 0.386 0.080 0.003 No Ice 0.386 0.080 0.003 No Ice 0.386 0.080 0.003 No Ice 3.249 1.373 0.048 No Ice 3.249 1.373 0.048 No Ice 18.910 18.910 0.851 No Ice 8.498 6.946 0.083 No Ice 8.498 6.946 0.083 No Ice 8A98 6.946 0.083 No Ice 0.758 0.254 0.009 No Ice 0.758 0.254 0.009 No Ice 0.758 0.254 0.009 No Ice 2.942 1.521 0.054 No Ice 2.942 1521 0.054 No Ice 2.942 1521 0.054 tnxTower Job Page 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) 17 of 39 Project Date B+T Group 1717s. Boulder, Suite 300 15:15:49 01/24/15 Tulsa, OK 74119 Client Designed by Phone: (918) 5874630 Crown Castle Deepak FAX: (918)5874630 Description Face Offset Offsets.- Azirmth Placement CAAf CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft ° ft ff2 ft' K h (E) R 0' 0' (3) ACU-A20-N A From Leg 4.000 0.000 130' No Ice 0.078 0.136 0.001 (E) 0' 0' (3) ACU-A20-N B From Leg 4.000 0.000 130' No Ice 0.078 0.136 0.001 (E) 0' 0' (3) ACU-A20-N C From Leg 4.000 0.000 130' No Ice 0.078 0.136 0.001 (E) 0' 0' Trrr65AP-1XR w/ Mount A From Leg 4.000 0.000 130' No Ice 7.622 4.777 0.056 Pipe 0' (R) 0' TITT65AP-1XR w/ Mount B From Leg 4.000 0.000 130' No Ice 7.622 4.777 0.056 Pipe 0' (R) 0' TITT65AP-1XR w/ Mount C From Leg 4.000 0.000 130' No Ice 7.622 4.777 0.056 Pipe 0' (R) 0' FZHJ-RRH A Fmm Leg 4.000 0.000 130' No Ice 1.472 1.184 0.055 (R) 0' 0' FZHJ-RRH (R) B From Leg 4.000 0' 0.000 139 No Ice X�A71 94 0.055 0' FZHJ-RRH C From Leg 4.000 0.000 139 No Ice 1.4 4 (R) 0'L '�i� �J 0' RRUS 31 B25 A From Leg 4.000 0.000 130' No Ice 1.893 1.492 0.056 (R) 0' 0' RRUS 31 B25 B Fmm Leg 4.000 0.000 130' No Ice 1.893 1.492 0.056 (R) 0' 0' RRUS 31 B25 C From Leg 4,000 0.000 130' No Ice 1.893 1.492 0.056 (R) 0' 0' (2) 7'x2" Antenna Mount Pipe A From Leg 4.000 0.000 130' No Ice 1.663 1.663 0.026 (E) 0' 0' (2) Tx2" Antenna Mount Pipe B From Leg 4.000 0.000 130, No Ice 1.663 1.663 0.026 (E) 0' V (2) 7'x2" Antenna Mount Pipe C From Leg 4.000 0.000 130' No Ice 1.663 1.663 0.026 (E) 0' 0' Sector Mount [SM 702-3] C None 0.000 139 No Ice 37.400 37.400 1.551 (E) •rdss h"Tower Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 18 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 15:15:49 01 /24/15 Tulsa, OK 74119 Phone: (918)587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Dee ak P Load Combinations - - Comb. Description 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 12 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg- No Ice 10 12 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 head+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wrnd 210 deg - No Ice 18 12 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+l.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 Wrnd 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+Wmd 0 deg - Service 27 Dead+Wind 30 deg -Service 28 Dead+Wind 60 deg -Service 29 Dead+Wrnd 90 deg - Service 30 Dead+Wrnd 120 deg - Service 31 Dead+Wind 150 deg -Service 32 Dead+Wind 180 deg -Service 33 Dead+Wind 210 deg - Service Rii@f ©©© 34 Dead+Wmd 240 deg - Service 35 Dead+Wmd 270 deg -Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. jt Type Load Moment Moment _ Comb. K kin-R kip-1R Tl 250 - 240 Leg Max Tension 15 4.733 -0.053 -0.886 Max. Compression 10 -6.480 -0.780 -0.451 Max. Mx 8 -5.635 1.548 -0.005 Max. My 3 2.071 0.005 -1.594 Max. Vy 8 -1.161 -0.741 -0.024 Max. Vx 3 1.195 -0.017 0.765 Diagonal Max Tension 23 2.376 0.000 0.000 Max. Compression 10 -2500 0.000 0.000 Max. Mx 22 2.366 0.006 0.000 Max. My 24 0.048 0.004 0.001 i h"Tower Job Page 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) 19 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 15:15:49 01 /24/15 Tulsa, OK 74119 Client Designed by Phone: (918)587-4630 Crown Castle Dee ak p FAX: (918) 587-4630 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. It Type Load Moment Moment Comb. K kip-0 kip-ft Max. Vy 22 -0.006 0.006 0.000 Max. Vx 24 0.000 0.00 0.00 Top Girt Max Tension 23 0.159 0.00 0.00 Max. Compression 10 -0.204 0.00 0.00 Max. Mx 2 0.060 -0.014 0.000 Max. Vy 2 0.009 0.00 0.00 T2 240 - 220 Leg Max Tension 15 30.421 -0.153 0.029 Max. Compression 10-35.035 0.063 0.004 Max. Mx 11-14.167 0.901 0.01 Max. My 4 -1.044 -0.01 -0.894 Max. Vy 19 0.225 0.894 0.056 Max. Vx 4 -0.238 -0.01 -0.884 Diagonal Max Tension 20 4.293 0.00 0.000 Max. Compression 20 -4.336 0.00 0.000 Max. Mx 14 3.549 0.022 0.001 Max. My 20 -4.08 0.001 0.007 Max. Vy 14 0.012 0.022 0.001 Max. Vx 20 -0.002 0.00 0.00 73 220-200 Leg Max Tension 15 58.819 -0.096 0.027 Max. Compression 10-67.464 0.169 0.003 Max. Mx 19-65.952 0.173 0.034 Max. My 16 -3.032 -0.011 0.193 Max. Vy 3 -0.095 0.153 -0.030 Max. Vx 16 -0.121 -0.011 0.193 Diagonal Max Tension 20 5.210 0.00 0.00 Max. Compression 20 -5.221 0.00 0.00 Max. Mx 10 4.586 0.026 0.003 Max. My 18 -4.924 0.001 0.005 Max. Vy 14 0.014 0.024 0.004 Max. Vx 16 -0.01 0.00 0.00 T4 20-180 Leg Max Tension 15 88.697 -0.179 0.027 Max. Compression 10-102.198 0.057 0.003 Max. Mx 19-99.944 0.190 0.030 Max. My 16 -4.755 -0.014 0.304 Max. Vy 3 0.108 0.1 Max. Vx l6 -0.145 -0. 