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HomeMy WebLinkAboutSTRUCTURAL ANALYSIS REPORT�i�������� � VELOCfTEL Date: September 15, 2016 MAR 0 9 2017 ENGINEERING INNOVATION Angela Harris Velocitel, Inc., d.b.a FDH Velocitel Crown Castle PERMITTING 6521 Meridian Drive, Suite 107 12725 Moms Road Extension Suite 400 St. Lucie County, FL Raleigh, North Carolina 27616 Alpharetta, GA 30004 9197551012 SCANNED Subject: Structural Analysis Report ey Lu ��. Carrier Designation: Verizon Wireless Co -Locate cle COUnh Carrier Site Number. 69032 Carrier Site Name: WEST MIDWAY Crown Castle Designation: Crown Castle BU Number. 800642 Crown Castle Site Name: FL WEST MIDWAY CCI 800642 Crown Castle JDE Job Number. 392793 Crown Castle Work Order Number: 1296175 Crown Castle Application Number: 357337 Rev. 0 Engineering Firm Designation: FDH Velocitel Project Number: 16PTMJ1400 Site Data: 16800 Okeechobee Road, FORT PIERCE, St_ Lucie County, FL Latitude 27' 22' 53.3", Longitude -80" 29'48.4" 245 Foot - Self Support Tower Dear Angela Hams, FDH Velocitel 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 945749, in accordance with application 357337, 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: LC5: Existing + Proposed Equipment Sufficient Capacity Note: See Table I and Table 11 for the proposed and existing loading, respectively. This analysis has been performed in accordance with the 2014 Florida Building Code, 5th Edition, based upon an ultimate 3-second gust win6speed of 155 mph converted to a nominal 3-second gust wind speed of 120 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 and Risk Category II were used in this analysis. We at FDH Velocitel 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. Respectfully submitted by. Reviewed by. t is rer �_-e'rAilQv J9 .• EJys� No 62750 r Erin Beaton Dennis Abel, PE _ Project Engineer I Director of Structural Engineering FL PE License No. 62750STAT :�Q, Velocitel, Inc. COA28282 �n;� t E OF tnxTower Report - version 7.0.5.1 O aml i�lP R I O NAP�N L�,�� I U" G i�oS6Na�`�� 245 Ft Sell Support Tower Structural Analysis Project Number 16PTMJ1400, Application 357337, Revision 0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 - Tower Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations September 15, 2016 CCI BU No 800642 Page 2 tnxTower Report -version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 16PTMJ1400, Application 357337, Revision 0 1) INTRODUCTION September 15, 2016 CCI BU No 800642 Page 3 This tower is a 245 ft Self Support tower designed by TRYLON TSF in December of 1999. The tower was originally designed for a wind speed of 110 mph per TIA/EIA-222-F. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standard for Antenna Supporting Structures and Antennas using a 3-second gust wind speed of 120 mph with no ice, 30 mph with 0 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Information Center Mounting Line Number Antenna. Number Feed Level (it) Elevation Of Manufacturer Antenna Model of Feed Line' Note (�) Antennas 'Lines Size (in) 3 I commscope ATSBT-TOP-FM css DBC-7CAP 1 245.0 248.0 6 1-1/4 - jma wireless X7CQAP-645-VRO 6 W/ Mount Pipe Table 2 - Existing Antenna and Cable Information Mounting Center Line Number Antenna Number Feed Level (it) Elevation of Manufacturer Antenna Model' of Feed Line N ote (ft)` . Antennas Lines Size (in) 1 ante] BSA-185040/12CF w/ Mount Pipe ( 2 antel BSA-185065/12x2 w/ Mount Pipe 2 �2� -640-4 248.0 css Xw/ Mount Pipe 245.0 11 css X7-6654 w/ Mount Pipe 2 BSA-185065/12x2 antel w/ Mount Pipe 1 ante] BSA-185040/12CF 12 1-5/8 1 w/ Mount Pipe 245.0 1 1 crown mounts Platform Mount (LP 101-1) 6 andrew ADFD1820-3333B-XDM w/ Mount Pipe --�`� 3 I— SBNHH-1D45B commscope w/ Mount Pipe 3 nokia FRIE 223.0 220.0 3 1-1/4 1 3 nokia FRIG 3 nokia FRLB 3 nokia FXFB 3 raycap ASU9338TYP0l 220.0 1 crown mounts Sector Mount [SM 302-3] tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 16PTMJ1400, Application 357337, Revision 0 September 15, 2016 CCI BU No 800642 Page 4 Mounting, Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note { 6 I kathrein 800 10723K w/ Mount Pipe 6 ericsson RRUS-11 200.0 201.0 1 12 3/8 135/8 1 6 andrew ETD819H-12UB 6 triasx TBC0020FlVl 1 raycap DC6-48-60-18-8F 200.0 1 crown mounts F Sector Mount [SM 508-3] 3 rfs celwave APXVSPP18-C w/ Mount Pipe 3 ericsson 80OMHZ SMR FILTER 128.0 128.0 3 1-3/16 1 3 ericsson RRUS 31 B25 3 ericsson RRUS-11800MHz 9 rfs celwave ACU-A20-N 1 crown mounts Sector Mount [SM 302-3] Notes: 1) Existing Equipment 2) Existing Equipment to be Removed, not considered in this analysis Table 3 - Design Antenna and Cable Information Center Mounting Line Number Antenna Number Feed Level (ft) Elevation of Manufacturer Antenna Model of Feed Line (ft) Antennas Lines Size (in). { 250 { 250 12 { swedcom ALP9212N { 12 { 1-5/8 230 230 12 swedcom ALP9212N 12 1-5/8 210 210 12 swedcom ALP9212N 12 1-5/8 190 i 190 12 F swedcom ALP9212N 12 1'-5/8 tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 16PTMJ1400, Application 357337, Revision 0 3) ANALYSIS PROCEDURE Table 4 - Documents Provided September 15, 2016 CC/ BU No 800642 Page 5 Document, Remarks Reference Source 4-GEOTECHNICAL REPORTS {Professional Service Industries, INC. 369766 1 CCISITES 4-TOWER FOUNDATION Morrison Hershfield Corp. 2293716 CCISITES DRAWINGS/DESIGNlSPECS (Mapping) 4-TOWER MANUFACTURER Trrylon - TSF 366603 CCISITES DRAWINGS' 3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturers specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. FDH Velocitel should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 7.0.5.1 �i N W N O 1�p d� OVl N A (~il N Z9 m:I 0 N A zi N +, pZ'�. I W N O 0, N A A A T' Co � N A m Do O N A A A Qr OO D N A O� 00 O N N R N N N O N N N A O N O A m 00 O > O O O O A 0 0 0 O O O 0 N o A o Ol 0 0 N D O N A m 00 o N V 0 0 0 0 0 0 0 0 0 0 0 � -� j O O G 0 O O O O O O 0 O g v° a a° u m ai m a ti ti ti of ti ti ti u xxx txli N %N A OI Q• A D, � O CD 00 00 00 � A A � � x OXD � O%%o d° � IDS N K %m yW i — :m:-0 A m N W N- V N m V m 0 ^O• b OL W N N N N N N N J A N Nm O m 6 6 0 V� OWo T N p ,•.� .. O A "' W 000 b V A A O 00 00 V ro OO A O 00 �O N O' tpJ OAI ONO N UI W V A tD W C7 f0 .Aa W 9 � I 1 j ryrry V W A A P �1 O Gi A W ,N,� 00 V O W W IG N 00 N V N W W fJ O W V O V W N b ro + y Z S .7 d v N N v IV O O N 00 : 6 U W N V V N A V V N N N 31N tp O' Of W N 00 W W N V m V T V A V A O 00 O Oa b O i0 V tp V IV W Of O Of O j(- .O E O� 0 3 O O N O + W p O O: W • V m op O N O N00 V 0l t0 OJ W 60 V m N d.• A W A tl� V+ m fJ 00 N W N A m W V CI CI A W V O1 V N W W O A 0 Ol 00 W IJ i0 Q tD Q A a OJ �a t0 00 iD + iD N W Cn O! tT l+ m . O 0 I 9 N N N N d N N N N V V V V V V V T V •O •O V-0'U V -0-0-U ydy d yd, (/d/ ydI d yd� �/d1 yd1 d yd, d �/d1 b d d •N N N N N N f/1 N N N N N N N N b N N N N !N/1 N N N N N yd1 N owN N yd/ d f/d1 N N N I i t '...y A �a a Z �• ^I d & c A y c m a y a 51 y CA N a CD J O ~0 n A N Im O f�i n b '00a C OP' j m q• N N fW.t A G N O 245 Ft Self Support Tower Structural Analysis Project Number 16PTMJ1400, Application 357337, Revision 0 Table 6 - Tower Component Stresses vs. Capacity — LC5 September 15, 2016 CC/ BU No 800642 Page 7 ;Notes Component Elevation (ft) 6/0 Capacity Pass I Fail 1 Anchor Rods 0 ( 68.2 Pass 1 Base Foundation r I 0 45.7 Pass 1 Base Foundation 0 79.8 Pass (Axial Soil Interaction) 3 Base Foundation 0 OK Pass (Lateral Soil Interaction) Structure Rating (max from all components) _ 104.6% Notes' 1) See additional documentation in "Appendix C —Additional Calculations' for calculations supporting the % capacity consumed. 2) A structure rating of 105% or less is within engineering tolerances and considered acceptable. 3) Foundation determined to be adequate per independent LPile analysis. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 16PTMJ1400, Application 357337, Revision 0 APPENDIX A TNXTOWER OUTPUT September 15, 2016 CCI BU No 800642 Page 8 tnxTower Report - version 7.0.5.1 0 F C c oIn C C Zj v F � I I I F � 3 PPP F I F 22 5 _1 I F I Q z a I 'a I e - I i I i 9 E g Men MDR ?Goon I Men 1oo_On Mon 100Ton aeon WAR EDo n DESIGNED APPURTENANCE LOADING TYPE TYPE ELEVATION ROWa565S tA�-� jELEVAjT10N 5o010RMwl MOwgRp 200_ii__._ PeaSVROWIA1mER E11101]141Na 200 ElDe1Bw12Ue a00 M 3 Em01t0�t2Da 200 ATSaFU 2E5 RFrl 200 21Da6)DAR 2E5 RRUS1t 200 oec2rna 245 BRUSH 2W DEl lP 2E5 MCooaF1V1 2oD R Ixis MR16 tot-1 245 imcna CR1t/t ?DO EmilyMWntRp 2E5 11000021 no Emgy MRVLLRpe 2E5 00528861e-BF no Fmpy MRntPp T45 SOdM 61pm1I5M SOaaI 200 RePom6famul 2C25 APAVSPR1aCrIMRmIRp to (2)ADFDIB'aN3l]&%DM wIKmE RnO 220 gPAVSPPIBCwINwmtRp 1n MXVS9P1aCMMwERpa to (2)ADFote2DS xrallMMnmt ?n RRUStt 900]1r2 to IoIu"t axal to (2)ADFO18iD41VSXOMwI MRmi 2n III 110I 1n SaN10L1DC�w/MeW Rp 2A fxaN sMRFa1FR 120 SBNHIND45aw/MwdRp 2n Ooo]!QS]RtF4191 1n 5&iW41DO5aw/MwERp 2n eoONRSI.IRF0.0Ett 120 FRIB ?m ] Agt-AnN to FWB 2n ]AN to ] A0.1-A28N to FRIB 2n MS31M to FM y2y FRIE 2n M53113$ 1n FRS 110 MS31@5 to FRIG 2n 4 Fiioh MOUNRp 1n FRIG 2n aEmply WOCRp to FRIG 2n (<Enpy lleW Rp 1n F%Fa 2n SOEOrMwetlt5M302iI 120 SIEmwYM 125 FXFa 220 SEMwEa 125 FXfa = MATERIAL STRENGTH GRADE Ex Fu 1 GRADE I il I Fu a•2zao wIm (I jss 51 Et1 asm soar a]w mm 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 designed for a 120 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 0.00 B 7. TOWER RATING: 104.6% ALL REACTIONS AREFACTORED MAX CORNERREACTIONSATBASE DOWN: 816 K SHEAR. 89 K UPLIFT.• -716 K SHEAR: 79 K AXIAL 11Im1 K SHEAR/ I � MOMENT 139K rrr ��� 189531dp-R TORQUE 10716p-It REACTIONS-120 mph W/ND = ltel �FDH Veloi FL West Midway, BI 800642 6521 Meridian Drive, Suite 107 F`b'R 16P1MJ1400 ••-• •- Raleigh, North Carolina 27616 Oi° Cmwn Castle Rarm br Erin Beaton Ayp'J: T.A,MIy:e Phone:9197551012 TIA-222-G 09115/16 :I FAX: 9197551031 F's° Dw NO.E- WxTower Job Page FL West Midway, BU# 800642 1 of 44 FDHVelocirel Project Data 6521 Meridien Drive, Srale 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Tower Input Data The main tower is a 3x free standing tower with an overall height of 245.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.00 ft at the top and 28.00 ft 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. ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). Basic wind speed of 120 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 fL 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) SR Members Have Cm Ends SR Members Are Concentric , Options ; 11 Distribute Leg Loads As Uniform Assmne Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wmd Area Use Clear Spans For KIJr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Disb Coefficients Pmject Wmd Ana of AppurL Aumcalc Torque Arm Areas Add IBC .6D+W Combination Son Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line 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 J All Leg Panels Have Same Allowable Offset Grin At Foundation d Consider Feed Line Torque J Include Angle Block Shear Check Use TfA-222-G Bracing Resist. Exemption Use TIA-222-0 Tension Splice Exemption Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets tnxTower Job Page 2 of 44 FL West Midway, BU# 800642 FDHVelocilel Project Date 6521 Merhlien Drive, Sidle 107 16PTMJ 1400 11:49:28 09/15/16 Client Designed by Raleigh, North Carolina 27616 Phone: 9197551012 Crown Castle Erin Beaton FAX..- 9197551031 wind 180 Lea A Wind 90 n gym" aA Leggy- Z Leg B Face C Wind rJomel Triangular To Tower Section Geometty Tower Tower Assembly Description Section Numiber section Section Elevation Database Width of Length Sections ft h ft Tl 245.00-240.00 6.00 1 5.00 T2 240.00-220.00 6.00 1 20.00 73 220.00-200.00 6.00 1 20.00 T4 200.00-180.00 8.00 1 20.00 T5 180.00-160.00 10.00 1 20.00 T6 160.00-140.00 12.00 1 20.00 T7 140.00-120.00 14.00 1 20.00 TS 120.00-100.00 16.00 1 20.00 T9 100.00-80.00 18.00 1 20.00 T10 80.00-60.00 20.00 1 20.00 Tl 1 60.00,40.00 22.00 1 20.00 T12 40.00-20.00 24.00 1 20.00 T13 20.00-0.00 26.00 1 20.00 Tower Section Geomet cont'd Tower Tower Diagonal Bracing Has Hat Top Girl Bottom Girl Section Elevation Spacing Type KBrace Horizontals Offset Offset End (t fi Panels in in TI 245.00-240.00 5.00 XBmce No No 0.0000 0.0000 T2 240.00-220.00 5.00 X Bmce No No 0.0000 0.0000 tnxTower Job Page FL 3 of 44 Project Date FDH Velocitel 6521 Meridien Drive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Tower Tower Diagonal Bracing Has Has Top Girt Botom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End jt h Panels in in T3 220.00-200.00 10.00 X Brace No No 0.0000 0.0000 T4 200.00-180.00 10.00 X Brace No No 0.0000 0.0000 T5 180.00-160.00 10.00 XBrace No No 0.0000 0.0000 T6 160.00-140.00 20.00 XBmce No No 0.0000 0.0000 T7 140.00-120.00 20.00 X Brace No No 0.0000 0.0000 T8 120.00-100.00 20.00 X Brace No No 0.0000 0.0000 T9 100.00-80.00 2000. X Brace No No 0.0000 0.0000 T10 80.00-60.00 20.00 XBrace No No 0.0000 0.0000 TH. 60.00-40.00 20.00 XBmce No No 0.0000 0.0000 T12 40.00-20.00 20.00 X Brace No No 0.0000 0.0000 T13 20.00-0.00 20.00 X Braze No No 0.0000 0.0000 I Tower Section. Geometry cont'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Site Grade t T1245.00-240.00 Solid Round 212 A572-50 Equal Angle L212x212x1/4 300W (50 ksi) (44 ksi) T2240.00-220.00 Solid Round 212 A572-50 Equal Angle L212x212xl/4 300W (50 ksi) (44 ksi) 73220.00-200.00 Truss Leg 15TL1.5xl2x5/8 A572-50 Equal Angle L3x3xl/4 300W (50 ksi) (44 ksi) T4200.00-180.00 Truss Leg 15TL1.75xl2x5/8 A572-50 Equal Angle L3x3xl/4 300W (50 ksi) (44 ksi) T5 180.00-160.00 Truss Leg 15TL1.75x12x5/8 A572-50 Equal Angle L3 120 12xl/4 300W (50 ksi) (44 ksi) T6160.00-140.00 Truss Leg 1STL2x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T7140.00-120.00 Truss Leg 18TL2.25x5/80/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T8120.00-100.00 Truss Leg 18TL2.25x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) 79100.00-80.00 Truss Leg 18TL2.5x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) TI080.00-60.00 Truss Leg 18TL2.75x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T1160.00-40.00 Tress Leg 18TL2.75x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T1240.00-20.00 Truss Leg 18712.75x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T1320.00-0.00 Truss Leg 18TL3x3/4x7/8 350W Equal Angle L6x6x7/16 300W (51 ksi) (44 ksi) Tower Section Geometry,(contid) Tower Top Girt Top Girt Top Girt Batmm Gin Bottom Gin Botmm Gin Elevation Type Size Grade Type Site Grade h TI 245.00-240.00 Equal Angle L6x6x7/16 300W Solid Round A36 (44 ksi) (36 ksi) T2240.00-220.00 Equal Angle L6x6x7/16 300W Solid Round A36 3 tnx Qwer Job Page FL West Midway, BU# 800642 4 of 44 FDHVelocilel Project Date 6521 MeridienDrive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.- 9197551031 Tower Top Girt Top Gin Top Girt Bottom Gin Bottom Girt Bottom Girt Elevation Type Size Grade Type Site Grade ft 1w. ws1 tno "I) 13220.00-200.00 Fqual Angle 13x3xl/4 30OW Solid Round A36 (44 ksi) (36 ksi) Tower Section Geometry (cont'd) Double Angle Double Angle Double Angle Tower Gusset Gusset Gusset Grade Adjust Factor Adjust Weight Mult. Elevation Area Thiclotess A/ Factor Stitch Bolt Stitch Bolt Stitch Bolt (perforce) A, Spacing sparing Spacing Diagonals Hanzontals Redtmdmas ft ft' in in in in Tl 0.00 0.0000 A36 1 1 I 36.0000 36.0000 36.0000 245.00-240.00 (36 ksi) T2 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 240.00-220.00 (36 ksi) T3 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 220.00-200.00 (36 ksi) T4 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 200.00-180.00 (36 ksi) T5 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 190.00-160.00 (36 ksi) T6 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 160.00-140.00 (36 ksi) 77 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 140.00-120.00 (36 ksi) TS 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 120.00-100.00 (36 ksi) T9 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 100.00-80.00 (36 ksi) T10 0.00 0.0000 A36 I 1 1 36.0000 36.0000 36.0000 80.00-60.00 (36 ksi) Tll 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 60.00-00.00 (36 ksi) T12 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 40.00-20.00 (36 ksi) T1320.00-0.00 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 Tower Section Geometry (cont'd) KFactorst Tower Cale Cale Legs X K Single Girts Hans. Sea Inner Elevation K K Brace Brace Diags Hark. Brace - Single Solid Diags Diags Angles Rounds X X X X X X X - fi Y Y Y Y Y Y Y Tl Yes No I 1 1 I 1 1 1 I 245.00-240.00 1 1 I 1 1 1 1 T2 Yes No I 1 1 I 1 I 1 1 240.00-220.00 I 1 1 1 1 1 1 73 Yes No 1 1 1 I I 1 I 1 220.00-200.00 1 1 1 1 1 1 1 WxTower Jo° Page FL West Midway, BU# 800642 5 of 44 FDHVelocitel Project Date 6521 Meridien Drive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.- 9197551031 KFactors' Tower Calc Calc Legs X K Single Girts Hartz. S.C. Inner Elevation K K Brace Brace Diggs Horiz. Brace Single Solid Diags Diags Angles Ro�mdr X X X X X X X f7 Y Y Y Y Y Y Y T4 Yes No 1 I 1 1 1 1 1 1 200.00-190.00 I 1 1 1 1 1 1 T5 Yes No 1 1 1 1 1 1 1 1 180.00-160.00 1 1 1 1 1 1 1 T6 Yes No 1 I I 1 1 1 I 1 160.00-140.00 I 1 1 1 1 1 1 T7 Yes No I I I 1 1 1 1 1 140.00-120.00 1 1 1 1 1 I 1 T8 Yes No 1 1 1 1 1 1 1 1 120.00-100.00 I 1 1 1 1 1 1 T9 Yes No 1 I 1 1 1 1 1 1 100.00-80.00 1 1 1 1 1 1 1 TIO Yes No 1 1 1 1 1 1 I 1 80.00-60.00 1 1 1 1 1 1 1 Tll Yes No 1 1 1 1 1 1 1 1 60.0040.00 1 1 1 1 1 1 1 T12 Yes No 1 1 1 1 1 1 1 1 40.00-20.00 1 1 1 1 1 1 1 T13 Yes No 1 1 1 1 1 1 1 1 20.00-0.00 1 1 1 1 1 1 1 'Note: Kfactors are applied to member segment lengths. K-braces without innerstpporting members will have the Kfactor in the oubofplane direction applied to the overall length. Tower Section Geometry- (contrd) Elevaion Panels Brace Brace Panels Brace Brace _ ft Diagonals Diagonals Diagonals p4gonals 73 1 0.5 0.85 1 0.5 0.85 220.00-200.00 T4 1 0.5 0.85 1 0.5 0.85 0.5 0.85 I80.00-160.00 160.00-140.00 17 1 0.5 0.85 1 0.5 0.85 140.00-120.00 T8 1 0.5 0.95 1 0.5 0.85 120.00-100.00 T9 1 0.5 0.85 1 0.5 0.85 - -T10-- - 1 0.5 0.85 60.00-40.00 40.00-20.00 T13 1 0.5 0.85 1 0.5 0.85 tliJlrTower Job Page FL West Midway, BU# 800642 6 of 44 FDH Velocitel Project Date 6521 Merhhen Drive, State 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.., 9197551031 Tower Section 'Geomet (conf'd) Tower Elevation ft Leg Diagonal Top Girt Bonom Gin Mid Girt Long Horizontal Short Horizontal Net Width U Met Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in TI 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 245.00-240.00 72 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 240.00-220.00 73 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 220.00-200.00 T4 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 200.00-180.00 T5 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 180.00-160.00 T6 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0,0000 0.75 0.0000 0.75 0.0000 0.75 160.00-140.00 T7 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 140.00-120.00 T8 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 120.00-100.00 79 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 100.00-80.00 T10 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 80.00-60.00 T11 0.0000 I 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 60.00-40.00 T12 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 40.00-20.00 T13 20.00-0.0 0.0000 1 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 0.0000 0.75 1 0.0000 0.75 Tower Section Geometry (conf`d) Tower Elevation J7 Leg Connection 7jpe Leg Bolt Size No. Diagonal Top Girt Bomm Gin Mid Gin Long Horizontal Shan Horizontal Bolt Size No. Boll Size No. Boll Site No. Bolt Size No. Bolt Size No. Bob Size No. in in in in in in in TI Flange 0.8750 6 0.6250 I 0.6250 1 0.6250 0 0.6250 0 0,6250 0 0.6250 0 245.00-240.00 A325N A325N A325N A325N A325N A325N A325N T2 Flange 0.9750 6 0.6250 1 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 240.00-220.00 A325N A325N A325N A325N A325N A325N A325N 73 Flange 0.7500 18 0.6250 2 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 220.00-200.00 A325N A325N A325N- A325N - A325N A325N A325N T4 Flange 0.7500 18 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 _ 0 200.00-180.00 A325N A325N A325N A325N A325N A325N A325N T5 Flange 0.8750 18 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 180.00-160.00 A325N A325N A325N A325N A325N A325N A325N T6 Flange 0.8750 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 160.00-140.00 A325N A325N A325N A325N A325N A325N A325N T7 Flange 0.8750 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 140.00-120.00 A325N A325N A325N A325N A325N A325N A325N trrxTower Job Page L FL West Midway, BU# 800642 7 of 44 FDH Velocitel Project Date 6521 Mendien Drive, Store 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX..- 9197551031 Tower Elevation ft Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Gin Afid Gin Long Horizontal Shon Horizontal Bolt Size No. Bolt Size No. Ball Size No. Boll Size No. Bob Size No. Bob Site No. in in in in in in in T8 Flange 0.8750 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 120.00-100.00 A325N A325N A325N A325N A325N A325N A325N 79 Flange 1.0000 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 100.00-80.00 A325N A325N A325N A325N A325N A325N A325N T10 Flange 1.0000 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 80.00-60.00 A325N A325N A325N A325N A325N A325N A325N Tll Flange 1.0000 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 60.0040.00 A325N A325N A325N A325N A325N A325N A325N T12 Flange 1.1250 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 40.00-20.00 A325N A325N A325N A325N A325N A325N A325N >1" T1320.00-0.00 Flange 2.0000 0 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 Williams A325N A325N A325N A325N A325N A325N High Tensile Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Face Lateral 0 4 Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Row in in in Ar AVA7-50(1-5/ C No At (CaAa) 245.00-0.00 0.0000 0.4 6 6 0.5000 2.0100 0.70 8) LDF7-SOA(I- C No At (CaAa) 245.00-0.00 0.0000 0.4 6 6 0.5000 1.9800 0.82 5/8") MLE Hybrid C No At (CaAa) 245.00-0.00 0.0000 0.4 1 1 1.2500 1.2500 0.68 31'ower/617iber RL 2(1 1/4") Feedline C No At (CaAa) 245.00-0.00 0.0000 0.4 1 1 3.0000 3.0000 8.40 Ladder(At) ASU9323M A No At (CaAa) 220.00 - 0.00 0.0000 0.4 3 3 0.5000 1.2400 1.05 01(1-1/4) Feedline A No Af (CaAa) 245.00 - 0.00 0.0000 0.4 1 1 3.0000 3.0000 8.40 Ladder (At) LDF7-50A(1- A No At (CaAa) 200.00-0.00 0.0000 -0.4 12 9 0.5000 1.9800 0.82 5/8") 12 PAIR( A No At (CaAa) 200.00 - 0.00 1.0000 -0.35 1 1 0.4000 0.4000 0.08 3/8") WR-VG86ST- A No At (CaAa) 200.00-0.00 0.0000 -0.35 2 2 0.5000 0.7950 0.58 BRD(3/4) Feedline A No Af(CaAa) 245.00-0.00 0.0000 -0.375 1 1 3.0000 3.0000 8.40 Ladder (At) TSZ 999 C No At (CaAa) 128.00 - 0.00 0.0000 -0.4 3 3 0.5000 1.1900 1.07 067hoocM-SA _ WG(1-3/16") Feedline C No Af(CaAa) 245.00-0.00 0.0000 -0.4 1 1 3.0000 3.0000 8.40 Ladder (At) Safety Line C No At (CaAa) 245.00-0.00 0.0000 -0.5 1 1 0.3750 0.3750 0.22 3/8 WxTower Job Page FL West Midway, BU# 800642 8 of 44 FDHVelocilel Project Date 6521 Mertdten Drive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.., 9197551031 Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Lee it in lFmc FM Row in in in all" �a u� Feed Line/Linear Appurtenances,- Entered As, Area Descripton Face Allow Component Placement Total CAAA Weight or Shield 2jye Nronber •n •�a Feed Line/Linear Appurtenances. Section Areas,, Tower Tower Face As AF CtA,t CAd Weight Section Elevation In Face Om Face h ft' f12 f12 ft= K TI 245.00-240.00 A 0.000 0.000 5.000 0.000 0.08 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 17.792 0.000 0.13 72 240.00-220.00 A 0.000 0.000 20.000 0.000 0.34 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 71.130 0.000 0.54 73 220.00-200.00 A 0.000 0.000 27.440 0.000 0.40 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 71.130 0.000 0.54 T4 200.00-180.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 71.130 0.000 0.54 T5 180.00-160.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 71.130 0.000 0.54 T6 160.00-140.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 71.130 0.000 0.54 17 140.00-120.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 73.986 0.000 0.56 TS 120.00-100.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 78.270 0.000 0.60 T9 100.00-80.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 78.270 0.000 0.60 T10 80.00-60.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 WxTower j Job Page FL West Midway, BU# 800642 9 of 44 Project Date FDHVelocitel 6521 Meridien Drive, State 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Tower Tawer Face AR AF CAAA CtAA Weight Section Elevation In Face Oat Face C 0.000 0.000 78.270 0.000 0.60 Tll 60.00AO.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 78.270 0.000 0.60 T12 40.00-20.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 78.270 0.000 0.60 T13 20.00-0.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 78.270 0.000 0.60 Feed Line Center of Pressure Section Elevation CPx CPt CPx CP¢ Ice Ice ft in in in in T1 245.00-240.00 -3.4178 2.5040 -3.8947 2.7662 T2 240.00-220.00 -3.7248 2.7290 -42446 3.0148 73 220.00-200.00 -3.5589 2.0359 -4.0436 2.3022 T4 200.00-180.00 -6.5612 3.2094 -7.0155 3AS89 T5 180.00-160.00 -7.8029 3.8309 -8.3410 4.1262 T6 160.00-140.00 -8.9200 4.3905 -9.5331 4.7269 T7 140.00-120.00 -9.7486 5.1049 -10.4339 5.4808 T8 120.00-100.00 -10.3699 5.9110 -11.1241 6.3247 T9 100.00-80.00 -11.4008 6.5060 -122289 6.9602 TIO 80.00-60.00 -123980 7.0817 -132977 7.5751 T11 60.0040.00 -13.4717 7.7010 -14.4494 8.2365 T12 40.00-20.00 -14.5280 8.3102 -15.5806 8.8873 T13 20.00-0.00 -14.9690 8.5671 -16.0528 9.1613 ShieldinO Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment El". K. No Ire K. ice TI 1 AVA7-50(1-5/8) 240.00- 0.6000 0.6000 245.00 TI 2 LDF7-50A(I-5/8") 240.00- 0.6000 0.6000 245.00 TI 3 MLE Hybrid 3Power/6Fber 240.00- 0.6000 0.6000 RL 2( 1 1/4°) 245.00 TI 4 Feedline Ladder (At) 240.00- 0.6000 0.6000 245.00 TI 7 Feedline Ladder (At) 240.00- 0.6000 0.6000 245.00 TI 13 Feedline Ladder(Af) 240.00- 0.6000 0.6000 245.00 TI 17 Feedline Ladder (Ad) 240.00- 0.6000 0.6000 245.00 TI 19 Safety Line 3/8 240.00. 0.6000 0.6000 245.00 T2 1 AVA7-50(1-5/8) 220.00- 0.6000 0.6000 240.00 WxT Tower Job Page FL West Midway, BU# 800642 10 of 44 ADHVelocitel Project Date 6521 Meridian Drive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.,9197551031 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice 72 2 I.DF7-50A(1-5/8') 220.00- 0.6000 0.6000 240.00 72 3 MLE Hybrid Mc wer/6Fiber 220.00- 0.6000 0.6000 RL2(11/4") 240.00 T2 4 Feedline Ladder (Af) 220.00- 0.6000 0.6000 240.00 T2 7 Feedline Ladder (Af) 220.00- 0.6000 0.6000 240.00 T2 13 Feedline ladder (Af) 220.00- 0.6000 0.6000 240.00 T2 17 Feedline Ladder (At) 220.00- 0.6000 0.6000 240.00 T2 19 Safety Line 3/8 220.00- 0.6000 0.6000 240.00 T3 1 AVA7-50(1-5/8) 200.00- 0.6000 0.6000 220.00 T3 2 LDF7-50A(1-5/8") 200.00- 0.6000 0.6000 220.00 T3 3 MLE Hybrid Wovrer/617iber 200.00- 0.6000 0.6000 RL 2( 1 1/4-) 220.00 T3 4 Feedline Udder (At) 200.00- 0.6000 0.6000 220.00 73 6 ASU9323TYP01(1-1/4) 200.00- 0.6000 0.6000 220.00 T3 7 Feedline Ladder (Af) 200.00- 0.6000 0.6000 220.00 73 13 Feedline Ladder (Af) 200.00- 0.6000 0.6000 220.00 T3 17 Feedline Udder (Af) 200.00- 0.6000 0.6000 220.00 T3 19 Safety Line 318 200.00- 0.6000 0.6000 220.00 T4 1 AVA7-50(1-5/8) 180.00- 0.6000 0.6000 200.00 T4 2 LDF7-SOA(1-5/8") 180.00- 0.6000 0.6000 200.00 T4 3 MIT Hybrid 3Power/6Fiber 180.00- 0.6000 0.6000 RL2(11/4") 200.00 T4 4 Feedline ladder (Af) 180.00- 0.6000 0.6000 200.00 T4 6 ASU9323TYP01(1-1/4) 180.00- 0.6000 0.6000 200.00 T4 7 Feedline Ladder (Af) 180.00- 0.6000 0.6000 200.00 T4 9 LDF7-50A(1-5/8-) 180.00- 0.6000 0.6000 200.00 T4 11 12 PAIR(3/8") 180.00- 0.6000 0.6000 200.00 T4 12 WR-VG86ST-BRD(3/4) 180.00- 0.6000 0.6000 200.00 T4 13 Feedline Ladder (Af) 180.00- 0.6000 0.6000 200.00 T4 17 Feedline Ladder (Af) 180.00- 0.6000 0.6000 200.00 T4 19 Safety Line 318 180.00- 0.6000 0.6000 200.00 T5 1 AVA7-50(1-5/8) 160.00- 0.6000 0.6000 180.00 TS 2 LDF7-50A(I-5/8") 160.00- 0.6000 0.6000 180.00 TS 3 MLE Hybrid 3Power/6Fiber 160.00 - 0.6000 0.6000 RL 2( 1 1/4") 180.00 ixTower Job Page FL West Midway, BU# 800642 11 of 44 FDH Velocilel Project Date 6521 Meridien Drive, Sidle 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone., 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Tower Section Feed Line Record No. Descmaon Feed Line Segment Elev. Y0 No lce & Ice T5 4 Feedline Ladder (Af) 160.00- 0.6000 0.6000 180.00 T5 6 ASU9323TYP01(1-1/4) 160.00- 0.6000 0.6000 180.00 T5 7 Feedline Ladder (Af) 160.00- 0.6000 0.6000 180.00 T5 9 LDF7-50A(I-5/8') 160.00- 0.6000 0.6000 180.00 T5 11 12 PAIR( 3/8') 160.00- 0.6000 0.6000 180.00 T5 12 WR-VG86ST-BRD(3/4) 160.00- 0.6000 0.6000 180.00 T5 13 Feedline Ladder (Af) 160.00- 0.6000 0.6000 180.00 T5 17 Feedline Ladder (Af) 160.00- 0.6000 0.6000 180.00 T5 19 Safety line 3/8 160.00- 0.6000 0.6000 180.00 T6 1 AVA7-50(1-5/8) 140.00- 0.6000 0.6000 160.00 T6 2 LDF7-50A(1-5/8') 140.00- 0.6000 0.6000 160.00 T6 3 WE Hybrid 3Power/6Fber 140.00- 0.6000 0.6000 RL2(11/4') 160.00 T6 4 FwAline Ladder (Af) 140.00- 0.6000 0.6000 160.00 T6 6 ASU9323TYP01(1-1/4) 140.00- 0.6000 0.6000 160.00 T6 7 Feedline Ladder (Af) 140.00- 0.6000 0.6000 160.00 T6 9 LDF7-50A(1-5/8-) 140.00- 0.6000 0.6000 160.00 T6 11 12 PAIR( 3/8-) 140.00- 0.6000 0.6000 160.00 T6 12 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 160.00 T6 13 Feedline Ladder (Af) 140.00- 0.6000 0.6000 160.00 T6 17 Feedline Ladder (Af) 140.00- 0.6000 0.6000 160.00 T6 19 Safety Line 318 140.00- 0.6000 0.6000 160.00 T7 1 AVA7-50(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 2 LDF7-50A(1-5/8') 120.00- 0.6000 0.6000 140.00 17 3 NILE Hybrid Vi wer/6Fber 120.00- 0.6000 0.6000 RL 2(11/4') 140.00 T7 4 Feedline Ladder (Af) 120.00- 0.6000 0.6000 140.00 T7 6 ASU9323TYP01(1-114) 120.00- 0.6000 0.6000 140.00 - T7 7 FCedline Ladder (Af) 120.00- 0.6000 0.6000 140.00 T7 9 LDF7-50A(1-5/8') 120.00- 0.6000 0.6000 140.00 77 11 12 PAIR(3/8') 120.00- 0.6000 0.6000 140.00 T7 12 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 T7 13 Feedline Ladder (Af) 120.00- 0.6000 0.6000 140.00 WxTOWer Job Page Fl- West Midway, BU# 800642 12 of 44 FDHVelocitel Project Date 6521 Meridien Drive, Sidle 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone., 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice T7 15 TSZ 999 067/=lM-8AWG( 120.00- 0.6000 0.6000 1-3/16') 128.00 77 17 Feedline ladder (At) 120.00 - 0.6000 0.6000 140.00 T7 19 Safety Line 3/8 120.00 - 0.6000 0.6000 140.00 78 1 AVA7-50(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 2 LDF7-50A(1-5/8") 100.00- 0.6000 0.6000 120.00 TS 3 MLE Hybrid 3Power/6Fiber 100.00- 0.6000 0.6000 RL2(11/4") 120.00 TS 4 Feedline Ladder (At) 100.00- 0.6000 0.6000 120.00 T8 6 ASU9323TYP01( 1-1/4) 100.00- 0.6000 0.6000 120.00 T8 7 Feedline Ladder (At) 100.00- 0.6000 0.6000 120.00 T8 9 LDF7-50A(1-5/8') 100.00- 0.6000 0.6000 120.00 T8 11 12 PAIR( 3/8') 100.00- 0.6000 0.6000 120.00 T8 12 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000 120.00 78 13 Feedline Ladder (At) 100.00- - 