4leiDiagonal Maz Tension 20 6358 0. Max. Compression 18 -6.440 0 Max. NIX 14 4.934 0 Max. My 18 -6 424 0.003 0.008 Max. Vy 14 0.020 0.043 0.003 Max. Vx 18 -0.02 0.00 0.00 T5 180 -160 Leg Mu Tension 15 117.470 0.175 0.025 Max. Compression 10-136293 -0.256 0.001 Max. Mx 10-136.060 0.495 0.001 Max. My 16 -5501 -0.037 0.366 Max. Vy 18 0.214 0.492 0.009 Max. Vx 16 0.171 -0.037 0.366 Diagonal Max Tension 24 8258 0.00 0.00 Max. Compression IB -8.537 0.00 0.00 Max. Mx 2 7.916 0.058 0.00 Max. My 2 0.936 0.00 -0.02 Max. Vy 2 -0.027 0.00 0.00 Max. Vx 2 0.001 0.00 0.00 Horiwntal Max Tension 10 2.730 0.018 -0.00 Max. Compression 10 -2.730 0.00 0.00 Max. Mx 14 1.319 0.018 -0.01 Max. My 2 -0.228 0.017 -0.001 Max. Vy 14 0.013 0.018 -0.01 Max. Vx 18 0.00 0.017 -0.01 Inner Bracing Max Tension 1 0.00 0.00 0.00 WxTower Jab Page 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) 20 of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 15:15.49 01 /24/15 Tulsa, OK 74119 Client Designed by Phone. (918) 5874630 Crown Castle Dee ak p FAX. (918) 587-4630 Section Elevation Component Condition Gov. Axial MajorAxis Minor Axis No. fr Type Load Moment Moment Comb. K kp-fi kip - Mae. Compression 2 -0.003 0.000 0.000 Max. Mx 2 -0.003 -0.017 0.000 Max. Vy 2 0.010 0.000 0.000 T6 160 - 140 Leg Max Tension 15 149.602 0.377 0.023 Max. Compression 10-176A36 0.325 -0.005 Max. Mx 22 146.828 1.385 -0.000 Max. My 4 -9.196 -0.059 1.554 Max. Vy 22 -1.309 -1.181 -0.000 Max. Vx 4 -1.047 0.012 -0.473 Diagonal Max Tension 21 10.651 0.000 0.000 Max. Compression 18-10.936 0.000 0.000 Max. Mx 2 10.256 0.073 0.000 Max. My 2 1.009 0.000 -0.002 Max. Vy 2 0.031 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Horizontal Max Tension 10 3354 0.029 0.001 Max. Compression 10 -3.354 0.000 0.000 Max. Mx 2 0.346 0.029 -0.004 Max. My 2 0.346 0.029 -0.004 Max. Vy 2 -0.019 0.029 -0.004 Max. Vx 2 -0.001 0.029 -0.004 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 22 -0.004 0.000 0.000 Max. Mx 2 -0.004 -0.023 0.000 Max. Vy 2 0.012 0.000 0.000 T7 I40 -120 Leg Max Tension 15 192.067 0.224 0.012 Max. Compression 10-227576 -0.435 -0.O11 Max. Mx 10-227.255 0.732 -0.003 Max. My 16 -9.680 -0.059 1.199 Max. Vy 22 -1.869 0.207 0.010 Max. Vx 16 2.012 -0.054 0.124 Diagonal Max Tension 20 15.474 0.000 0.000 Max. Compression 20-15.652 0.000 0.000 Max. Mx 2 13.983 0.089 0.000 Max. My 2 1565 0.0 1 00 Max. Vy 2 4.126 0.000 .00 Max. Vx 2 -0.001 0.0 Horizontal Max Tension 10 4.126 0.04 Max. Compression 10 11,126 0.000 0. COPY Max. Mx 18 -0.426 0.051 -0.001 Max. My 14 -2.040 0.044 -0.002 Max. Vy 18 -0.026 0.051 -0.001 Max. Vx 14 -0.001 0.044 -0.002 Inner snaring Max Tension 1 0.000 0.000 0.000 Max. Compression 22 -0.004 0.000 0.000 Max. Mx 2 -0.004 -0.037 0.000 Max. Vy 2 0.017 0.000 0.000 78 120 -100 Leg Max Tension 15 241.681 0.292 0.012 Max. Compression 10-286589 -0.418 -0.012 Max. Mx 10-286.246 0.886 -0.000 Max. My 16-15.501 -0.083 1.030 Max. Vy 18 -0.332 0.880 -0.006 Max. Vx 16 -0.317 -0.083 1.030 Diagonal Max Tension 20 17.359 0.000 0.000 Max. Compression 20-17.488 0.000 0.000 Max. Mx 2 15.623 0.131 0.000 Max. My 2 1.370 0.000 -0.004 Max. Vy 2 -0.047 0.000 0.000 Max. Vx 2 0.002 0.000 0.000 Horizontal Max Tension 10 4.975 0.052 -0.002 Max. Compression 10 -4.975 0.000 0.000 MxTower Job Page 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) 21 of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 15:15:49 01 /24/15 Tulsa, OK 74119 Client Designed by Phone. (918) 587-4630 Crown Castle Deepak FAX. (918) 5874630 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment comb. K kiph kip-h Max. Mx 10 -0.569 0.060 -0.001 Max. My 14 2.418 0.050 -0.002 Max. Vy 10 -0.029 0.060 -0.001 Max. Vx 14 -0.001 0.050 -0.002 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 10 -0.005 0.000 0.000 Max. Mx 2 -0.005 -0.046 0.000 Max. Vy 2 0.019 0.000 0.000 T9 100 - 80 Leg Max Tension 15 292510 0.496 0.010 Max. Compression 10 -347.922 -3.039 0.003 Max. Mx 10 -347.922 -3.039 0.003 Max. My 16 -16.303 -0.083 1.030 Max. Vy 10 1.020 1.713 -0.003 Max. Vx 16 0323 -0.083 1.030 Diagonal Max Tension 21 19.461 0.000 0.000 Max. Compression 20 -19.920 0.000 0.000 Max. Mx 2 17.871 0.253 0.000 Max. My 2 1.085 0.000 -0.008 Max. Vy 2 -0.084 0.000 0.000 Max. Vx 2 0.003 0.000 0.000 Horizontal Max Tension 10 6.035 0.084 -0.002 Max. Compression 10 -6.035 0.000 0.000 Max. Mx 10 -0.627 0.095 -0.003 Max. My 2 -0.653 0.095 -0.003 Max. Vy 10 -0.042 0.095 -0.003 Max. Vx 18 0.001 0.095 -0.003 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 22 -0.008 0.000 0.000 Max. Mx 2 -0.008 -0.068 0.000 Max. Vy 2 0.025 0.000 0.000 T10 80-60 Leg Max Tension 15 330.808 2.528 -0.032 Max. Compression 10 -394.304 -4.489 -0.012 Max. Mx 10 -394304 -4A89 -0.012 Max. My 16 -22.230 -0.397 Max. Vy 1 -. 3.977 Max. Vx 16 -0.719 719 -0.397 14L Diagonal Max Tension 20 24.992 -0.193 Max. Compression 20 -25.308 0.000 Max. Mx 18 22.989 -0.210 0.123 Max. My 10 21.664 -0.208 0.124 Max. Vy 18 -0.054 -0.210 0.123 Max. Vx 10 -0.018 0.000 0.000 Horizontal Max Tension 10 6.840 -0.121 0.003 Max. Compression 10 -6.840 0.000 0.000 Max. Mx 10 -0.431 -0.136 0.005 Max. My 2 -0.470 -0.136 0.005 Max. Vy 10 0.056 -0.136 0.005 Max. Vx 2 -0.002 -0.136 0.005 Redund Hoa 1 Max Tension 10 6.840 0.000 0.000 Bracing Max. Compression 10 -6.840 0.000 0.000 Max. Mx 2 -0.849 0.025 0.000 Mae. My 2 -0.924 0.000 -0.001 Max. Vy 2 -0.018 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Ding 1 Max Tension 10 4.646 0.000 0.000 Bracing Max. Compression 10 -4.646 0.000 0.000 Max. Mx 2 1.135 0.036 0.000 Max. My 2 0.467 0.000 -0.001 Max. Vy 2 -0.018 0.000 0.000 Cl) o N m a a N � rn to o N a m rn a N 00 CO co ±i 7 CO LL N U N N d fN U ii 3 coO a) U J LL O CD O O nO _ C a e m c a ii 0 0 v a\bV 4 cn Uj F GO C as 1 g� 4 O 00 000go�oos4o4?o0���0$000000o go gog000 0 00 ooSS000�44rnornoo�� 00 00000000ggNqq000q000000000 oog000 oo 00000000ggNON0000 8 88 O}�88 pS vV1� O O 8 8 O OS O,y.®p8 O O p Vy ��Dp p0 OOpOO�OV100��Q�N'�-',pNNNpvbiObb'OObO 0000000 0000000 p0000CN OO WbbvNip vNt�N�NCI dd dQ ddoddi+i �paQa?QoQQgogoqqq4o 000000 000000 og00000-1?1? ,.�o cj 000 OO00 OO M ?Yqy OPmNC OO18O dRn HEM O QQOOOO�b NPOT W�CQOh)OO�O.00tiTN Qm�'Q�CON.. O�O Q�m0gONNbt��1N�NPhy NQOQNO.VVp OOy� N ,.. 2NNNN2 �NNNNti �NN„m,�N NhOObObOO W 0 c c c c e c e e c c c 0 0 0 0 0 0 0 0 0 0 0 c ❑'�, e'H c'c c'H c e c c'm c'^ c'�, K0�% 4 �' O➢ 'u '� � O ED � O➢ �' EO C t�tl a a F pN V ti F MxTower Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 23 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 15:15:49 01 /24/15 Tulsa, OK 74119 Phone. (918) 587-4630 FAX. (918) 587-4630 Client Crown Castle Designed by Dee ak P Section Elevation Component Condition Gov. Axial MajorAxis Minm,7 No. ft Type Load Moment Moment Comb. K kip-Ji kip ft Max. Vy 18 0.072 -0.265 0.128 Max. Vx 10 -0.017 0.000 0.000 Horizontal Max Tension 10 9.010 -0.168 0.005 Max. Compression 10 -9.010 0.000 0.000 Max. Mx 10 -0.783 -0.186 0.006 Max. My 2 -0.833 -0.186 0.006 Max. Vy 10 0.066 -0.186 0.006 Max. Vx 18 0.002 -0.186 0.006 Redund Horz 1 Max Tension 10 9.010 0.000 0.000 Bracing Max. Compression l0 -9.010 0.000 0.000 Max. Mx 2 8.952 0.035 0.000 Max. My 2 -1.202 0.000 -0.001 Max. Vy 2 -0.021 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Reiland Dial; 1 Max Tension 10 5.742 0.000 0.000 Bracing Max. Compression 10 -5.742 0.000 0.000 Max. Mx 2 1.030 0.046 0.000 Max. My 2 0.723 0.000 -0.002 Max. Vy 2 -0.021 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Reiland Hip 1 Max Tension 11 0.032 0.000 0.000 Bracing Max. Compression 14 -0.038 0.000 0.000 Max. Mx 2 -0.011 -0.022 0.000 Max. Vy 2 0.013 0.000 0.000 Inner Bracing Max Tension 15 0.016 0.000 0.000 Max. Compression 10 -0.032 0.000 0.000 Max. Mx 2 0.004 0.176 0.000 Max. Vy 2 -0.052 0.000 0.000 T13 20 - 0 Leg Max Tension 15 483.742 4.347 0.025 Max. Compression 10-581.810 0.000 -0.000 Max. Mx 10-578210 -5.630 -0.013 Max. My 16-30.755 -0.526 2.919 Max. Vy 10 -2.295 5.597 -0022 COP'" Max. Vx 12 -0.490 -0. {py 42..IW-3Diagonal Max Tension 20 28.55 0. e EM Max. Compression 20-28.550 0.0 1 Max. Mx 18 24.519 -0. VO Max. My 10 24.868 -0.259 -0.110 Max. Vy 18 -0.073 -0.260 0.110 Max. Vx 10 0.014 0.000 0.000 Horizontal Max Tension 10 10.091 -0.259 0.008 Max. Compression 10-10.091 0.000 0.000 Max. Mx 14 -4.969 -0.268 0.008 Max. My 14 -4.969 -0.268 0.008 Max. Vy 14 0.086 -0.268 0.008 Max. Vx 14 -0.003 -0.268 0.008 Reiland Harz: 1 Max Tension 10 10.091 0.000 0.000 Bracing Max. Compression 10-10.091 0.000 0.000 Max. Mx 2 10.029 0.040 0.000 Max. My 2 -0.055 0.000 -0.001 Max. Vy 2 -0.022 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Diag 1 Max Tension 10 6.274 0.000 0.000 Bracing Max. Compression 10 -6.274 0.000 0.000 Max. Mx 2 0.948 0.052 0.000 Max. My 2 1.110 0.000 -0.002 tnxTower Job Page 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) 24 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 15:15:49 01 /24/15 Tulsa, OK 74119 Client Designed by Phone: (918) 5874630 Crown Castle Dee ak p FAX: (918) 587-4630 Section Elevation Component Condition Gov. Axial Major Axis MinorAsis No. It Type Load Moment Moment Mae. Vy 2 -0.023 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Hip 1 Mae Tension 11 0.025 0.000 0.000 Bmcing Max. Compression 14 -0.033 0.000 0.000 Max. Mx 2 -0.020 -0.025 0.000 Max. Vy 2 0.014 0.000 0.000 inner Bracing Max Tension 15 0.012 0.000 0.000 Max. Compression 10 -0.028 0.000 0.000 Max. Mx 2 0.001 0.203 0.000 Max. Vy 2 -0.056 0.000 0.000 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z load K K K Comb. Leg C Max. Vert 18 607.940 64.248-36.044 Max.% 18 607.940 64.248-36.044 Max. H, 5 438.910 -05526 31.650 Min. Vert 7-507.989-55.167 30.953 Min. H. 7-507.989-55.167 30.953 Min. H. 18 607.940 64.248-36.044 Leg Max. Vert 10 611.212-63.988-36.647 Max. H. 23-506.387 54.893 31.429 Max. H, 25 437.383 45.079 32.435 Min. Vert 23 611.212 63. 93 36 p Q� ®®® Min. H. 10 611.212-63.988 -36. 7O"'ORY Min. H, 10 506.3 2 54.9 3 -31 LegA Max. Vert 2 607.754 0.591 73. Max. H, 20 31.614 10.196 2.543 Max. H,. 2 607.754 0.591 73.660 Min. Vert 15-508.129 -0.488-63.255 Min. H. 9 23.219-10.152 1.874 Min. H, 15-508.129 -0.488-63.255 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, U. Moment, M. K K K kip, }i kip-ft kin -fir Dead Only 80.963 0.000 0.000 22.782 -34.811 0.000 1.2 Dead+1.6 Wind 0 deg - No 97.156 -0.030 -124.121 -14948.525 -34.476 29.388 Ice 0.9 Dead+1.6 Wind 0 deg - No 72.867 -0.030 -124.121 -14955.360 -24.032 29.388 Ice 1.2 Dead+1.6 Wind 30 deg - No 97.156 57.575 -99.723 -11990.032 -6980.006 39.676 Ice 0.9 Dcad+1.6 Wind 30 deg -No 72.867 57575 -99.723 -11996.866 -6969.562 39.676 tnxTower Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 25 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 15:15:49 01 /24/15 Tulsa OK 74119 Phone: (918) 5874630 FAX: (918) 5874630 Client Crown Castle Designed by Dee ak P Load Vertical Shear, Shear, Overturning Overrunning Torque Combination Moment, M. Moment, M. K K K kiy:R kip-%t kin-%t Ice 1.2 Dead+1.6 Wind 60 deg - No 97.156 98.354 -56.751 -6872.397 -12007.061 41.432 Ice 0.9 Dead+1.6 