0.6000 0.6000 120.00 T8 15 TSZ 999 067/x.M-SAWG( 100.00- 0.6000 0.6000 1-3/16") 120.00 T8 17 Feedline ladder (At) 100.00- 0.6000 0.6000 120.00 T8 19 Safety Line 318 100.00- 0.6000 0.6000 120.00 T9 1 AVA7-50(1-5/8) 80.00 - 100.00 0.6000 0.6000 T9 2 LDF7-50A(I-5/8") 80.00 - 100.00 0.6000 0.6000 T9 3 MLE Hybrid 3Pomr/6Fiber 80.00 - 100.00 0.6000 0.6000 RL2(1 1/4") T9 4 Feedline Ladder(At) 80.00-100.00 0.6000 0.6000 T9 6 ASU9323TYP01( 1-1/4) 80.00- 100.00 0.6000 0.6000 79 7 Feedline Ladder(At) 80.00- 100.00 0.6000 0.6000 T9 9 LDF7-50A(1-5/8') 80.00 - 100.00 0.6000 0.6000 T9 11 12 PAIR(3/8') 80.00 - 100.00 0.6000 0.6000 T9 12 WR-VG86ST-BRD(3/4) 80.00 - 100.00 0.6000 0.6000 T9 13 Feedline Ladder (At) 80.00 - 100.00 0.6000 0.6000 79 15 TSZ 999 067/xxxM-8AWG( 80.00-100.00 0.6000 0.6000 1-3/16") 79 17 Feedline Ladder (At) 80.00-100.00 0.6000 0.6000 79 19 Safety Line 3/8 80.00-100.00 0.6000 0.6000 TIO 1 AVA7-50(1-5/8) 60.00-80.00 0.6000 0.6000 T10 2 LDF7-50A(1-5/8") 60.00-80.00 0.6000 0.6000 T10 3 MLB Hybrid Morasr/6Fiber 60.00 - 80.00 0.6000 0.6000 RL 2( 1 1/4") T10 4 Feedline ladder (At) 60.00 - 80.00 0.6000 0.6000 T10 6 ASU9323TYP01(1-1/4) 60.00-80.00 0.6000 0.6000 T10 7 Feedline Ladder (At) 60.00 - 80.00 0.6000 0.6000 T10 9 LDF7-50A(1-5/8') 60.00-80.00 0.6000 0.6600 T10 11 12 PAIR(3/8') 60.00 - 80.00 0.6000 0.6000 TI O 12 WR-VG86ST-BRD(3/4) 60.00 - 80.00 0.6000 0.6000 T10 13 Feedline Ladder(At) 60.00-80.00 0.6000 0.6000 T10 15 TSZ 999 067hoocM-8AWG( 60.00 - 80.00 0.6000 0.6000 1-3/16") T10 17 Feedline Ladder(A)J 60.00-80.00 0.6000 0.6000 TI O 19 Safety Line 3/8 60.00- 80.00 0.6000 0.6000 MxTower Job Page FL West Midway, BU# 800642 13 of 44 Project Date FDHVelocifel 6521 Mendim Drive, State 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Tower Section Feed Line Record No. Description Feed Line Segment Elev. P No Ice ISa Ice TII 1 AVA7-50(1.5/8) 40.00-60.00 0.6000 0.6000 T11 2 LDF7-50A(1-5/8') 40.00-60.00 0.6000 0.6000 T11 3 MLE Hybrid 31'ower/6Fiber 40.00 - 60.00 0.6000 0.6000 RL2( 1 1/4') T11 4 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 Tit 6 ASU9323TYPOI(1-1/4) 40.00-60.00 0.6000 0.6000 Tit 7 Feedline Ladder(M) 40.00-60.00 0.6000 0.6000 Tit 9 LDF7-50A(1-5/8') 40.00-60.00 0.6000 0.6000 Tit 11 12 PAIR(3/8') 40.00-60.00 0.6000 0.6000 Tit 12 WR-VG86ST-RRD(3/4) 40.00-60.00 0.6000 0.6000 Tl l 13 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 Tl l 15 TSZ 999 067/xmcM-8AWG( 40.00 - 60.00 0.6000 0.6000 1-3/16-) Tl l 17 Feedline Ladder (Al) 40.00 - 60.00 0.6000 0.6000 T11 19 Safely Line 318 40.00 - 60.00 0.6000 0.6000 T12 1 AVA7-50(1-5/8) 20.00-40.00 0.6000 0.6000 T12 2 LDF7-50A(I-5/8') 20.00-40.00 0.6000 0.6000 T12 3 MLE Hybrid Mower/6Fiber 20.00 - 40.00 0.6000 0.6000 RL 2(1 1/4') T12 4 Feedline Ladder (Af) 20.00-40.00 0.6000 0.6000 T12 6 ASU9323TYP01(1-1/4) 20.00-40.00 0.6000 0.6000 T12 7 Feedline ladder (At) 20.00-40.00 0.6000 0.6000 T12 9 LDF7-50A(1-5/8') 20.00-40.00 0.6000 0.6000 T12 11 12 PAIR(3/8') 20.00-40.00 0.6000 0.6000 T12 12 WR-VG86ST-RRD(3/4) 20.00-40.00 0.6000 0.6000 T12 13 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T12 15 TSZ 999067/xxxM-8AWG( 20.00-40.00 0.6000 0.6000 1-3/16-) T12 17 Feedline Ladder (At) 20.00 - 40.00 0.6000 0.6000 T12 19 Safety Line 3/8 20.00-40.00 0.6000 0.6000 T13 I AVA7-50(1-5/8) 0.00-20.00 0.6000 0.6000 T13 2 LDF7-50A(1-5/8') 0.00-20.00 0.6000 0.6000 T13 3 MLE Hybrid 3Power/6Fiber 0.00 - 20.00 0.6000 0.6000 RL2(1 1/4') T13 4 Feedline Ladder (Af) 0.00-20.00 0.6000 0.6000 T13 6 ASU9323TYP01(l-1/4) 0.00-20.00 0.6000 0.6000 T13 7 Feedline Ladder (Af) 0.00-20.00 0.6000 0.6000 T13 9 LDF7-50A(1-5/8') 0.00-20.00 0.6000 0.6000 T13 11 12PAIR(3/8') 0.00-20.00 0.6000 0.6000 T13 12 WR-VG86ST-ERD(314) 0.00-20.00 0.6000 0.6000 T13 13 Feedline Ladder (At) 0.00 - 20.00 0.6000 0.6000 T13 15 TSZ 999067/xoaM-8AWG( 0.00-20.00 0.6000 0.6000 1-3/16-) T13 17 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T13 19 Safety Line 319 0.00-20.00 0.6000 0.6000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement C,y1s CAAA Weight or Type Hom Adjmment From Mae Leg Lateral Ven If o Jt Jt' le' K tnxTower Job Page FL West Midway, BU# 800642 14 of 44 FDH Velocitel Project Date 6521 Mendien Drive, Stdte 107 16PTMJ 1400 11:49:28 09/15/16 Raleigh, North Camlina 27616 Client Designed by Phone: 91975S7012 Crown Castle Erin Beaton FAX 9197551031 Description Face Offset Offsets: Azimuth Placement CtAs CAAA Weight or Type Herz Adjustment Front Side Leg lateral Vert It A It' ft' K R B Beacon C From Leg 0.00 0.0000 245.00 No lee 2.00 2.00 0.02 0.00 6.00 Lightning Rod C From Leg 0.00 0.0000 245.00 No Ice 020 0.20 0.03 0.00 2.00 Platform Extension C From Leg 0.00 0.0000 242.50 No Ice 10.93 10.93 0.20 0.00 1.50 nr245*" BSA-185040112CF w/ Mount A From Leg 4.00 0.0000 245.00 No Ice 7.69 7.44 0.04 Pipe 0.00 3.00 BSA-185065/12x2 w/ Mount B From Ieg 4.00 0.0000 245.00 No lee 5.02 3.61 0.04 Pipe 0.00 3.00 BSA-185065/12x2 w/ Mount C From Leg 4.00 0.0000 245.00 No Ice 5.02 3.61 0.04 Pipe 0.00 3.00 (2) X7CQAP-645-VRO W/ A From Leg 4.00 0.0000 245.00 No Ice 12.07 8.17 0.08 Mount Pipe 0.00 3.00 (2) X7CQAP-645-VRO W/ B From Iag 4.00 0.0000 245.00 No Ice 12.07 9.17 0.08 Mount Pipe 0.00 3.00 (2) X7CQAP-645-VRO W/ C From Iag 4.00 0.0000 245.00 No Ice 12.07 9.17 0.08 Mount Pipe 0.00 3.00 ATSBT-TOP-FM A From Leg 4.00 0.0000 245.00 No Ice 0.17 0.09 0.00 0.00 3.00 ATSBT-TOP-FM B From Leg 4.00 0.0000 245.00 No Ice 0.17 0.09 0.00 0.00 3.00 ATSBT-TOP-FM C From Leg 4.00 0.0000 245.00 No Ice 0.17 0.09 0.00 0.00 3.00 (2) DBC-7CAP A From Leg 4.00 0.0000 245.00 No Ice 0.61 0.12 0.01 0.00 3.00 (2) DBC-7CAP B From Leg 4.00 0.0000 245.00 No Ice 0.61 0.12 0.01 0.00 3.00 (2) DBC-7CAP C From Leg 4.00 0.0000 245.00 No lee 0.61 0.12 0.01 0.00 3.00 Platform Mount (LP 101-1) C None 0.0000 245.00 No Ice 36.21 36.21 1.50 Empty Mount Pipe A From Leg 4.00 0.0000 245.00 No Ice 1.40 1.40 0.03 0.00 0.00 EmptyMount Pipe B From Leg 4.00 0.0000 245.00 No Ice 1.40 1.40 0.03 0.00 0.00 Empty Mount Pipe C From Leg 4.00 0.0000 245.00 No Ice 1.40 1.40 0.03 0.00 0.00 ...22o... WxTower doh Page FL West Midway, BU# 800642 15 of 44 FDHVelocitel Protect Date 6521 Menthol, Drive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Description Face Offset Offsets: Azimwh Placement CA4A CAA Weight or Type Norz Adjustment Front Side Leg lateral I'm ft > ft ftr fr: X h R (2) ADFD1820-3333B-XDM A From Leg 4.00 0.0000 220.00 No Ice 10.81 4.43 0.06 w/ Meant Pipe 0.00 3.00 (2) ADFD1820-3333B-XDM B From Leg 4.00 0.0000 220.00 No Ice 10.81 4.43 0.06 w/ Mount Pipe 0.00 3.00 (2) ADFDI820-3333B-XDM C From Leg 4.00 0.0000 220.00 No Ice 10.81 4.43 0.06 w/ Mount Pipe 0.00 3.00 SBNI-B-I-1D45B w/Mount A From Leg 4.00 0.0000 220.00 No Ice 11.40 6.47 0.64 Pipe 0.00 3.00 SBNIRL-ID45B w/ Mount B From Leg 4.00 0.0000 220.00 No Ice 11.40 6.47 0.64 Pipe 0.00 3.00 SBNILH-ID4511w/ Mmmt C Frmn leg 4.00 0.0000 220.00 No Ice 11.40 6.47 0.64 Pipe 0.00 3.00 FRLB A From Leg 4.00 0.0000 220.00 No Ice 2.07 0.78 0.06 0.00 3.00 FRLB B From Leg 4.00 0.0000 220.00 No Ice 2.07 0.78 0.06 0.00 3.00 FRL13 C From Leg 4.00 0.0000 220.00 No Ice 2.07 0.78 0.06 0.00 3.00 FRIE A From Leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 0.00 3.00 FRIE B From Leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 0.00 3.00 FREE C From Leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 0.00 3.00 FRIG A From leg 4.00 0.0000 220.00 No Ice 2.39 0.97 0.06 0.00 3.00 FRIG B From leg 4.00 0.0000 220.00 No Ice 2.39 0.97 0.06 0.00 3.00 FRIG C From leg 4.00 0.0000 220.00 No Ice 2.39 0.97 0.06 0.00 3.00 FXFB A From Leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 0.00 3.00 FXFB B From leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 _ 0.00 3.00 FXFB C From Leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 0.00 3.00 ASU93387YPOI A Firm Leg 4.00 0.0000 220.00 No Ice 320 1.03 0.02 0.00 3.00 tnxT ower Job Page FL West Midway, BU# 800642 16 of 44 FDH Velocitel Project Date 6521 Meridten Drive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone. 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Description Face Offset Offsets: Azimuth Placement Ca1., CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert !t o ft fe It: K ASU9338TYPOI B From Leg - 4.00 0.00 3.00 ASU9338TYPOI C From Leg 4.00 0.00 3.00 Sector Mount [SM 302-3] C None (2) 800 10723K w/ Mount A From Leg 4.00 Pipe 0.00 1.00 (2) 800 10723K w/ Mount B From Leg 4.00 Pipe 0.00 1.00 (2) 800 10723K w/ Mount C From Leg 4.00 Pipe 0.00 1.00 (2) EID819H-12UB A From Leg 4.00 0.00 1.00 (2) BTD819H-12UB B From Leg 4.00 0.00 1.00 (2) ETD819H-12UB C From Leg 4.00 0.00 I (2)RRUS-I1 A From Leg 4.00 0.00 1.00 (2) RRUS-11 B From Leg 4.00 0.00 1.00 (2) RRUS-11 C From Leg 4.00 0.00 1.00 (2)TBC0020F1V1 A From Leg 4.00 0.00 1.00 (2)TB00020FlVI B From leg 4.00 0.00 1.00 (2)TBC0020F1V1 C From Leg 4.00 0.00 1.00 DC6-4"0-18-8F B From Leg 4.00 0.00 1.00 Sector Mount [SM 508-3] C None ...128*** APXVSPP18-Cw/Mount A From Leg 4.00 Pipe 0.00 0.00 APXVSPPI8-C w/Mount B From Leg 4.00 Pipe 0.00 0.00 APXVSPPI8-Cw/Mount C From leg 4.00 Pipe 0.00 0.0000 220.00 No Ice 320 1.03 0.02 0.0000 220.00 No Ice 32.73 32.73 1.48 0.0000 200.00 No Ice 11.16 9.62 0.10 0.0000 200.00 No lee 11.16 8.62 0.10 0.0000 200.00 No Ice 11.16 8.62 0.10 0.0000 200.00 No Ice 1.31 0.34 0.02 0.0000 200.00 No Ice 1.31 0.34 0.02 0.0000 200.00 No Ice 1.31 0.34 0.02 0.0000 200.00 No Ice 2.52 1.07 0.06 0.0000 200.00 No Ice 2.52 1.07 0.06 0.0000 200.00 No Ice 2.52 1.07 0.06 0.0000 200.00 No lee 0S1 0.37 0.01 0.0000 200.00 No Ice 0.51 0.37 0.01 0.0000 200.00 No Ice 0.51 0.37 0.01 0.0000 200.00 No Ice 220 3.70 0.02 0.0000 200.00 No Ice 36.69 36.69 1.78 0.0000 128.00 No Ice 8.26 6.95 0.08 0.0000 128.00 No Ice 826 6.95 0.08 0.0000 128.00 No Ice 826 6.95 0.08 tnxTower Job Page FL West Midway, BU# 800642 17 of 44 FDEVelocuel Project Date 6521 Meridien Drive, Suite 107 16PTMJ1400 11:49:28 09/16/16 Raleigh, North Carolina 27616 Client Dasignod by Phone: 9197551012 Crown Castle Erin Beaton FAX 9197551031 Description Face Offset Offsets: Azimuth Placement Cpit CAA Weight or Type Ron Adjustment Front Side Leg lateral Vert ft G ft ft' ft' K f< A 0.00 RRUS-11800MHz A From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 0.00 RRUS-II 800MIIz B From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 0.00 RRUS-11 800MHz C From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 0.00 800M1-IZ SMR. FILTER A From Leg 4.00 0.0000 128.00 No Ice 0.72 0.36 0.02 0.00 0.00 800MHZ SMR FILTER B From Leg 4.00 0.0000 128.00 No Ice 0.72 0.36 0.02 0.00 0.00 800MI-IZ SMR FILTER C From Leg 4.00 0.0000 128.00 No Ice 0.72 0.36 0.02 0.00 0.00 (3) ACU-A20-N A From Leg 4.00 0.0000 128.00 No Ice 0.07 0.12 0.00 0.00 0.00 (3) ACU-A20-N B From Leg 4.00 0.0000 129.00 No Ice 0.07 0.12 0.00 0.00 0.00 (3) ACU-A20-N C From Leg 4.00 0.0000 128.00 No Ice 0.07 0.12 0.00 0.00 0.00 RRUS 31 B25 A From Leg 4.00 0.0000 128.