Wind 60 deg - No 72.867 98.354 -56.751 -6879.231 -11996.617 41.432 Ice 1.2 Dead+1.6 Wind 90 deg - No 97.156 115102 0.030 34.636 -13930.878 31.681 Ice 0.9 Dead+1.6 Wind 90 deg - No 72.867 115.202 0.030 27.801 -13920.434 31.681 Ice 1.2 Dead+1.6 Wmd 120 deg - 97.156 107.536 62.086 7521.590 -13022.199 I3.240 No Ice 0.9 Dead+1.6 Wmd 120 deg - 72.867 107536 62.086 7514.755 -13011.755 13.240 No Ice 1.2 Dead+1.6 Wind 150 deg - 97.156 57.626 99.753 12052.006 -6992.646 -8.247 No Ice 0.9 Dead+1.6 Wind 150 deg - 72.867 57.626 99.753 12045.171 -6982.202 -8.247 No Ice 1.2 Dead+1.6 Wind 180 deg - 97.156 0.030 113553 13839.448 -49.072 -26.299 No Ice 0.9 Dead+1.6 Wind 180 deg - 72.867 0.030 113.553 13832.613 -38.628 -26.299 No Ice 1.2 Dead+1.6 Wind 210 deg - 97.156 -57.575 99.723 12044.708 6896.458 -39.676 No Ice 0.9 Dead+1.6 Wind 210 deg - 72.867 -57575 99.723 12037.873 6906.901 -39.676 No Ice 1.2 Dead+1.6 wind 240 deg - 97.156 -107.506 62.035 7508.950 12931.353 -45.833 No Ice 0.9 Dead+1.6 Wind 240 deg - 72.867 -107506 62.035 7502.115 12941.797 -45.833 No Ice 1.2 Dead+1.6 Wind 270 deg - 97.156 -115.202 -0.030 20.040 13847.330 -31.681 No Ice 0.9 Dead+1.6 Wind 270 deg - 72.867 -115.202 -0.030 13.206 13857.773 -31.681 No Ice 1.2 Dead+1.6 Wind 300 deg - 97.156 -98384 -56.802 -6885.037 11930.811 -11.928 No Ice 0.9 Dead+1.6 Wmd 300 deg - 72.867 -98.384 -56.802 -6891.872 11941.255 -11.928 No Ice 1.2 Dead+1.6 Wmd 330 deg - 97.156 -57.626 -99.753 -1 I997330 6909.098 8.247 No Ice 0.9 Dead+1.6 Wind 330 deg - 72.867 -57.626 -99.753 -12004.164 8.247 No Ice _ Dead+Wind 0 deg -Service 80.963 -0.004 -18.163 -2168.666 F;5 4: Dend+Wmd 30 deg - Service 80.963 8.425 -I4.593 -1735.743 5 06Dead+Wind 60 deg -Service 80.963 14.392 -8.304 -986.870 1 63 OPY Dead+Wind 90 deg -Service 80.963 16.858 0.004 23.850 -2067.231 4. Dead+Wind 120 deg -Service 80.963 15.736 9.085 1119.430 -1934.262 1.937 Dead+Wind 150 deg -Service 80.963 8A33 14.597 1782375 -1051.946 -1.207 Dead+Wind 180 deg -Service 80.963 0.004 16.616 2043.935 -35.879 -3.848 Dead+Wind 210 deg - Service 80.963 -8.425 14.593 1781.307 980.473 -5.806 Dead+Wind 240 deg - Service 80.963 -15.732 9.078 1117580 1863.571 -6.707 Dead+Wind 270 deg - Service 80.963 -16.858 -0.004 21.714 1997.608 -4.636 Dead+Wmd 300 deg - Service 80.963 -14.397 -8.312 -988.720 1717.160 -1.745 Dead+Wmd 330 deg - Service 80.963 -8.433 -14.597 -1736.811 982.323 1.207 Solution Summary ` C07 0 co m IL LO N I o rn Lr) L c cd a C (M 00 CO 00 Z) C3 -i LL N U � D LL N w t� U LL 3 O LL O co 0 0 O n � c o m � a U O m O O L F o C1 as F `o eel* e e eel e°e°e5� **Se ee*e el e el* e e* e°* e e e e° s°6gg°b$B'e W 000S00000S�000000000000000�g0000S�oo eE 00000c000000ccccccccc000ccc00000cooc ON^MMr.+pO��NNVf V1NNMrNrrOONNmmMM �bgb�m N C� oo� ��ntm�, c��,0000rh� �h0000wwn ��voig o'ri b'r Cs6M �.N. N. aavbi °44��aa�..??`4 '400v"i vbi&& m=Cu o`ta..' 7 1 � b V1 b Vt b .Mi b v1 b N b V1 �D Vl b �/1 b V1 b v1 b h b N �D b b b b b b b b b b b �� �( a.-i Corm mr oo r mr mr grmrmr p .rmr mp. a fT fT O�TgTPfT CIS w a n n rn c� rn c� a ci a c4 a ,i n i( O�COi vhi, vhi,mmN"VI VIbbM�hh�N�NmmN NON�mMM� Nt'. oq 4:osh� 44�.hi �.hi�ti^:rna�.h,h 6-o tl2-no?4°'�'�= rY � o aa�d�44e.Noaa :arne.No44hha am..a. ocoave�a000 o� �a,ahhoo b h b h b h b h b h b h b h b h b h b h b h b h M M m m m m M M M M M ti b V1 b v1 b N `Vl ` VI b v1 b vl b of b h b V1 1 vI b b b p .O b b b b b b b FQ� mrV r�mN rhNh qlrh9 mmmmr0mma CP T T Tr O C . N OhNhNhhN NOOOC 0 0 0 0 0 m 0 l; I� T l�Orr On ,; Ql; r T l� O. [� A r T Ii a0 m m m m m m m W W W Q M M h h Vl VI N N N N M M V1 Vl VI N N M �p �O � N O� V1 M M O h m M k k So o vi �nmm '•lhbbpp'rl ti.y. r'1 aMmh ao Y o44vhihrna.�". .^�.o s,h��oo I? I? .� aa��400 ��adomv. d rNm?Y1 h . P 2 = i M ti ti b ti m OT O r N M g, b h m p. �-+NMV,/ -+NNNNN NNN NNmmmMmmm fA C O V d d L O F., G 7 E x w a I�MrOmhb'af MMN O O O O O O O O O O 000000000000 ooc000000000 �o vi $•o�.m �w$mc�vP ' -+0000 000 000000000000 p m�r+pi�m��MMmoo �r m� ��n OO.CmrmO � m �c mrhmMm m m ..C. ON hmmh-+m�OaNr Q z �00000ppCop F ppAFgGFpFF E+ tnxTower Job Page 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) 27 of 39 Project Date B+T Group 1717 S Boulder, Suite 300 15:15:49 01 /24/15 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Deepak FAX: (918)587-4630 Section Elevation Nora Gov. Tilt Twist No. Deflection load ft in Comb. ° T13 20 - 0 0.040 26 0.009 0.001 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of /oad Curvature R Comb. in o (t 252' Flash Beacon Lighting 30 3.488 0.116 0.013 Inf 243' (2) DBC-7CAP 30 3317 0.116 0.013 htf 143' 80010122 30 1.226 0.072 0.006 136602 130' APXVSPPI8-Cw/Mount Pipe 30 1.027 0.065 0.005 128996 126 Side Lighting 30 0.969 0.063 0.005 124119 Maximum Tower•Deflections -Design Wind Section Elevation Hoe Gov. Tilt Twist No. Deflection Load ft in Comb. ° Tl 250 - 240 23.409 10 0.774 0.089 72 240 - 220 21.777 10 0.770 0.088 T3 220 - 200 18.542 10 0.729 0.078 T4 200 - 180 15.497 10 0.677 0.065 T5 180 - 160 12.676 10 0.616 0.054 T6 140- 120 7.944 10 0.470 0.046 38 T7 120 - 100 5.944 10 0.400 0.038 79 120 - 100 4.272 10 0.330 0.030 I T9 100-80 2.916 10 0.260 0.019 23 TIO 80-60 2.916 10 0.260 0.019 T11 60-40 1.746 10 0.193 0.013 COPY T12 40-20 0.881 10 0.131 0.008 T13 20 - 0 0.272 11 0.063 0.004 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Land Curvature B Comb. in ° ° it 243' (2) DBC-7CAP 10 22.267 0.772 0.088 300603 143' 80010122 10 8.261 0.480 0.039 20631 I30' APXVSPP18-C w/ Mount Pipe 10 6.923 0.435 0.034 19426 126' Side Lighting 10 6.531 0.421 0.032 18664 Bolt Design Data tnxTower Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 28 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 15:15:49 01 /24/15 Tulsa, OK 74119 Phone: (918)5874630 FAX: (918)587-4630 Client Crown Castle Designed by Deepak Section Elevation Component Bolt Boll Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Land Ratio ft in Bolts Bolt K Allowable K Tl 250 Leg A325N 0.625 4 1.183 20.709 1 Bolt Tension 0.057 Diagonal A325N 0.625 2 1.188 6.785 I Member Block 0.175 Shear Top Girt A325N 0.625 1 0.159 7.875 1 Member Block 0.020 Shear 12 240 Leg A325N 0.625 6 5.070 20.709 1 Bolt Tension 0.245 Diagonal A325N 0.625 2 2.146 7.805 I Member Block 0275 f/ Shear T3 220 Leg A325N 0.875 6 9.803 40589 1 Bolt Tension 0.242 Diagonal A325N 0.625 2 2.605 7.805 I Member Block 0.334 Shear T4 200 Leg A325N 1.000 6 14.783 53.014 1 Bolt Tension 0279 1/ Diagonal A325N 0.625 2 3.179 8.314 1 Member Block 0382 Shear T5 180 Leg A325N 1.000 6 19.555 53.014 I Bolt Tension 0.369 Diagonal A325N 0.625 2 4.129 15.609 1 Member Block 0.265 Shear Horizontal A325N 0.625 I 2.730 7.875 1 Member Block 0.347 Shear T6 160 Leg A325N 1.000 6 24.899 53.014 1 Bolt Tension 0.470 Diagonal A325N 0.625 2 5326 15.609 1 Member Block 0.341 Shear Horizontal A325N 0.625 1 3354 9.914 1 Member Block 0.338 Shear T7 140 Leg A325N 1.125 6 31.866 67.096 1 Bolt Tension 0475 Diagonal A325N 0.625 2 7.737 15.609 I Member Block 0.496 Shear Horizontal A325N 0.625 1 4.126 10.934 1 Member Block 0377 Shear T8 120 Leg A325N 1.250 6 40.243 82.835 1 Bolt Tension 0.486 Diagonal A325N 0.625 2 8.679 16.629 1 M rBl k 052 Horizontal A325N 0.625 1 4.975 10.934 0.45ILIB mber loc 79 100 Leg A325N 1.250 6 48.700 82.835 I Bo Ten 0588 1/ Diagonal A325N 0.625 2 9.960 24.851 / 1 Bolt Shear 0401 Horizontal A325N 0.625 1 6.035 12.425 � 1 Bolt Shear OA86 T10 80 Leg A325N 1375 6 54.977 100.230 1 Bolt Tension 0.549 Diagonal A325N 0.625 2 12.496 16.629 I Member Block 0.751 Shear Horizontal A325N 0.625 I 6.840 19.828 I Member Block 0.345 Shear Tll 60 Leg A325N 1.500 6 63.602 119.282 I Bolt Tension 0.533 Diagonal A325N 0.625 2 13.105 16.629 I Member Block 0788 1/ Shear Horizontal A325N 0.625 1 7.923 19.828 / 1 Member Block 0400 Shear T12 40 leg A325N 1500 6 72.133 119282 1 Bolt Tension 0.605 Diagonal A325N 0.625 2 13.693 22.172 1 Member Block 0.618 Shear Horizontal A325N 0.625 1 9.010 19.828 1 Member Block 0.454 Shear tnxTower Job e Page 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) 29 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 15:15:49 01 /24/15 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Dak ee P FAX: (918) 5874630 Section Elevation Component Boll Boll Size Number Mazimum Allowable Ratio Allowable Criteria No. Type Grade Of load per Load Load Ratio ft in Bolts Bolt K Allowable K T13 20 Diagonal A325N 0.625 2 14.096 22.172 1 Member Block 0.636 Shear Horizontal A325N 0.625 1 10.091 21.867 I Member Block 0.461 Shear Compression Checks Leg Design Data (Compression) Section Elevation Size L L. KI/r A P. op" Ratio No. P. M 72 240-220 212 20'13/32 68-1/8" T3 220-200 3 20'13/32 6'8-18" T4 200 - I80 3 114 20'13/32 68-1B" T5 180-160 31/4 20'13/32 5'322" T6 160 -140 3 12 2913/32 5'3/32" 77 140 -120 3 3/4 20'13/32 53132" TS 120 - 100 4 20'13/32 5'3/32" 79 100 - 80 4 1/4 20'13/32 53/32" T10 80-60 412 20'13/32 5'3/32" Tll 60-40 43/4 20'13/32 5'3/32" T12 40 - 20 4 314 2913/32 5'3/32" T13 20-0 5 20'13/32 1. 5'3/32" 1 P v / op" Controls int K K K=1.00 ✓ 128.2 4.909-35.035 67.460 0.519, K=1.00 `/ 106.8 7.069-67.464 138.053 0.489 ' K=1.00 `/ 98.6 8.296-102.198 183.313 0.558 ' K=1.00 74.0 8.296-136.293 250.223 0.545 ' K=1.00 `/ 68.7 9.621-176.436 306.641 0.575' K=1.00 `/ 64.1 11.045-227576 368.015 0.618 ' K=1.00 =1.1 12.566 A 434.236 0.V- .00 cmill 56.6 2 ' 14.186 0 K56.6 ptf 53.4 15.904-394.304IL 02 K=L00 50.6 17.721 -456.742 661.231 0.691 ' K=1.00 50.6 17.721-519.406 661.231 0.786' K=1.00 6000 48.1 19.635-581.810 746.168 0.780 ' K=1.00 ✓ Diagonal Design Data (Compression) h"Tower Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 30 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 15:15:49 01 /24/15 Tulsa, OK 74119 Phone: (918)587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Deepak Section Elevation Size L L. KUr A P. OP" Ratio No. P. ft ft ft int K K gyp" TI 250-240 L2x2x3/16 7'9-23/3 3'6-7/8" 111.6 0.715 -2.500 12.024 0.208' 2" K=1.03 I/ 72 240-220 L212x212x3/16 101-15/ 4'11-9/3 119.8 0.902 -4.336 13.726 0.316' 16" 2" K=1.00 t/ T3 220-200 L21/2x212x3/16 11'8-15/ 58-3/8" 133.9 0.902 -5.221 11.370 0.459' 16" K=0.97 `/ T4 200-180 L3x3x3/16 13'5-1/4' 66-3/8" 128.8 1.090 -6.440 14.674 0.439' K=0.98 `/ TS 180-160 2L212x212x3/16x3/8 87-1N' T11-7/8' 126A 1.800 -8.537 25.147 0.339' ' K=1.00 2L'a' > 45.297 in - 86 T6 160-140 2L212x21/20/160/8 915-7/32' 8'9-2513 139.5 1.800 -10.937 20.903 0.523' ' 2" K=1.00 2L'a' > 48.196 in - 125 T7 140-120 21.212x2120/160/8 103-9/1 9'8-1/32' 153.0 1.800 -15.652 17.371 0.901' 6" K=1.00 ®/ 2L'a' > 51.206 in - 164 T8 120-100 2L3x3x3/16x3/8 11'2-3/1 10'6-9/1 140.3 2.180 -17A88 25.018 0.699' 6" 6" K=1.00 2L'a' > 57.705 in - 203 79 100-80 2L3x3x5/16x3/8 12'1" 11'5-5/1 152.3 3.550 -19.920 34.566 0.576' 