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 31 B25 B From Leg 4.00 0.0000 128.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 31 B25 C From Leg 4.00 0.0000 128.00 No Ice 1.62 1.28 0.06 0.00 0.00 (4) Empty Mount Pipe A From Leg 4.00 0.0000 128.00 No Ice 1.40 1.40 0.03 0.00 0.00 (4) Empty Mount Pipe B From Leg 4.00 0.0000 128.00 No Ice 1.40 1.40 0.03 0.00 0.00 (4) Empty Mount Pipe C From Leg 4.00 0.0000 128.00 No Ice 1.40 1.40 0.03 0.00 0.00 Sector Momn [SM 302-3) C None 0.0000 128.00 No Ice 32.73 32.73 1.48 Sidemarker B None 0.0000 125.00 No Ice 0.38 0.38 0.01 -Sidemarki;r •nor C None 0.0000 125.00 No Ice 0.38 0.38 0,01 WxTower Job Page FL West Midway, BU# 800642 18 of 44 FDH Velocilel Project Date 6521 Meridien Drive, State 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9I97551012 Crown Castle Erin Beaton FAX 9197551031 Truss -Leg Properties Section Area Area Selj Ice Egaty. Equiv. Leg Designation Ice Weight Weight Diameter Diameter Area Ice in in, K K in in int 15TL1.5x12x5/8 2501AI63 2501.4163 0.76 0.00 8.6855 8.6855 5.3014 15TL1.75xl/2x5/8 262BA298 2628A298 0.89 0.00 9.1265 9.1265 72158 15TLI.75xl2x5/8 2628A298 2628.4298 0.89 0.00 9.1265 9.1265 7.2158 18TL2x5/8x3/4 2861.5800 2861.5800 1.07 0.00 9.9360 9.9360 9A248 18TT2.25x5i8x3/4 2991.0895 2991.0895 1.24 0.00 10.3857 10.3857 11.9282 18TL2.25x5/8x3/4 2991.0895 2991.0895 1.24 0.00 10.3857 10.3857 11.9282 18TL2.5x5/8x3/4 3121.1404 3121.1404 IA3 0.00 10.8373 10.8373 14.7262 18TL2.75x5/8x3/4 3252.2380 3252.2380 1.64 0.00 11.2925 11.2925 17.8187 18TL2.75x5/8x3/4 3252.2380 3252.2380 1.64 0.00 11.2925 11.2925 17.8187 18TL2.75x5/8x3/4 3252.2380 3252.2380 1.64 0.00 11.2925 11.2925 17.9187 18TL3x3/4x7/8 3450AS86 3450.4986 1.93 0.00 11.9809 11.9809 21.2058 Tower Pressures - No Ice` Gir = 0.850 Section Elevation t z t Kz g= Psf AG f" F a c e Av fi, Ax ft2 At, ft,? Leg % CAA.t In Face CFAs Oat Face Tl 242.50 1.525 48 31.042 A 6.037 2.083 2.083 25.66 5.000 0.000 245.00-240.00 B 6.037 2.083 25.66 0.000 0.000 C 6.037 2.083 25.66 17.782 0.000 T2 230.00 1.508 47 124.167 A 15.461 8.333 8.333 35.02 20.000 0.000 240.00-220.00 B 15.461 8.333 35.02 0.000 0.000 C 15.461 8.333 35.02 71.130 0.000 13 210.00 IA8 46 167.534 A 11.955 29.000 29.000 70.81 27.440 0.000 220.00-200.00 B 11.955 29.000 70.81 0.000 0.000 C 11.955 29.000 70.81 71.130 0.000 T4 190.00 1.449 45 207.952 A 11.590 30.472 30.472 72A5 78.940 0.000 200.00-I80.00 B 11.590 30.472 72.45 0.000 0.000 C 11.590 30.472 72A5 71.130 0.000 T5 170.00 1.415 44 247.952 A 15.379 30.472 30.472 66.46 78.940 0.000 180.00-I60.00 B 15.379 30.472 66.46 0.000 0.000 C 15.379 30.472 66.46 71.130 0.000 T6 150.00 1.378 43 293.375 A 17.783 33.175 33.175 65.10 78.940 0.000 160.00-140.00 B 17.783 33.175 65.10 0.000 0.000 C 17.783 33.175 65.10 71.130 0.000 T7 130.00 1.337 42 333.792 A 18.757 34.677 34.677 64.90 78.940 0.000 140.00-120.00 B 18.757 34.677 64.90 0.000 0.000 C 18.757 34.677 64.90 73.986 0.000 T8 110.00 1.291 40 373.792 A 19.950 34.677 34.677 63.48 78.940 0.000 120.00-100.00 B 19.950 34.677 63.48 0.000 0.000 C 19.950 34.677 63.48 78.270 0.000 T9 90.00 1.238 39 414.209 A 21.179 36.194 36.184 63.08 78.940 0.000 100.00-80.00 B 21.179 36.194 63.09 0.000 0.000 C 21.179 36.194 63.08 78.270 0.000 T10 70.00 1.174 37 454.627 A 22.446 37.704 37.704 62.68 78.940 0.000 80.00-60.00 B 22.446 37.704 62.68 0.000 0.000 C 22.446 37.704 62.68 78.270 0.000 T11 50.00 1.094 34 494.627 A 23.748 37.704 37.704 61.36 78.940 0.000 60.0040.00 B 23.748 37.704 61.36 0.000 0.000 C 23.748 37.704 61.36 78.270 0.000 MxTower Job Page FL West Midway, BU# 800642 19 of 44 FDHVelocitel Project Date 6521 Meridien Drive, Satre 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carohw 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.. 9197551031 Section z Kz q. Aa F AF AR Ake Leg CAAA CAAA Elevation a % 1n Om c Face Face Psf fil e ft2 T12 30.00 0.982 31 534.627 A 25.083 37.704 37.704 60.05 78.940 0.000 40.00-20.00 B 25.083 37.704 60.05 0.000 0.000 C 25.083 37.704 60.05 78.270 0.000 T13 20.00-0.00 10.00 0.85 27 575.044 A 31.739 40.003 40.003 55.76 79.940 0.000 B 31.739 40.003 55.76 0.000 0.000 C 31.739 40.003 55.76 78.270 0.000 Tower Pressure- Service Ga = also Section Elevation ( z ( Kz q. Pif AG F a c e AF tit As ft,tt AL, Leg % CAAA In Face CAA Out Face Tl 242.50 1.525 12 31.042 A 6.037 2.083 2.083 25.66 5.000 0.000 245.00-240.00 B 6.037 2.083 25.66 0.000 0.000 C 6.037 2.083 25.66 17.782 0.000 T2 230.00 1.508 12 124.167 A 15.461 8.333 8.333 35.02 20.000 0.000 240.00-220.00 B 15.461 8.333 35.02 0.000 0.000 C 15.461 8.333 35.02 71.130 0.000 T3 210.00 1.48 12 167.534 A 11.955 29.000 29.000 70.81 27.440 0.000 220.00-200.00 B 11.955 29.000 70.81 0.000 0.000 C 11.955 29.000 70.81 71.130 0.000 T4 190.00 1.449 11 207.952 A 11.590 30.472 30.472 72A5 78.940 0.000 200.00-180.00 B 11.590 30.472 72.45 0.000 0.000 C 11.590 30.472 72.45 71.130 0.000 TS 170.00 1.415 11 247.952 A 15.379 30.472 30.472 66.46 78.940 0.000 180.00-160.00 B 15.379 30.472 66.46 0.000 0.000 C 15.379 30.472 66.46 71.130 0.000 T6 150.00 1.378 11 293.375 A 17.783 33.175 33.175 65.10 78.940 0.000 160.00-140.00 B 17.783 33.175 65.10 0.000 0.000 C 17.783 33.175 65.10 71.130 0.000 T7 130.00 1.337 10 333.792 A 18.757 34.677 34.677 6C90 78,940 0.000 140.00-120.00 B 18.757 34.677 64.90 0.000 0.000 C 18.757 34.677 64.90 73.986 0.000 1'8 110.00 1.291 10 373.792 A 19.950 34.677 34.677 63.48 78.940 0.000 120.00-100.00 B 19.950 34.677 63.48 0.000 0.000 C 19.950 34.677 63.48 78.270 0.000 T9 90.00 1.238 10 414.209 A 21.179 36.194 36.194 63.09 78.940 0.000 100.00-80.00 B 21.179 36.184 63.08 0.000 0.000 C 21.179 36.194 63.09 78.270 0.000 T10 70.00 1.174 9 454.627 A 22.446 37.704 37.704 62.68 78.940 0.000 80.00-60.00 B 22.446 37.704 62.68 0.000 0.000 C 22.446 37.704 62.68 78.270 0.000 T11 50.00 1.094 9 494.627 A 23.748 37.704 37.704 61.36 78.940 0.000 60.0040.00 B 23.748 37.704 61.36 0.000 0.000 ---- - - 3 - C 23.748 37.704 61.36 78.270 0.000 T12 30.00 0.982 8 534.627 A 25.083 37.704 37.704 60.05 78.940 0.000 40.00-20.00 B 25.083 37.704 60.05 0.000 0.000 C 25.083 37.704 60.05 78.270 0.000 T13 20.00-0.00 10.00 0.85 7 575.044 A 31.739 40.003 40.003 55.76 78.940 0.000 B 31.739 40.003 55.76 0.000 0.000 C 1 31.739 1 40.003 1 1 55.761 78.2701 0.000 tnxTower Job Page FL West Midway, BU# 800642 20 of 44 FDHVeloeitel Project Date 6521 Meridien Drive, Sane 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.. 919755103/ Tower Forces - No Ice - Wind Normal To Face Section Elevation t Add Weight K Self Weight K F a c e e CF q. Psf Ds DR As f12 F K w PY Cirl. Face T1 0.22 0.75 A 0.262 2.403 48 1 1 7.262 1.20 240.64 C 245.00-240.00 B 0262 2.403 1 1 7.262 C 0262 2.403 1 1 7.262 T2 0.87 2.07 A 0.192 2.624 47 1 1 20.236 4.09 204.43 C 240.00-220.00 B 0.192 2.624 1 1 20.236 C 0.192 2.624 1 1 20.236 T3 0.94 3.09 A 0244 2A54 46 1 1 28.881 4.84 241.81 C 220.00-200.00 B 02M 2A54 1 1 28.881 C 0244 2A54 1 1 28.881 T4 1.16 3.46 A 0202 2.588 45 1 1 29.108 5.63 281.68 A 200.00-180.00 B 0202 2.588 1 1 29.108 C 0202 2.588 1 1 29.108 T5 1.16 3.69 A 0.185 2.647 44 1 1 32.809 5.94 296.84 A 180.00-160.00 B 0.185 2.647 1 1 32.809 C 0.185 2.647 1 1 32.809 T6 1.16 4.98 A 0.174 2.686 43 1 1 36.705 621 310.69 A 160.00-140.00 B 0.174 2.686 1 1 36.705 C 0.174 2.686 1 1 36.705 T7 1.18 5.57 A 0.16 2.735 42 1 1 38.475 6.31 315.44 A 140.00-120.00 B 0.16 2.735 1 1 38.475 C 0.16 2.735 1 1 38.475 TS 1.22 5.66 A 0.146 2.786 40 1 1 39.617 6.33 316.53 A 120.00-100.00 B 0.146 2.786 1 1 39.617 C 0.146 2.786 1 1 39.617 19 1.22 6.33 A 0.138 2.814 39 1 1 41.676 6.30 314.85 A 100.00-80.00 B 0.139 2.814 1 1 41.676 C 0.138 2.814 1 1 41.676 T10 1.22 7.06 A 0.132 2.838 37 1 1 43.785 6.19 309.51 A 80.00-60.00 B 0.132 2.838 1 1 43.785 C 0.132 2.838 1 1 43.785 Tll 1.22 7.17 A 0.124 2.869 34 1 1 45.067 5.91 295.67 A 60.00-40.00 B 0.124 2.869 1 1 45.067 C 0.124 2.869 1 1 45.067 T12 1.22 728 A 0.117 2.895 31 1 1 46.388 5.44 272.07 A 40.00-20.00 B 0.117 2.895 1 1 46.388 C 0.117 2.895 1 1 46.388 T13 1.22 9.26 A 0.125 2.867 27 1 1 54.359 520 259.82 A 20.00-0.00 B 0.125 2.867 1 1 54.359 C 0.125 2.867 1 1 54.359 Sum Weight: 14.01 66.36 OTM 8286.85 69.59 k 8 Tower Forces - Na Ice - Wind 60 To Face Section Add Sty- F e CF q, DF DR As F w C7r1. Elevation Weight Weight a Face c psf I t K K e fi2K ! T] 0.22 0.'5 A 0.262 2.403 48 0.8 1 6.055 1.09 217.07 A 245.00-240.00 B 0.262 2.403 0.8 1 6.055 C 0.262 2.403 0.8 1 6.055 Mx,Tower Job Page FL West Midway, BU# 800642 21 of 44 FDH Velocitel Project Date 6521 Meridien Drive, Sidle 107 16PTMJ1400 11:49:28 09/15/16 Raleigh North Carolina 27616 Client Deslgned by Phone: 9197551012 Crown Castle Erin Beaton FAX.. 9197551031 Section Elevation t Add Weight K Self Weight K F a c e Cr q, Paf Dr De As fF F K w py, CO.. Face T2 0.87 2.07 A 0.192 2.624 47 0.8 1 17.144 3.76 188.13 A 240.00-220.00 B 0.192 2.624 0.8 I 17.144 C 0.192 2.624 0.8 1 17.144 T3 0.94 3.09 A 0.244 2.454 46 0.8 1 26.490 4.61 230.25 A 220.00-200.00 B 0.244 2.454 0.9 1 26.490 C 0.244 2A54 0.8 1 26.490 T4 1.16 3.46 A 0.202 2.588 45 0.8 1 26.790 5.40 270.10 B 200.00-180.00 B 0.202 2.588 0.8 1 26.790 C 0.202 2.588 0.8 1 26.790 T5 1.16 3.69 A 0.185 2.647 44 0.8 1 29.733 5.63 281.50 B 180.00-160.00 B 0.185 2.647 0.8 1 29.733 C 0.185 2.647 0.8 1 29.733 T6 1.16 4.98 A 0.174 2.686 43 0.8 1 33.149 5.86 293.15 B 160.00-140.00 B 0.174 2.686 0.8 I 33.149 C 0.174 2.696 0.8 1 33.149 T7 1.18 5.57 A 0.16 2.735 42 0.8 1 34.724 5.94 297.16 B 140.00-120.00 B 0.16 2.735 0.8 1 34.724 C 0.16 2.735 0.8 1 34.724 T8 1.22 5.66 A 0.146 2.786 40 0.8 1 35.627 5.95 297.42 B 120.00-100.00 B 0.146 2.786 0.8 1 35.627 C 0.146 2.786 0.8 1 35.627 T9 1.22 6.33 A 0.138 2.814 39 0.8 1 37.441 5.90 295.20 B 100.00-80.00 B 0.138 2.814 0.8 1 37.441 C 0.138 2.814 0.8 1 37.441 T10 1.22 7.06 A 0.132 2.838 37 0.8 1 39.296 5.79 289.59 B 80.00-60.00 B 0.132 2.838 0.8 1 39.296 C 0.132 2.838 0.8 1 39.296 TI1 1.22 7.17 A 0.124 2.869 34 0.8 1 40.317 5.52 275.82 B 60.00-40.00 B 0.124 2.869 0.8 1 40.317 C 0.124 2.869 0.8 1 40.317 T12 1.22 7.28 A 0.117 2.895 31 0.8 1 41.371 5.06 253.08 B 40.00-20.00 B 0.117 2.895 0.8 1 41.371 C 0.117 2.895 0.8 1 41.371 T13 1.22 9.26 A 0.125 2.867 27 0.8 1 48.011 4.78 239.22 B 20.00-0.00 B 0.125 2.867 0.8 1 48.011 C 0.125 2.867 0.8 1 48.011 Sum Weight: 14.01 66.36 OTM 7797.79 65.30 d ft Tower Forces - No Ice - Wind 90 To Face Section Elevation ft Add Weight K Self Weight K F a c e e Cr q, Psf Dr Ds As ft, F K w T CH.. Face Tl 0.22. 