6" K=1.00 2L'a'> 60.865 in - 242 T10 80-60 2L3x3x3/16x3/8 15'7-15/ 7'7-1/16' 1085 2.180 -25.308 37.505 0.675 ' 32" 1K=1.12 `/ Tll 60-40 2L3x3x3/16x3/8 16'4-27/ T11-3/4' 111.0 2.180 -26.709 36.475 0.732' 32" 1K=1.09 T12 40-20 2L3x3x1/4x3l8 172-15/ 84-9/16 114.1 2.880 -27.927 47.042 0594 ' 32" 1K=1.05 `/ T13 20-0 2L3x3x1/4x3/8 183/8" 89-12" 117.0 2.880 28 45.368 0.629' K=1.00 fi A _ J 2L'a' > 51.822 in - 434 ' P. / oP" controls Horizontal Design Data (Compression) Section Elevation Size L L. KUr A P. op" Ratio No. P. ft ft ft int K K 0" T5 180-160 L2x2x3/16 13'6" 65-5/8" 197.0 K=1.00 T6 160 -140 L2 12x2 120/16 15'6" 7'5-12" 180.8 K=1.00 T7 140 -120 L3x3x3/16 176" 8'5-38" 170.1 K=1.00 TS 120 -100 L3x3x3/16 19'6" 9'5-1/4" 190.0 K=1.00 79 100-80 L3x3xl/4 21'6" 10'5-1/8' 211.4 ' K=1.00 0.902 -3.354 6.233 0.538' 1.090 4.126 8511 0.485' 1.090 4.975 6.820 0.729' 1.440 -6.035 7.282 0.829' tnxTower Job Page31 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 15:15:49 01 /24/15 Tulsa, OK 74119 Client Designed by Phone. (918)587-4630 Crown Castle Dee ak P FAX: (918) 587-4630 Section Elevation Size L 4 KUr A P. Ratio No. P. ft ft ft in' K K gyp" TIO 80-60 2L2 12x2 1/2x3/16x3/8 23' 117, 176.7 1.800 -6.840 13.027 0.525 K=L00 d/ 2L'a' > 63.943 in - 280 Tll 60-40 21212x2120/16x3/8 2S 12'1-7/8' 192.3 1.800 -7.923 10.992 0.721 ' K=1.00 21,'a' > 69.609 in - 331 T12 40-20 2L2 12x212x3/16x3/8 27' 13'1-7/8' 208.2 1.800 -9.010 9.385 0.960' ' K=1.00 2L'a' > 75.336 in - 382 T13 20-0 2L300/160/8 29' 141-3/4' 188.2 2.180 -10.091 13.908 0.726' ' K=L00 2L'a' > 80.808 in - 433 I P" / OP" Controls Top Girt Design Data (Compression) Ratio Section Elevation Size L L„ KUr A P. QP" No. P. ft ft ft in' K K op" T1 250-240 L2x2x3/16 6 5'6-12" 168.8 0.715 -0.204 5.670 0.036' K=1.00 ✓ I P. / OP. controls Section Elevation No. f! T10 80-60 T11 60-40 T12 40-20 T13 20-0 I P. / OP" Controls undant 2L2xW/160/8 2L2x2x3/16x3/8 2L'a > 35.121 in - 336 2L2xW/160/8 2L'a > 37.656 in - 387 2LWO/160/8 2L'a' > 40.470 in - 438 Desi ft ft 5'9" 5'6-3/4" 114.1 KAM 67' 65/8" 118.9 K=1.01 69" 66-5/8" 128.2 K=1.00 TY 7'12" 137.8 K=1.00 in' K K P. 1.430 -7.923 22.025 0.360' 1.430 -9.010 19.507 0.462' 1.430-10.091 17.021 0.593 ' MxTower Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 32 of 39 Project Date 15:15:49 01 /24/15 B+T Group 1717 S. Boulder, Suite 300 Tulsa, OR 74119 Phone. (918)5874630 FAX. (918) 5874 Client Crown Castle Designed by Dak ee630 P Redundant Diagonal 1 Design Data (Compression) Ratio Section Elevation Size L L. KUr A P. OP. No. P h R h in2 K K gyp" T10 80-60 2L2x2x3/16x3/8 7'9-3/4" 76-11/1 147.9 IA30 4.646 14.774 0.314 6" K=1.00 2L'a' > 43.438 in - 312 Til 60-40 2L2x2x3/16x3/8 82-7/16' 7'11-5/1 155.4 1.430 -5.198 13.373 0.389 1 ' 6" K=1.00 2L'a'> 45.657 in - 363 T12 40-20 2L2x2x3/16x3/8 8'7-1/4" 8'4-1/4" 163A 1.430 -5.742 12.094 0.475 1 K=1.00 2L'a > 48.011 in - 414 T13 20-0 2L2x2x3/16x3/8 93/16" 8'9-3/32' 171A IA30 -6.274 11.001 0.570' ' K=1.00 2L'S > 50.340 in - 465 P. / OP. controls Redundant Hi 1 Design Data (Compression) Section Elevation Size L I„ KUr A P. On. Ratio No. P. ft ft ft in' K �jq jr 6P. TI1 60-40 L212x212x3/16 67' 6'3" K=1.00 151.5 0.902 ir -0.033 ® py VQX 0 UP K=1.00 T12 40-20 L212x2120/16 6'9" 6'9" 163.6 0.902 -0.038 7.610 0.005� K=1.00 T13 20-0 L212x212x3/16 73" 73" 175.8 0.902 -0.033 6.597 0.005' K=1.00 `/ I P. l OP. controls Inner Bracing Design Data (Compression) Section Elevation Size L L. KUr A P. OP. Ratio No. P ft ft ft in' K K 6p- T5 180-160 L2x2x3/16 69" 69" 205.6 K=1.00 T6 160- 140 L2x2x3/l6 79" 7'9" 236.0 K=1.00 T7 140-120 L212x2 I/W/16 819" 8'9" 212.1 K=1.00 T8 120-100 L21/2x2120/16 919" 919" 236.4 K=1.00 T9 100-80 L3x3x3/16 10'9" 10,9" 216.4 0.715 -0.004 2.899 0.0011 0.902 -0.004 4.529 0.001 0.902 -0.005 3.647 0.0011 1.090 -0.008 5.256 0.002' MxTower Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page33 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 15:15:49 01/24/15 Tulsa, OR 74119 Phone: (918) 5874630 FAX: (918) 5874 Client Crown Castle Designed by Dak ee630 P Section Elevation Size L L. KUr A P. Op. Ratio No. P. ft ft jt in K K 4p" TIO 80-60 2L2x2x3/16x3/8 11'6" 11'6" 225.0 1.430 -0.030 6.382 0.005' K=1.00 2L'a' > 66.092 in - 304 Tll 60-40 2L2x2x3/16x3/8 12'6" IT6" 244.6 1.430 -0.026 5AO2 0.005� K=1.00 21.'a'> 71.840 in - 355 T12 40 - 20 2L2 12x2 120/16018 13'6" 13'6" 213.6 1.800 -0.032 8.913 0.004, K=1.00 2L'a > 77.304 in - 406 T13 20 - 0 212 12x21/2x3/16x3/8 14'6" 14'6" 229.4 1.800 -0.028 7.726 0.004 K=1.00 2L'a' > 83.030 in - 457 P. / QP" controls Tension Checks Leg Design Data Tension Section Elevation Size L L. KUr A P. OP" Ratio No. P. ft ft ft int K K �P" TI 250 - 240 2 10, 5' 120.0 3.142 jy� 1wry41372 0.033 T2 240-220 212 20'13/32 6'8-1/8" 128.2 4.909�920. .1 T3 220-200 3 20'111 3l32 6'8-1/8" 106.8 7.069 Fit58819 jy 118.08 T4 200-180 31/4 20'13/32 68-118" 98.6 8.296 88.697 373.310 0.238' " T5 180-160 31/4 20'13/32 53/32" 74.0 8.296 117.470 373.310 0.315' T6 160 -140 3 12 20'13/32 53/32" 68.7 9.621 149.602 432.951 0.346' " 77 140 -120 3 314 20'13/32 51/32" 64.1 11.045 191381 497.010 0.385' T8 120-100 4 20'13/32 5'3/32" 60.1 12.566 241.681 565.487 0.427' T9 100-80 41/4 2913/32 5'3/32" 56.6 14.186 292510 638.381 0.458' T10 80-60 412 20'13/32 5'3/32" 53.4 15.904 330.808 715.694 OA62' Tll 60-40 4314 20'13/32 53/32" 50.6 17.721 382.378 797.425 0.480' T12 40-20 43/4 20'13/32 53/32" 50.6 17.721 434.040 797.425 0544' T13 20-0 5 20'13/32 5'3/32" 48.1 19.635 483.742 883573 0.547' tnxTower Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 34 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 15:15:49 01 /24/15 Tulsa, OR 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Dee ak p Section Elevation Size L I„ KUr A P„ Ratio No. P. ft ft ft in' K K ,bp- 1 P. / �P„ controls Diagonal Design Data Tension Ratio Section Elevation Size L L. KUr A P. No. P. ft ft ft in' K K 6P" T1 250-240 L2x2x3/l6 79-23/3 3'6-7/8" 73.8 0.431 2.376 18.739 0.127' 2" ✓ T2 240-220 L21/W 12x3/16 10'1-15/ 4'11-9/3 79.6 0571 4.293 24.840 0.173' 16" 2" v 73 220-200 L2 I/W 120/16 11'8-15/ 5'8-3/8" 91.4 0571 5.210 24.840 0.210' 16" `/ T4 200-180 L3x3x3/16 13'5-1/4' 66-3/8" 86.3 0.712 6.358 30.973 0.205' T5 180-160 2L212x212x3/16x3/8 8'2-7/16 77-1/16' 123.9 1.139 8.258 49.549 0.167' 21,'a' > 43.999 in - 100 T6 160-140 21212x212x3/16xM 9'5-7/3T 8'9-25/3 142.9 1.139 10.651 49.549 0.215' 2" 2L'a' > 48.196 in - 126 T7 140-120 21,212x2120/160/8 9'10-11/ 9'2-27/3 149.4 1.139 49.54 0.312' 32" 2" FXE6 2L'a > 49.677 in - 175 T8 120-100 2L3x3x3/16x3/8 10'5-27/ 10'l-7/3 134.8 1.424 1. 32" T. 2L'a'> 56.142 in - 214 79 100-80 2L3x3x5/16x3/8 12T' 11'5-511 154.7 2.311 19.461 100526 0.194' 6" 2L'a' > 60.865 in - 243 T10 80-60 2L3001160/8 14'10-7/ 72-17/3 95.0 1.424 24.992 61.947 0.403 ' 16" 2" `/ Tll 60-40 21-300/160/8 15'7-15/ 7'7-1/16' 99.8 IA24 26.211 61.947 0.423 � 32" I`/ T12 40-20 2L3x3xl/4x3/8 16'4-27/ T11-3/4' 105.8 1.879 27.386 81.726 0335' 32" 1`/ T13 20-0 2L3x3xl/4x3/8 172-15/ 84-9/16' I11.0 1.879 28.192 81.726 0.345' 32" t P. / OP" controls Horizontal Design Data (Tension) MxTower Job Page 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) 35 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 15:15:49 01 /24/15 Tulsa, OK 74119 Client Designed by Phone: (918)587-4630 Crown Castle Dak ee p FAX: (918) 5874630 Section Elevation Size L L. KUr A P. OP" Ratio No. P. ft ft ft in' K K gyp" T5 180 -160 L2x2x3/16 13'6" 6'5-58" 128.6 0.431 2.730 18.739 0.146 T6 160 -140 L2 1/2x212x3/16 1516" 75-12" 117.3 0571 3.354 24.640 0.135 ' 77 140 -120 L3x3x3/16 17'6" 8'5-38" 109.8 0.712 4.126 30.973 0.133 ' TS 120 - 100 L3x3z3/16 19'6" 9'5-1/4" 122.5 0.712 4.975 30.973 0.161' 1'9 100-80 L3x3x1/4 21'6" 10'5-1B' 136.4 0.939 6.035 40.863 0.148' T10 80-60 21212x2120/160/8 23' 117, 1745 1.139 6.840 49.549 0.138� 2L'a' > 63.943 in - 287 Tll 60-40 2L212x212x3/16x3/8 25' 12'1-7/8' 189.7 1.139 7.923 49.549 0.160� 21-W > 69.609 in - 331 T12 40-20 2L2 I/W 120/160/8 27' 13'1-78' 205.2 1.139 9.010 49.549 0.182' 2L'a > 75.336 in - 389 T13 20-0 21-300/160/8 29' 14'1-3/4' 182.6 1.424 10.091 61.947 0.163 2L'a'> 80.808 in - 433 controls 7-• �f + j` ', Top Girt Design Data Tension Section Elevation Size L L. KUr A P. OP" Ratio No. P. ft ft ft int K K gyp" TI 250-240 L2x2x3/l6 6' 5'6-12" 1135 0.431 0.159 18.739 0.008 1 P. l QP" controls Redundant Horizontal 1 Design Data Tension ' Section Elevation Size L L" KUr A P. OP„ Ratio No. P„ int T10 T11 60-40 2L2x2x3/16x38 63" 658" 117.7 1.430 2L'a' > 35.121 in - 340 T12 40-20 2L2x2x3/16x38 69" 66-58" 127.4 1.430 K 7.923 46.332 0.171' 9.010 46.332 0.194 ' 6ILxmower l Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 36 of 39 Project Date 15:15:49 01 /24/15 B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 5874630 FAX: (918) 587-4630 Client Crown Castle Designed by Dee ak p Section Elevation Size L L. K11r A P. OP" Ratio No. P. f7 ft ft in' K K gyp" 21,'a > 37.656 in - 391 T13 20-0 2L2x2x3/16x3/8 7'3" 7'12" 137.0 1.430 10.091 46.332 0.218 21,'a > 40.470 in - 442 1 P. / OP" Controls Redundant Diagonal 1 Design Data Tension Section Elevation Size L L. KUr A P. OP" Ratio No. P. ft ft ft ins K K OP" T10 80 - 60 2L2x2x3/16x3/8 79-3/4" 76-11/1 147.0 1.430 4.646 46.332 0.100, 6" 2L'a' > 43.438 in - 312 Tit 60-40 2L2x2x3/16x3/8 8'2-7/16' T11-5/1 154.5 1.430 5.198 46.332 0.112 ' 6" 2L'a > 45.657 in - 366 T12 40-20 2L2x2x3/16x3/8 87-1/4" 8'4-1/4" 1625 1.430 5.742 46.332 0.124� 21,'a'> 48.011 in -414 T13 20-0 2L2x2x3/16x3/8 9'3/16" 8'9-3/32' 170A 1.430 6.274 46.332 0.135' 1 6010 21,'a > 50.340 in - 465 t P. / �P" controls Redundant Hi 1 Design Data (Tension) Ratio Section Elevation Size L L. KUr A P. OP" No. P. ft ft ft inz K K �P" T10 80-60 L212x212x3/16 5'9" 5'9" 88.7 0.902 0.035 29.225 ON T11 60-40 L212x2120/16 6'3" 6'3" 96.4 0.902 0.029 29.225 0.001' T12 40-20 L212x2120116 69" 6'9" 104.1 0.902 0.032 29.225 0.001' to,, T13 20 - 0 L2 1/2x212x3/16 TY TY 111.8 0.902 0.025 29.225 0.0011 t P " / QP" Controls H w N Yi o�w� aZ� o d 13 y w N y o! �ayi VyiA lsy U O G O boa o$ o O o o O o O o N O y o o$ o O o o O o O o O� O O O O�ONAO. ooONA0000pg0000000 O O O O O O O O O o U G O 0 0 0 0 0 0 0 0 0 0 s_ o 0 0 000000�0�0 ,y pp OV 0'] OG OO W Op Op Oi OG W Oi 00 r N N fN� rN rN NrY Y � N�j T W a PQU���^aa� AAI'A A F7 AA 1� `. i `ey'f R :- IJ"Mgt Ma M W O V U� In b J YI FDA q�yp]yUj ppNwpUp co OAO �lCCbin In:,. tN- O O J b wOwNJJ V rO�000�NA NbAat�il W� V'O A A W W W NF-NNrrrrJO�O�UUA W O W Nr�-'p�A .A_ U pJ O� JAUJOUAr W NN T.P�.?.PNO W N VJi VOi OPi aorwJAOaA�L+W N OQIn rtNil iY tUi100` �S a a J J n T W O�.^U�JV'p�UO��GU W AA W N J P.. 9, O�JUUUU P. 0 U p�N oo �O Oo w.-J J�OON W W .0UrOJaa .rAr- W Qua �O o,A�NaIA O��O`-iJ �O �D 0. Moo �p coC Oar �p �O Gco In to oo b�G .