0.75 A 0.262 2A03 48 0.85 1 6.356 1.11 222.96 B 245.00-240.00 B 0262 2.403 0.85 1 6.356 C 0.262 2.403 0.85 1 6.356 72 0.87 2.07 A 0.192 2.624 47 0.85 1 17.917 3.84 19220 B 240.00-220.00 B 0.192 2.624 0.85 1 17.917 C 0.192 2.624 0.85 1 17.917 73 0.94 3.09 A 02" 2.454 46 0.85 1 27.088 4.71 235.70 B 220.00-200.00 B 0244 2.454 0.85 1 27.088 C 0.244 2.454 0.85 1 27.088 tnxTower Job Page FL West Midway, BU# 800642 22 of 44 FDH Velocilel Project Date 6521 Mertdien Drive, Sidle 107 16PTMJ14OO 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Section Elevation Add Weight K Self Weight K F a c e e CF q, Psf Dr De Ae ? F K w l Ctrl. Face T4 1.16 3.46 A 0.202 2.588 45 0.85 1 27.369 5.89 294.40 B 200.00-180.00 B 0.202 2.588 0.85 1 27.369 C 0202 2.588 0.85 1 27.369 T5 1.16 3.69 A 0.185 2.647 44 0.95 1 30.502 6.12 306.24 B 180.00-160.00 B 0.185 2.647 0.85 1 30.502 C 0.185 2.647 0.85 1 30.502 T6 1.16 4.98 A 0.174 2.686 43 0.85 1 34.038 6.36 317.90 B 160.00-140.00 B O.174 2.686 0.85 1 34.038 C 0.174 2.686 0.85 1 34.038 T7 1.18 5.57 A 0.16 2.735 42 0.85 1 35.662 6A5 322.37 B 140.00-120.00 B 0.16 2.735 0.85 1 35.662 C 0.16 2.735 0.85 1 35.662 T8 1.22 5.66 A 0.146 2.786 40 0.85 1 36.625 6.47 323.39 B 120.00-100.00 B 0.146 2.786 0.85 1 36.625 C 0.146 2.786 0.85 1 36.625 T9 1.22 633 A 0.138 2.814 39 0.85 1 38.500 6.41 320.44 B 100.00-80.00 B 0.138 2.814 0.85 1 38.500 C 0.138 2.814 0.85 1 38.500 TIO 1.22 7.06 A 0.132 2.838 37 0.85 1 40.418 628 313.84 B 80.00-60.00 B 0.132 2.838 0.85 1 40.418 C 0.132 2.838 0.85 1 40.419 Tll 1.22 7.17 A 0.124 2.869 34 0.85 1 41.504 5.97 298.74 B 60.0040.00 B 0.124 2.969 0.85 1 41.504 C 0.124 2.869 0.85 1 41.504 T12 1.22 7.28 A 0.117 2.895 31 0.85 1 42.625 5A8 273.95 B 40.00-20.00 B 0.117 2.895 0.85 1 42.625 C 0.117 2.895 0.85 1 42.625 T13 1.22 926 A 0.125 2.867 27 0.85 1 49.598 5.17 258.32 B 20.00-0.00 B 0.125 2.867 0.85 1 49.598 C 0.125 2.867 0.85 1 49.598 Sum Weigln: 14.01 66.36 OTM 8338.60 70.26 b ft Tower Forces - Service - Wind Normal To Face Section Elevation Add Weight K Self Weight K F a c e e CF q. Psf DF De As f12 F K w py, Ctrl. Face Tl 0.2.2 0.75 A 0.262 2.403 12 1 1 7.262 0.30 60.16 C 245.00-240.00 B 0.262 2.403 1 1 7.262 C 0.262 2.403 1 1 7.262 72 0.87 2.07 A 0.192 2.624 12 1 I 20.236 1.02 51.11 C 240.00-220.00 B 0.192 2.624 1 1 20.236 C 0.192 2.624 1 1 20.236 -_T3 0.94 3.09 A 0.244 2.454 12 1 1 28.881 121 60A5 C 220.00-200.00 B 0244 2.454 1 1 28.881 C 0.244 2.454 1 1 28.881 T4 1.16 3A6 A 0202 2.588 11 1 1 29.108 IAl 70A2 A 200.00-180.00 B 0.202 2.588 1 1 29.108 C 0.202 2.588 1 1 29.108 T5 1.16 3.69 A 0.185 2.647 11 1 1 32.809 IAB 74.21 A 180.00-160.00 B 0.185 2.647 1 1 32.809 C 0.185 2.647 1 1 32.809 N m rn a) O N a o w a m m C rnw v 0 0 00 � a N � U vCD o U N J LL m C a Q a 0 a u O b b y n N N ti V ti h h /�V n a ; Q Chi Z S� V a e C N a a a a a a a a c N m m h N m v o 0 N N N N N O 1"1 II1 Q N NN NN Nr h tibbbN NN r r rmCO LO P01P^�' O O O h h h^ h r r m m m b b m m m N N N h Q� ^r^^^^ ^^^^^^^^..rrrr rr- -.5 q4 ^^^^r^..........--.......rrrr^^^rF b b b N N N b b b ti^ d m m CO P P P N N N h h r p V T Timm ^TT TbbbP0l P�Dbb b b b h h r h h h m m m m m m m m m m m m m m m N N cV cV N CI N CI lV CI N N CI N N CI fV (V [V cV N N [V N O O O O O O O O O O O O O O O O O O O O O R e�vamo¢mo¢moamo¢moamoamuamo P �n b M o ry ry m h� N ry ry ry ^ m N N N ^ N N O a b0 f�0 � p0 q�00 000 r,p Np Mp0 E'o Fp Fo Fo Fo .. c 0 0 o Y N O 3 a a a m m m m N O vbi vNi m N N m N ry m a a e O O r r r r ^ d a a a a a m n M e e e rye ryd 00o rrre Q drhrrhh^rr� {�(� t Q^ ^ ^ ^ ........ - --......... - - -. r r mmmm�,m�mmmmmmmmmmmmmm O ddddododddddddddddddd a y m m M e pp e e e m m m r rp b b V N N N 4 V p eerg� eee V �NO,bdeQvmiN vmf �bbbbbrr r N N N N N CI fV [V N CI [V [V [V NNN C] [V N CI [V N N N N N N y y y N N N N N N d d Q b b b [`,NNrr^NNNNNNr rOOOC � O C C O O O O O O O O C O 0 0 0 0 0 4d�vamoamoamoam�am�am�amu r O O e b P N h u N r d b b b m (V m P F $ F? F S F F c o o o o NS b o 0 0 0 0 0 0 h 0 0 0 0 0 0 0 O O N O W ^ Q N N N N taxTower Job Page FL West Midway, BU# 800642 24 of 44 FDHVelecitel Project Data 6521 Meridien Drive, Sidle 107 16PTMJ1400 11:49:28 09/15/16 Raleigh. North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.. 9197551031 Section Elevation Add Weight K Self Weight K F a c e e Cr q, Psf Dr De Ae ft, F K w Ar Chi. Face T8 1.22 5.66 A 0.146 2.786 10 0.8 1 35.627 1.49 74.35 B 120.00-100.00 B 0.146 2.786 0.8 1 35.627 C 0.146 2.786 0.8 1 35.627 T9 1.22 6.33 A 0.138 2.814 10 0.8 1 37.441 1.48 73.80 B 100.00-80.00 B 0.138 2.814 0.8 1 37.441 C 0.138 2.814 0.8 1 37.441 T10 1.22 7.06 A 0.132 2.838 9 0.8 1 39.296 1.45 72.40 B 80.00-60.00 B 0.132 2.838 0.8 1 39.296 C 0.132 2.838 0.8 1 39.296 T11 1.22 7.17 A 0.124 2.869 9 0.8 1 40.317 1.38 68.95 B 60.00-00.00 B 0.124 2.869 0.8 1 40.317 C 0.124 2.869 0.8 1 40.317 T12 122 728 A 0.117 2.895 8 0.8 1 41.371 127 63.27 B 40.00-20.00 B 0.117 2.895 0.8 1 41.371 C 0.117 2.895 0.8 1 41.371 T13 1.22 9.26 A 0.125 2.867 7 0.8 1 48.011 1.20 59.81 B 20.00-0.00 B 0.125 2.867 0.8 1 49.011 C 0.125 2.867 0.8 1 49.011 Sum Weight: 14.01 66.36 OTM 1949.45 16.32 b ft Tower Forces - Service - Wind 90 To Face Section Elevation t Add Weight K Self Weight K F a c e e CF q. Psf Dr De Ae p2K F w 1 Call. Face Tl 0.22 0.75 A 0.262 2.403 12 0.85 1 6.356 0.28 55.74 B 245.00-240.00 B 0.262 2.403 0.85 1 6.356 C 0.262 2.403 0.85 I 6.356 12 0.87 2.07 A 0.192 2.624 12 0.85 I 17.917 0.96 48.05 B 240.00-220.00 B 0.192 2.624 0.85 1 17.917 C 0.192 2.624 0.85 1 17.917 T3 0.94 3.09 A 0.244 2A54 12 0.85 1 27.088 1.18 58.93 B 220.00-200.00 B 0244 2A54 0.85 1 27.088 C 0244 2.454 0.85 1 27.088 T4 1.16 3.46 A 0202 2.588 11 0.85 1 27.369 IA7 73.60 B 200.00-180.00 B 0202 2.598 0.85 1 27.369 C 0202 2.588 0.85 1 27.369 T5 1.16 3.69 A 0.185 2.647 11 0.85 1 30.502 1.53 76.56 B 180.00-160.00 B 0.185 2.647 0.85 1 30.502 C 0.185 2.647 0.85 1 30.502 T6 1.16 4.98 A 0.174 2.686 11 0.85 I 34.038 1.59 79A7 B 160.00-140.00 B 0.174 2.686 0.85 1 34.038 C 0.174 2.686 0.85 1 34.038 T7 1.18 5.57 A 0.16 2.735 10 0.85 1 35.662 1.61 80.59 B 140.00-120.00 B 0.16 2.735 0.85 1 35.662 C 0.16 2.735 0.85 1 35.662 T8 1.22 5.66 A 0.146 2.786 10 0.85 1 36.625 1.62 80.85 B 120.00-100.00 B 0.146 2.786 0.85 1 36.625 C 0.146 2.786 0.85 1 36.625 T9 1.22 6.33 A 0.138 2.814 10 0.85 1 38.500 1.60 80.11 B 100.00.80.00 B 0.138 2.814 0.85 1 38.500 C 0.139 2.814 0.85 1 38.500 tnxTower Job Page FL West Midway, BU# 800642 25 of 44 FD6 Velocitel Project Date 6521 Merhhen Drive, Suite 107 16PTMJ 1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.- 9197551031 Section Elevation Add Weight K Self Weight K F a c e e CF q. Psf Dr Da Ae ff2 F K w pir CtA. Face T10 1.22 7.06 A 0.132 2.838 9 0.85 1 40.418 1.57 78.46 B 80.00-60.00 B 0.132 2.838 0.85 1 40.418 C 0.132 2.838 0.85 1 40.418 T11 1.22 7.17 A 0.124 2.869 9 0.85 1 41.504 1.49 74.68 B 60.00-40.00 B 0.124 2.869 0.95 1 41.504 C 0.124 2.869 0.85 1 41.504 T12 1.22 728 A 0.117 2.895 8 0.85 1 42.625 1.37 68.49 B 40.00-20.00 B 0.117 2.895 0.85 1 42.625 C 0.117 2.895 0.85 1 42.625 T13 1.22 926 A 0.125 2.967 7 0.85 1 49.598 129 64.58 B 20.00-0.00 B 0.125 2.867 0.85 1 49.598 C 0.125 2.867 0.85 1 49.598 Seen Weight: 14.01 66.36 OTM 2094.65 17.57 k ft Discrete Apptirtenance Pressures - No Ice Ge='o.850 Description Aiming Azimuth Weight K Offset. ft Offset. ft z fi K. q. s CtAc Front Cylc Side Beacon 240.0000 0.02 -3.00 1.73 251.00 1.536 48 2.00 2.00 Lightning Rod 240.0000 0.03 -3.00 1.73 247.00 1.531 48 020 0.20 Platform Extension 240.0000 0.20 -3.00 1.73 244.00 1.527 48 10.93 10.93 BSA-185040/12CFw/ 0.0000 0.04 0.00 -7.46 248.00 1.532 48 7.69 7.44 Mount Pipe BSA-185065/12x2w/ 120.0000 0.04 6.46 3.73 248.00 1.532 48 5.02 3.61 Montt Pipe BSA-185065/12x2 w/ 240.0000 0.04 -6.46 3.73 248.00 1.532 48 5.02 3.61 Mount Pipe X7CQAP-645-VRO W/ 0.0000 0.16 0.00 -7.46 248.00 1.532 48 24.15 16.34 Mount Pipe X7CQAP-645-VR0 W/ 120.0000 0.16 6A6 3.73 248.00 1.532 48 24.15 16.34 Mount Pipe X7CQAP-645-VRO W/ 240.0000 0.16 -6.46 3.73 248.00 1.532 48 24.15 16.34 Mount Pipe ATSBT-TOP-FM 0.0000 0.00 0.00 -7.46 248.00 1.532 48 0.17 0.09 ATSBT-TOP-FM 120.0000 0.00 6A6 3.73 248.00 1.532 48 0.17 0.09 ATSBT-TOP-FM 240.0000 0.00 -6.46 3.73 248.00 1.532 48 0.17 0.09 DBC-7CAP 0.0000 0.01 0.00 -7.46 248.00 1.532 48 1.23 023 DBC-7CAP 120.0000 0.01 6.46 3.73 248.00 1.532 48 1.23 0.23 DBC-7CAP 240.0000 0.01 -6.46 3.73 248.00 1.532 48 123 0.23 Platform MOunt(LP 0.0000 1.50 0.00 0.00 245.00 1.528 48 36.21 36.21 101-1) Empty Mount Pipe 0.0000 0.03 0.00 -7.46 245.00 1.528 48 ]AO 1.40 Empty Mount Pipe 120.0000 0.03 6A6 3.73 245.00 1.528 48 1.40 1.40 Empty Mount Pipe 240.0000 0.03 -6A6 3.73 245.00 1.529 48 1.40 1.40 ADFD1820-3333B-XD 0.0000 0.12 0.00 -7.46 223.00 1.498 47 21.62 8.85 M w/ Mount Pipe ADFD1820-3333B-XD 120.0000 0.12 6.46 3.73 223.00 1.498 47 21.62 8.85 M w/ Mount Pipe ADFD1820-3333B-XD 240.0000 0.12 -6.46 3.73 223.00 1.498 47 21.62 8.85 M w/ Mount Pipe SBNHH-1D45Bw/ 0.0000 0.64 0.00 -7.46 223.00 1.498 47 11.40 6A7 Mount Pipe WxTower Jab Page FL West Midway, BU# 800642 26 of 44 Project Date FDHVelocitel 6521 Meridien Drive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.. 9197551031 Description Aiming Azimuth ° Weight K Offset, Offset, z K. q, vsf CAAc Front C,a1C Side SBNHH-1D45Bw/ 120.0000 0.64 6.46 3.73 223.00 1.498 47 11.40 6A7 Mount Pipe SBNHH-1D45B w/ 240.0000 0.64 -6.46 3.73 223.00 1.498 47 11.40 6.47 Mount Pipe FRLB 0.0000 0.06 0.00 -7.46 223.00 1.498 47 2.07 0.78 FRLB 120.0000 0.06 6.46 3.73 223.00 1.498 47 2.07 0.78 FRLB 240.0000 0.06 -6.46 3.73 223.00 1.498 47 2.07 0.78 FRIE 0.0000 0.06 0.00 -7.46 223.00 1498 47 3.30 0.99 FRIE 120.0000 0.06 6A6 3.73 223.00 1.498 47 3.30 0.98 FRIE 240.0000 0.06 -6.46 3.73 223.00 1A98 47 3.30 0.99 FRIG 0.0000 0.06 0.00 -7.46 223.00 1 498 47 2.39 0.97 FRIG 120.0000 0.06 6A6 3.73 223.00 1.498 47 2.39 0.97 FRIG 240.0000 0.06 -6.46 3.73 223.00 1.498 47 2.39 0.97 FXFB 0.0000 0.06 0.00 -7.46 223.00 1.498 47 3.30 0.98 FXFB 120.0000 0.06 6.46 3.73 223.00 1.498 47 3.30 0.98 FXFB 240.0000 0.06 -6.46 3.73 223.00 1.498 47 3.30 0.98 ASU9338TYP01 0.0000 0.02 0.00 -7.46 223.00 1.498 47 320 1.03 ASU9338TYPOI 120.0000 0.02 6A6 3.73 223.00 IA98 47 320 1.03 ASU9339TYPOI 240.0000 0.02 -646 3.73 223.00 1.498 47 320 1.03 Sector Mount [SM 0.0000 1.48 0.00 0.00 220.00 1.494 47 32.73 32.73 302-3] 80010723K w/ Mount 0.0000 0.20 0.00 -8.62 201.00 1466 46 22.32 17.25 Pipe 90010723K w/Mount 120.0000 0.20 7.46 4.31 201.00 IA66 46 22.32 1725 Pipe 80010723K w/Mount 240.0000 020 -7.46 4.31 201.00 1466 46 22.32 1725 Pipe ETD819H-12UB 0.0000 0.04 0.00 -8.62 201.00 1.466 46 2.62 0.68 M13819H-12UB 120.0000 0.04 7A6 4.31 201.00 1466 46 2.62 0.68 ETD819H-12UB 240.0000 0.04 -7.46 4.31 201.00 IA66 46 2.62 0.68 RRUS-11 0.0000 0.12 0.00 -8.62 201.00 1.466 46 5.04 2.14 RRUS-11 120.0000 0.12 7.46 4.31 201.00 1.466 46 5.04 2.14 RRUS-11 240.0000 0.12 -7.46 4.31 201.00 1A66 46 5.04 2.14 TBC0020FIVI 0.0000 0.02 0.00 -8.62 201.00 1A66 46 1.02 0.74 TBCDO20FIVI 120.0000 0.02 7.46 4.31 201.00 1.466 46 1.02 0.74 TBC0020FIVI 240.0000 0.02 -7.46 4.31 201.00 1466 46 1.02 0.74 DC6-48-60-18-SF 120.0000 0.02 7.46 4.31 201.00 IA66 46 220 3.70 Sector Mount[SM 0.0000 1.78 0.00 0.00 200.00 IA64 46 36.69 36.69 508-3] APXVSPP18-Cw/ 0.0000 0.09 0.00 -12.78 128.00 1.333 42 826 6.95 Mount Ape APXVSPP18-Cw/ 120.0000 0.08 11.06 6.39 128.00 1.333 42 8.26 6.95 Mount Pipe AP3CVSPPI8-C w/ 240.0000 0.08 -11.06 6.39 128.00 1.333 42 826 6.95 Mount Pipe RRUS-11800MHz 0.0000 0.05 0.00 -12.78 128.00 1.333 42 2.52 1.30 RRUS-11800MHz 120.0000 0.05 11.06 6.39 128.00 1.333 42 2.52 1.30 RRUS-11800MHz 240.0000 0.05 -11.06 6.39 128.00 1.333 42 2.52 1.30 800MHZ SMR FILTER 0.0000 0.02 0.00 -12.78 128.00 1.333 42 0.72 0.36 800NM SUR FILTER 120.0000 0.02 11.06 6.39 128.00 1.333 42 0.72 0.36 800NM SMR FILTER 240.0000 0.02 -11.06 6.39 128.00 1.333 42 0.72 0.36 ACU-A20-N 0.0000 0.00 0.00 -12.78 128.00 1.333 42 020 0.35 ACU-A20-N 120.0000 0.00 11.06 6.39 128.00 1.333 42 020 035 ACU-A20-N 240.0000 0.00 -11.06 6.39 128.00 1.333 42 0.20 0.35 RRUS 31 B25 0.0000 0.06 0.00 -12.78 128.00 1.333 42 1.62 1.28 RRUS 31 B25 120.0000 0.06 11.06 6.39 128.00 1.333 42 1.62 129 RRUS 31 B25 240.0000 0.06 -11.06 6.39 128.00 1.333 42 1.62 128 Empty Mount Pipe 0.0110 0.12 0.00 -12.78 128.01 1.333 42 5.60 5.60 Empty Mount Pipe 120.0000 0.12 11.06 6.39 126.00 1.333 42 5.60 5.60 Empty Mount Pipe 240.0000 0.12 -11.06 6.39 128.00 1.333 42 5.60 5.60 Sector Mount Ism 0.0000 1.48 0.00 0.00 128.00 1.333 42 3233 32.73 tnxTQwer Job Page FL West Midway, BU# 500642 27 of 44 Project Date FDHVelocilel 6521 Meridien Drive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Client Designed by Raleigh, North Carolina 27616 Phone: 9197551012 Crown Castle Erin Beaton FAX 9197551031 Description Aiming Weight Offset. Offset- z K. q° C✓Ic C/AC Azimuth Front Side ° K ft ft t Psf As 302-3] Sidemarker 0.0000 0.01 0.00 0.00 125.00 1.326 42 0.38 0.38 Sidemarker 0.0000 0.01 0.00 0.00 125.00 1.326 42 0.38 0.38 Sum 12.46 Weight: Discrete Appurtenance Pressures - Service c1.=0.85o" DescrOdon Aiming Azimuth ° Weight K Offset, Offset, z K q. Vsf CIAC Front fI2rr CtAc Side Beacon 240.0000 0.02 -3.00 1.73 251.00 1.536 12 2.00 2.00 Lightning Rod 240.0000 0.03 -3.00 1.73 247.00 1.531 12 0.20 0.20 Platform Extension 240.0000 020 -3.00 1.73 244.00 1.527 12 10.93 10.93 BSA-185040/12CF w/ 0.0000 0.04 0.00 -7.46 248.00 1.532 12 7.69 7.44 Mount Pipe BSA-]85065/12x2 w/ 120.0000 0.04 6.46 3.73 248.00 1.532 12 5.02 3.61 Mount Pipe BSA-]85065/12r2 w/ 240.0000 0.04 -6.46 3.73 248.00 1.532 12 5.02 3.61 Mount Pipe X7CQAP-645-VR0 W/ 0.0000 0.16 0.00 -7.46 248.00 1.532 12 24.15 16.34 Mount Pipe X7CQAP-645-VRO W/ 120.0000 0.16 6.46 3.73 248.00 1.532 12 24.15 16.34 Mount Pipe X7CQAP-645-VRO W/ 240.0000 0.16 -6.46 3.73 248.00 1.532 12 24.15 16.34 Mount Pipe ATSBT-TOP-FM 0.0000 0.00 0.00 -7.46 248.00 1.532 12 0.17 0.09 ATSBT-TOP-FM 120.0000 0.00 6A6 3.73 248.00 1.532 12 0.17 0.09 ATSBT-TOP-FM 240.0000 0.00 -6.46 3.73 248.00 1.532 12 0.17 0.09 DBC-7CAP 0.0000 0.01 0.00 -7.46 248.00 1.532 12 123 023 DBC-7CAP 120.0000 0.01 6.46 3.73 248.00 1.532 12 123 023 DBC-7CAP 240.0000 0.01 -6.46 3.73 248.00 1.532 12 1.23 0.23 Platform Motmt (LP 0.0000 1.50 0.00 0.00 245.00 1.528 12 36.21 36.21 101-1) Empty Mount Pipe 0.0000 0.03 0.00 -7.46 245.00 1.528 12 1.40 IAO Empty Mount Pipe 120.0000 0.03 6.46 3.73 245.00 1.528 12 1.40 IAA Empty Mount Pipe 240.0000 0.03 -6.46 3.73 245.00 1.529 12 1.40 1.40 ADFD1820-3333B-XD 0.0000 0.12 0.00 -7.46 223.00 1.498 12 21.62 9.95 M w/ Mount Pipe ADFD1820-3333B-XD 120.0000 0.12 6.46 3.73 223.00 IA98 12 21.62 8.95 M w/ Motmt Pipe ADFD1820-3333B-XD 240.0000 0.12 -6.46 3.73 223.00 IA98 12 21.62 8.85 M w/ Mount Pipe SBNHH-1D45Bw/ 0.0000 0.64 0.00 -7.46 223.00 IA98 12 11.40 6A7 Mount Pipe SBNHH-1D45Bw/ 120.0000 0.64 6.46 3.73 223.00 1.498 12 11.40 6A7 Mount Pipe SBNHH-1D45Bw/ 240.0000 0.64 -6.46 3.73 223.00 1.498 12 11.40 6A7 Mount Pipe FRLB 0.0000 0.06 0.00 -7.46 223.00 1.498 12 2.07 0.78 FRLB 120.0000 0.06 6.46 3.73 223.00 1.498 12 2.07 0.78 FRLB 240.0000 0.06 -6.46 3.73 223.00 1498 12 2.07 0.78 FRBE 0.0000 0.06 0.00 -7.46 223.00 1.498 12 3.30 0.98 FRBE 120.0000 0.06 6.46 3.73 223.00 1.498 12 3.30 0.98 FRB; 240.0000 0.06 -6.46 3.73 223.00 1.498 12 3.30 0.98 FRIG 0.0000 0.06 0.00 -7.46 223.00 1.498 12 2.39 0.97 FRIG 120.0000 0.06 6A6 3.73 223.00 1.498 12 2.39 0.97 FRIG 240.0000 0.06 -6.461 3.731 223.001 1 498 12 2.391 0.97 ttxTower Job Page FL West Midway, BU# 800642 28 of 44 Project Date FDHVelocitel 6521 Meridien Drive, Suite 107 16PTMJ 1400 11:49:28 09/15/16 Raleigh. North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.. 9197551031 Description Aiming Azimuth ° Weight K Offset, ft Offset, ft z ft K. q, Psftr CAAc Front CAAC Side DOB 0.0000 0.06 0.00 -7.46 223.00 1.498 12 3.30 0.98 FXFB 120.0000 0.06 6.46 3.73 223.00 1.498 12 3.30 0.98 FXFB 240.0000 0.06 -6.46 3.73 223.00 1.498 12 3.30 0.98 ASU9338TYPOI 0.0000 0.02 0.00 -7.46 223.00 1498 12 3.20 1.03 ASU9338TYPOI 120.0000 0.02 6.46 3.73 223.00 1.498 12 3.20 1.03 ASU9338TYPOI 240.0000 0.02 -6.46 3.73 223.00 1.498 12 320 1.03 Sector Momt[SM 0.0000 1.48 0.00 0.00 220.00 IA94 12 32.73 32.73 302-3] 80010723K w/Mount 0.0000 0.20 0.00 -8.62 201.00 1.466 11 22.32 17.25 Ape 80010723Kw/Mount 120.0000 0.20 7.46 4.31 201.00 1.466 11 22.32 17.25 Pipe 80010723Kw/Momt 240.0000 0.20 -7.46 4.31 201.00 IA66 11 22.32 17.25 Pipe EID819H-12UB 0.0000 0.04 0.00 -8.62 201.00 1A66 11 2.62 0.68 ETD819H-12UB 120.0000 0.04 7.46 4.31 201.00 1.466 11 2.62 0.68 E 13819H-12UB 240.0000 0.04 -7.46 4.31 201.00 1.466 11 2.62 0.68 RRUS-11 0.0000 0.12 0.00 -8.62 201.00 1.466 11 5.04 2.14 RRUS-11 120.0000 0.12 7A6 4.31 201.00 1.466 11 5.04 2.14 RRUS-11 240.0000 0.12 -7.46 4.31 201.00 1.466 11 5.04 2.14 TBC0020FIVI 0.0000 0.02 0.00 -8.62 201.00 1A66 11 1.02 0.74 TBC0020FIVI 120.0000 0.02 7A6 4.31 201.00 1.466 11 1.02 0.74 TBC0020FIVI 240.0000 0.02 -7.46 4.31 201.00 1.466 it 1.02 0.74 DC6-48-60-18-8F 120.0000 0.02 7.46 4.31 201.00 1A66 11 220 3.70 Sector Momt [SM 0.0000 1.78 0.00 0.00 200.00 1.464 11 36.69 36.69 508-3] APXVSPPI8-C w/ 0.0000 0.08 0.00 -12.78 128.00 1.333 10 8.26 6.95 Momt Pipe APXVSPP18-Cw/ 120.0000 0.08 11.06 6.39 128.00 1.333 10 8.26 6.95 Momt Pipe APXVSPP18-Cw/ 240.0000 0.08 -11.06 6.39 128.00 1.333 10 8.26 6.95 Momt Pipe PRUS-11800MHz 0.0000 0.05 0.00 -12.78 128.00 1.333 10 2.52 1.30 RRUS-11800MHz 120.0000 0.05 11.06 6.39 128.00 1.333 10 2.52 1.30 RRUS-11800MHz 240.0000 0.05 -11.06 6.39 128.00 1.333 10 2.52 1.30 800MHZ SMR FILTER 0.0000 0.02 0.00 -12.78 128.00 1.333 10 0.72 0.36 800MHZ SMR FILTER 120.0000 0.02 11.06 6.39 128.00 1.333 10 0.72 0.36 800MHZ SMR FILTER 240.0000 0.02 -11.06 6.39 128.00 1.333 10 0.72 0.36 ACU-A20-N 0.0000 0.00 0.00 -12.78 128.00 1.333 10 020 0.35 ACU-A20-N 120.0000 0.00 11.06 6.39 128.00 1.333 10 020 0.35 ACU-A20-N 240.0000 0.00 -11.06 6.39 128.00 1.333 10 020 0.35 RRUS 311325 0.0000 0.06 0.00 -12.78 128.00 1.333 10 1.62 1.28 RRUS 31 B25 120.0000 0.06 11.06 6.39 129.00 1.333 10 1.62 1.28 RRUS 31 B25 240.0000 0.06 -11.06 6.39 128.00 1.333 10 1.62 128 Empty Momt Pipe 0.0000 0.12 0.00 -12.78 128.00 1.333 10 5.60 5.60 Empty Momt Pipe 120.0000 0.12 11.06 6.39 128.00 1.333 10 5.60 5.60 EmptyMomt Pipe 240.0000 0.12 -11.06 6.39 128.00 1.333 10 5.60 5.60 Sector Momt[SM 0.0000 IAS 0.00 0.00 128.00 1.333 10 32.73 32.73 302-3] Sidemarker 0.0000 0.01 0.00 0.00 125.00 1.326 10 0.38 0.38 Sidemarker 0.0000 0.01 0.00 0.00 125.00 1.326 10 0.38 0.38 Sum 12.46 Weight., Force Totals tnxTower Job e Page FL West Midway, BU# 800642 29 of 44 Project Date FDH Velocitel 6521 Merldien Drive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX: 9197551031 Load Case Vertical Forces K Stan of Forces X K Stun of Forces Z K Som of Overturning Moments, M. ki- Stun of Overuaning Moments, M b Stan of Torques lo- Leg Weight 44.38 "s#,...v ? : `v-'." �25 ,.# +`. ai .,,,� Bracing Weight 2198 �c *� 4 _� s , si+: .' �aI Total Member Self -Weight 66 36 : �^- , y .y 42 47.04 Total Weight 92.83 25.42 Wind 0 deg -No Ice Wind 30 deg -No Ice -+ 0.02 39.65 -85.22 68.64 -11620.53 -9481.66 42.96 -5447.70 57.14 -30.67 Wind 60 deg -No ice 65.10 37.59 -5178.51 -8968.37 -L08 Wind 90 deg -No Ice ,t; � i a 76.89 -0.02 21.34 -10473.22 28.11 Wind 120 deg -No Ice 73.58 42.46 5769.29 -9911.74 56.29 Wind 150 deg -No Ice t 43.38 75.14 10245.28 -5854.53 66.96 Wind 180 deg -No Ice -0.02 80.93 11182.30 51.12 53.52 Wind 210 deg -No Ice '"`a -39.65 68.64 9532.49 5541.79 30.67 Wind 240 deg - No Ice t'' -68.82 39.73 5473.87 9485.99 1.13 Wind 270 deg - No Ice -76.89 0.02 29.49 10567.30 -28.11 Wind 300 deg - No Ice-69.87 -40.31 -5473.93 9582.29 -52.72 Wind 330 deg - No Ice 43.38 -75.14 -10194.45 5948.61 -66.96 Total Weight 92.83 `' _ =n 2542 47.04 WindOdeg- Service - o- U 0.01 -21.30 -2910.97 -0.42 -1429 Wind 30 deg - Service n,. x+`i 9.91 -17.16 -2376.25 -1373.09 -7.67 Wind 60 deg - Service, .-i .. 