- n � ro ro ro ro rororororororororororororororororororororororo-1� r r r: N N v r3v Av cv r. A W N r O. Q A Q� 0 0 0 0 0 0 0 0 W NW 41 W �C O O W w N N INC,8 « �8 ti e �+ y b b•n O y N W V Oq b W a S 0 0 C7 o P V O A O O O -n r n N O O Z ID 41 n (D 71 r in C co fd ° m d O n Cn A m V CD v U co ° o w N fD N ft"Tower Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 38 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 15:15:49 01 /24/15 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 5874630 Client Crown Castle Designed by Deepak Section No. Elevation .%t Component Type Size Critical Element P K pPae,,. K % Capacity Pass Fail T6 160-140 Horizontal L2 l/2x212x3/16 124 -3.354 6.233 53.8 Pass 77 140 -120 Horizontal I.3x3x3/16 163 -4.126 8511 48.5 Pass 1-8 120 - 100 Horizontal I3x3x3/16 202 -4.975 6.820 72.9 Pass T9 100-80 Horizontal L3x3xl/4 241 -6.035 7.282 82.9 Pass Tl0 80 - 60 Horizontal 212 12x2 120/160/8 280 -6.840 13.027 52.5 Pass T11 60-40 Horizontal 21.212x212x3/16x3/8 331 -7.923 10.992 72.1 Pass T12 40 - 20 Horizontal 2L2 12x21/2x3/16x3/8 382 -9.010 9.385 96.0 Pass T13 20-0 Horizontal 2L3x3x3/16x3/8 433 -10.091 13.908 72.6 Pass Tl 250 - 240 Top Girt L2x2x3/16 6 -0.204 5.670 3.6 Pass T10 80 - 60 Redund Hoa 1 2L2x2x3/16x3/8 285 -6.840 23.349 29.3 Pass Bracing T11 60 - 40 Redund Horz 1 2L2x2x3/16x3/8 362 -7.923 22.025 36.0 Pass Bracing T12 40 - 20 Redund Horz I 2L2x2x3/16x3/8 413 -9.010 19.507 46.2 Pass Bracing T13 20 - 0 Redund Hurt I 2L2x2x3/16x3/8 438 -10.091 17.021 59.3 Pass Bracing T10 80-60 Redund Ding 2L2x2x3/16x3/8 315 -4.646 14.774 31.4 Pass Bracing T11 60 - 40 Redund Ding 1 2L2x2x3/16x3/8 363 -5.198 13.373 38.9 Pass Bracing T12 40-20 Redund Ding 212xW/160/8 417 -5.742 12.094 47.5 Pass Bracing T13 20 - 0 Redund Ding 1 2L2x2x3/16x3/8 465 -6.274 11.001 57.0 Pass Bracing TIO 80-60 Redund Hip L212x212x3/16 326 -0.038 1OA87 0.4 Pass Bracing T11 60-40 Redund Hip L212x212x3/16 377 -0.033 8.876 0.4 Pass Bracing T12 40 - 20 Redund Hip I L2 12x2 12x3/16 428 -0.038 7.610 OS Pass Bracing T13 20 - 0 Redund Hip 1 L2 1/2x2 12x3/16 479 -0.033 6597 0.5 Pass Bracing TS 160 -140 Inner Bracing L2x2x3/16 -0. 0 P T6 1fi0-140 Inner Bracing L2x2x3/16 3 133 -0. 0 P py 77 140-120 Inner Bracing L21/2x212x3/16 174 -0. L9291! 0. s T8 120 - 100 Inner Bracing L212x212x3/16 213 -0.00 0.2 Pass 19 100 - 80 Inner Bracing L3x3x3/l6 252 -0.008 5.256 0.2 Pass T10 80 - 60 Inner Bracing 2L2x2x3/16x3/8 304 -0.030 6.382 0.5 Pass TI1 60-40 Inner Bracing 212x2x3/16x3/8 355 -0.026 5AO2 OS Pass T12 40-20 Inner Bracing 21.21/2x212x3/16x3/8 406 -0.032 8.913 0.4 Pass T13 20 - 0 Inner Bracing 21.2 12x2 1/2x3/16x3/8 457 -0.028 7.726 0.4 Pass Summary Leg(T12) 78.6 Pass Diagonal 90.1 Pass (17) Horizontal 96.0 Pass (1`12) Top Girt 3.6 Pass (TO Redund 59.3 Pass Horz 1 Bracing (T13) Redund 57.0 Pass Diag 1 Bracing (T13) Redund Hip 0.5 Pass 1 Bracing (T12) WxTower Job 77034.006.01 - FL West Fort Pierce, FL (BU # 813812) Page 39 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 15:15:49 01 /24/15 Tulsa, OK 74119 Phone: (918) 5874630 FAX: (918) 587-4630 Client Crown Castle Designed by Dak ee P Section Elevation Componem Size Critical P op�. % Pass No. .ft Type Element K K Capacity Fail Inner OS Pass Bracing (T11) Bolt Checks 78.8 Pass RATING = 96.0 Pass Program Version 6.1.4.1 APPENDIX B BASE LEVEL DRAWING FI) )/E' 10 IJJ "" t-M, m Im R rr w IR I" T. IAI Rlet BUSINESS UNIT:813812 M 20 R lfYtl m as cram W NJ R IM il" APPENDIX C ADDITIONAL CALCULATIONS Anchor Rod Check for Self Supporting Towers W/ TIA-222-G, Section 4.9.9 Rev. 6.1 61 �AS E Site Data BU#: 813812 Site Name: FL WEST FORT PIERCE, FL App #: 1279897 : Rev# 0 Anchor Rod Data Qty: 6 _ Diam: 2.25 in Rod Material: A36 Strength Fu : 58 ksi Yield F : 36 ksi ` Rod Circle: i'" "i; i;l, in •e:Lin • # of Rods "- �`;--r--:;. 1 or2 Mu= Pu x e: ft-ki s Only enter rod circle, offset (a) and number of anchor rods at the extreme fiber to consider if eccentric load due to leg reinforcement exist. Reactions Eta Factor, rl 1 0.55 Detail Type Uplift, Pu: 508 ]kips Shear. Vu:1 63 ]kips ar: _ _ in Mu = 0.65`1a,•V° Y ft-kips Anchor Rod Results: Max Rod (Cu+ Vu/t ): 103.8 Kips Design Axial, m•Fu•Anet: 150.8 Kips Anchor Rod Stress Ratio: E8 If Applicable; Anchor Rod Results with Bendina Considered When the clear distance from the top of concrete to the bottom of level nut excceeds 1.0 times the diameter of the anchor rod, the following interaction equation shall also be satisfied (see Figure 4-4 of Rev. G): (VJ/ Rj2+ ((PJ/ Rn) + (MAR.)]2< =1 g'd' De �Rn¢ Fu*0.45*F°b*k= kips AA e �Rnt4'Anet= kips �R =- *Fy*Z=�ft-kips SECTION A -A SECTION 9-8-' Detail Type (a) Detail Type (b) 7[=0.90 )Z=0.7o cd QlzD DarD FILE Copy o�, �� SECTION C-C SECTION D-D Detail Type (c) Detail Type (d) Maximum Acceptable Ratio: 105 % '+'j-O•SS (See Note 1 balm) rl.•o.sa Governing Stress Ratio: 68.8°/u Pass Figure 4-4 of TIA-222-G 77034 006 01 SST Anchor Rod Check For Rev G-Rev 6-1 091912 FOUNDATION REACTION COMPARISON BU #813812 WO #996032 REACTIONS PER ANCHOR DESIGN REACTIONS MODIFIED DESIGN REACTIONS" CURRENT REACTIONS % CAPACITY UPLIFT (kips) 542.1 731.8 508.0 69.4% COMPRESSION (kips) 627.5 847.1 611.0 72.1% SHEAR (kips) 65.6 88.6 74.0 83.6% Design loads from: CClsites Doc #906968 • Design loads were multiplied by 1.35 for comparison as allowed by TIA-222-G, Section 15.5. s .