16.28 -9.40 -1300.46 -2253.25 -0.27 Wind 90 deg -Service '- 19.22 -0.01 -0.50 -2629.46 7.03 Wind 120 deg - Service - 18.40 10.62 1436.49 -2489.10 14.07 Wind 150 deg -Service yo„-T 10.85 18.79 2555.49 -1474.79 16.74 Wind 180 deg-Service -,-,p';j,q"�Sp .pa f"' -0.01 20.23 2789.74 1.62 13.38 Wind 210 deg - Service -9.91 17.16 2377.29 1374.29 7.67 Wind 240 deg - Service gti -: -17.20 9.93 1362.63 2360.34 0.28 Wind 270 deg - Service }es -19.22 0.01 1.541 2630.67 -703 Wind 300 deg - Service ' -17.47 -10.08 -1374.32 2394.41 -13.18 Wind 330 de -Service ,,.sum' -10.85 -18.79 -2554.45 1475.99 -16.74 -.Load,Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg -No Ice 3 0.9 Dead+1.6 Wind O 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 Ioc 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg -No Ice 10 1.2 Dead+1.6 Wind 120 deg- No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 12 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 12 Dead+1.6 Wind 180 deg - No Ice - - -- 15 0.9 Dead+1.6 Wind 180 deg -No Ice 16 1.2 Dead+1.6 Wind 210 deg -No Ice 17 0.9 Dead+1.6 Wind 210 deg -No Ice 18 12 Dead+1.6 Wind 240 deg -No Ice 19 0.9 Dead+1.6 Wind 240 deg -No Ice 20 12 Dead+1.6 Wind 270 deg -No Ice 21 0.9 Dead+1.6 Wind 270 deg -No Ice 22 12 Dead+1.6 Wind 300 deg -No Ice tnxTower Job Page FL West Midway, BU# 800642 30 of 44 Project Date FDHVelocirel 6521 Meridien Drive, Suite 107 16PTMJ 1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX'9197551031 Comb. Description No. 23 0.9 Dead+1.6 Wind 300 deg- No lce 24 1.2 Dead+1 6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg-Nolce 26 Dead+Wind0 deg -Service 27 Dead+Wind 30 deg -Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg- Service 31 Dead+Wind 150 deg- Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg- Service 34 Dead+Wind 240 deg- Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg- Service 37 Dead+Wind 330 deg - Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K ldp-ft Fip-ft Tl 245-240 Leg Max Tension 23 6.64 020 -0.02 Max Compression 18 -8.90 0.15 -0.08 Max Mx 10 2.32 0.32 -0.17 Max My 2 2.26 0.05 -0.43 Max. Vy 20 2.89 0.00 0.00 Max. Vx 2 2.89 0.00 0.00 Diagonal Max Tension 5 4.09 0.00 0.00 Max Compression 16 4.28 0.00 0.00 Max Mx 20 3.74 0.01 -0.00 Max My 16 4.24 0.00 -0.00 Max. Vy 20 -0.01 0.01 -0.00 Max Vx 16 0.00 0.01 -0.00 Top Girt Max Tension 10 1.47 0.00 0.00 Max Compression 7 -1.35 0.00 0.00 Max Mx 2 -0.64 .0.09 0.00 Max. Vy 2 -0.06 0.00 0.00 T2 240-220 Leg Max Tension 23 54.06 0.01 .0.01 Max Compression 18 -60.13 0.25 -0.14 Max Mx 10 -59.34 -0.27 .0.11 Max My 2 -59.03 -0.05 0.29 Max Vy 10 0.11 -0.27 -0.11 Max Vx 3 0.11 0.05 0.25 Diagonal Max Tension 4 7.24 0.00 0.00 Max Compression 16 -7.30 0.00 0.00 Max Mx 18 5.93 0.05 0.01 Max My 12 -629 -0.02 -0.01 Max. Vy 18 -0.02 0.05 0.01 Max Vx 12 0.00 0.04 -0.01 Top Gin Max Tension 2 0.15 0.00 0.00 - Max Compression 1 0.00 0.00 0.00 _ Max Mx 2 0.03 -0.09 0.00 Max Vy 2 -0.06 0.00 0.00 T3 220-200 Leg Max Tension 23 106.08 -6.42 0.11 Max Compression 18 -119.85 7.45 -0.07 Max Mx 18 -119.85 7.45 -0.07 Max My 20 4.30 -0.43 -11.38 Max Vy 6 -1.98 -0.23 -0.00 Max Vx 24 1.58 0.02 0.00 Mx over Job Page FL West Midway, BU# 800642 31 of 44 FDHVelocitel Project Date 6521 Mendien Drive, Suite 107 16PTMJ14OO 11:49:28 09/15/16 Client Designed by Raleigh, North Catalina 27616 Phone. 9197551012 Crown Castle Erin Beaton FAX 9197551031 Section Elevation Component Condition Gov. Axial Major Axis MinorAms No. fl Type Load Moment Moment Comb. K kip-ft kip ft Diagonal Max Tension 4 12.18 0.00 0.00 Max Compression 4 -12.12 0.00 0.00 Max Mx 18 9.58 0.15 -0.01 Max My 16 -10.64 -0.07 -0.03 Max. Vy 18 -0.04 0.15 -0.01 Max. Vx 16 0.01 0.00 0.00 Top Gut Max Tension 22 0.22 0.00 0.00 Max Compression 19 -0.19 0.00 0.00 Max Mx 2 0.13 -0.03 0.00 Max My 2 -0.17 0.00 0.00 Max Vy 2 0.02 0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 T4 200 -190 Leg Max Tension 23 172.96 -8.49 0.05 Max Compression 18 -194.22 8.92 0.01 Max Mx 22- 170.59 -9.17 0.18 Max My 24 -9.90 -0.25 12.31 Max. Vy 6 -2.25 -6.70 0.07 Max. Vx 4 -1.99 022 -3.90 Diagonal Max Tension 4 14.28 0.00 0.00 Max Compression 4 -14.28 0.00 0.00 Max Mx 18 11.59 0.13 -0.00 Max My 12 -7.10 -0.06 -0.01 Max Vy 18 -0.03 0.13 -0.00 Max. Vx 24 -0.00 0.00 0.00 T5 180-160 Leg Max Tension 23 239.48 -10.72 0.01 Max Compression 18 -266.99 13.49 -0.01 Max Mx 19 -263.96 13.54 -0.01 Max My 24 -12.26 -0.21 16.97 Max. Vy 10 -0.57 11.85 0.02 Max. Vx 24 -1.78 -0.21 16.97 Diagonal Max Tension 5 15.14 0.00 0.00 Max Compression 4 -15.46 0.00 0.00 Max Mx 22 8.88 0.22 -0.02 Max My 16 -13.73 -0.10 -0.04 Max Vy 22 0.05 0.22 -0.02 Max Vx 16 0.01 0.00 0.00 T6 160 - 140 Leg Max Tension 23 275.28 -13.35 0.41 Max Compression 18 -305.88 16.69 -0.02 Max Mx 22 271.73 -17.01 0.51 Max My 24 -13.55 -0.47 23.55 Max Vy 6 0.80 -17.00 0.02 Max Vx 24 -1.10 -0.47 23.55 Diagonal Max Tension 15 23.06 0.00 0.00 Max Compression 2 -25.11 0.00 0.00 Max Mx 18 14.05 0.83 0.02 Max My 2 -24.74 -0.25 0.10 Max Vy 18 -0.12 0.83 0.02 Max Vx 2 -0.01 0.00 0.00 17 140 - 120 Leg Max Tension 23 342.12 -16.89 0.50 Max Compression 18 -383.06 22.25 -0 00 Max Mx 18 -383.06 22.25 -0.00 Max My 24 -15.54 -0.47 23.55 Max Vy 6 1.73 -21.14- 0.01 - - Max Vx 24 1.74 -0.47 23.55 Diagonal Max Tension 4 25.17 0.00 0.00 Max Compression 4 -25.03 0.00 0.00 Max. Mx 18 21.45 0.83 0.07 Max My 24 21.87 0.68 0.10 Max Vy 18 -012 0.83 0.07 Max. Vx 24 -0.01 0.00 0.00 T8 120 -100 Leg Max Tension 23 399.01 -2121 0.43 WxTower Job Page 4 FL West Midway, BU# 800642 32 of 44 FDHVelocitel Project Date 6521 Meridien Drive, State 107 16PTMJ 1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.9197551031 Section Elevation Component Condition Crov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Max Compression 18 -447.19 15.45 0.01 Max Mx 18 -44525 22.25 -0.00 Max My 24 -20.75 -0.55 22.44 Max Vy 11 0.94 22.15 -0.40 Max Vx 24 -1.10 -0.55 22.44 Diagonal Max Tension 4 26.66 0.00 0.00 Max Compression 4 -27.24 0.00 0.00 Max Mx 18 19.63 0.79 -0.03 Max My 12 -18.73 -0.26 -0.06 Max Vy 18 -0.12 0.79 -0.03 Max Vx 12 0.01 0.00 0.00 T9 100 - 80 Leg Max Tension 23 462.44 -15.70 OA5 Max Compression 18 -519.46 20.60 0.00 Max Mx 18 -519.46 20.60 0.00 Max My 24 -22.18 -0.55 22.44 Max Vy 11 -0.86 20.46 -0.34 Max. Vx 24 1.12 -0.55 22.44 Diagonal Max Tension 4 27.72 0.00 0.00 Max Compression 4 -27.84 0.00 0.00 Max Mx 18 22.32 0.74 0.06 Max My 24 23.96 0.65 0.09 Max Vy 18 -0.12 0.74 0.06 Max Vx 24 -0.01 0.00 0.00 TIO 80-60 Leg Max Tension 23 521.17 -19.19 0.38 Max Compression 18 -586.87 17.86 0.00 Max Mx 18 -584.45 20.60 0.00 Max My 24 -27.68 -0.66 21.96 Max Vy 11 0.73 20.46 -0.34 Max Vx 24 -1.09 -0.66 21.96 Diagonal Mac Tension 4 28.27 0.00 0.00 Max Compression 4 -28.47 0.00 0.00 Max Mx 18 22.24 0.65 -0.05 Max My 24 24A7 0.59 0.07 Max. Vy 22 0.12 0.64 0.06 Max Vx 24 -0.01 0.00 0.00 Tll 60-40 Leg Max Tension 23 578.33 -18.19 0.39 Max Compassion 18 -652.93 20.85 0.00 Max Mx 18 -652.93 20.85 0.00 Max. My 24 -28.72 -0.66 21.96 Max Vy 10 -0.71 20.78 -0.19 Max Vx 24 1.25 -0.66 21.96 Diagonal Max Tension 4 29.46 0.00 0.00 Max Compression 4 -29.89 0.00 0.00 Max Mx 18 22.67 0.68 -0.05 Max My 12 -14.87 0.32 -0.07 Max Vy 22 0.13 0.67 0.06 Max Vx 24 -0.01 0.00 0.00 T12 40-20 Leg Max Tension 23 636.09 -18.91 0.24 Max Compression 18 -720.75 19.68 -0.00 Max Mx 22 627.05 -21.34 0.80 Max My 24 -35.02 -1.34 40.36 Max Vy 6 0.70 -21.34 0.01 Max Vx 24 -2.11 -1.34 40.36 Diagonal Max Tension 4 29.27 0.00 0.00 Max Compression 4 -29.08 0.00 0.00 Max Mx 22 1929 0.72 0.05 Max My 2 -24.93 0.02 0.09 Max. Vy 22 0.14 0.72 0.05 Max Vx 2 -0.01 0.00 0.00 T13 20 - 0 Leg Max Tension 23 686.49 -2I.00 0.78 Max Compression 18 -779.81 0.00 -0.00 WxTQwer Job Page FL West Midway, BU# 800642 33 of 44 Project Date FDHVelocitel 6521 MertaienDrive, State 107 - 16PTMJ14OO 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551011 Crown Castle Erin Beaton FAX: 9197551031 Section Elevation Component Condition Gov. Axial Major Ads MinarAxis No. fl Type Load Moment Moment Comb. K kiC jt kip-ft Max. Mx 22 678.47 -21.34 0.80 Max My 24 -35.74 -1.34 40.36 Max. Vy 6 -1.61 -21.34 0.01 Max. Vx 24 2.62 -1.34 40.36 Diagonal Max Tension 4 32.18 0.00 0.00 Max Compression 2 -33.36 0.00 0.00 Max. Mx 20 7.96 127 0.16 Max My 24 27.50 1.11 0.23 Max Vy 20 -021 127 0.16 Max. Vx 24 -0.02 0.00 0.00 - .... Maximum, Reactions Location Condition Gov. Vertical Horizontal, X Horitomal, Z Load K K K Leg C Max. Vert 18 815.75 76.74 -44.35 Max. H. 18 815.75 76.74 -44.35 Max. H, 5 -645.11 -60.09 39.73 Min. Vert 7 -713.87 -68.13 39.38 Min. H. 7 -713.87 -68.13 39.38 Min. H. 18 815.75 76.74 44.35 Leg Max. Vert 10 811.25 -77.60 42.61 Max. H. 23 -71643 69.02 37.89 Max. H, 23 -716.43 69.02 37.88 Min Vert 23 -716.43 69.02 37.89 Min. H. 10 811.25 -77.60 42.61 Min. H, 10 811.25 -77.60 42.61 Leg Max. Vert 2 81127 -1.93 88.51 Max. H, 21 26.64 5.73 2AI Max H, 2 811.27 -1.93 88.51 Min. Vert 15 -716.22 1.73 -78.71 Min. H. 8 36.14 -5.82 3.27 Min. H, 15 -716.22 1.73 -78.71 Tower Mast Reaction, Surhmary Load Vertical Shea ,. Shear. Overtnming Overhvning TON - Combination Moment, kK Moment, M. K K K kip-fl ki" bD-h Dead Only 92.83 -0.00 0.00 25.42 47.04 0.00 12 Dead+1.6 Wind 0 deg -No 11140 0.03 -137.77 -18771.88 49.93 -91A3 Ice 0.9 Dead+1.6 Wind 0 deg -No 83.55 0.03 -137.77 -18779.51 35.81 -91.43 Ice 1.2 Dead+1.6 Wind 30 deg -No 111.40 69.47 -120.26 -16327.91 -9397.36 49.08 Ice 0.9 Dead+1.6 Wind 30 deg -No 83.55 69A7 -120.26 -16335.44 -9411.48 49.08 Ice 12 Dead+1.6 Wind 60 deg -No 111.40 113.41 -65.48 -8985.09 -15562.14 -1.72 Ice 0.9 Dead+1.6 Wind 60 deg -No 83.55 113.41 -65.48 -8992.72 -15576.25 -1.72 Ice MxTower Job Page FL West Midway, BU# 800642 34 of 44 Project Date FDH Velocitel 6521 Meridien Drive, Suite 107 16PTMJ 1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Load Vertical Shear. Shear. Overturning Overturning Torque Combination Momeni, M. Moment M, K K K Idp-ft kip jt ki" 1.2 Dead+1.6 Wind 90 deg -No 111.40 138.89 -0.03 23.97 -18839.88 44.97 Ice 0.9 Dead+1.6 Wind 90 deg -No 83.55 138.89 -0.03 16.35 -18853.99 44.97 Ice 1.2 Dead+1.6 Wind 120 deg - 111.40 119.33 68.86 9426.04 -16233.28 90.06 No Ice 0.9 Dead+1.6 Wind 120 deg - 83.55 119.33 69.86 9418.41 -16247.39 90.06 No Ice L2 Dead+1.6 Wind 150 deg- 111.40 69.42 120.23 16382.29 -9386.06 107.14 No Ice 0.9 Dead+1.6 Wind 150 deg- 83.55 69.42 120.23 16374.66 -9400.17 107.14 No Ice 12 Dead+1.6 Wind 180 deg - 111.40 -0.03 130.90 18050.38 62.98 85.64 No Ice 0.9 Dead+1.6 Wind 180 deg - 93.55 -0.03 130.90 18042.76 48.86 85.64 No Ice 12 Dead+1.6 Wind 210 deg - 111.40 -69.47 120.26 16388.81 9510.26 49.08 No Ice 0.9 Dead+1.6 Wind 210 deg- 83.55 -69.47 120.26 16381.19 9496.15 49.08 No Ice 1.2 Dead+1.6 Wind 240 deg- 111.40 -119.36 68.91 9437.34 16352.70 1.81 No Ice 0.9 Dead+1.6 Wind 240 deg- 83.55 -119.36 68.91 9429.72 16338.59 1.81 No Ice 1.2 Dead+1.6 Wind 270 deg- 111.40 -138.89 0.03 37.02 18952.78 -44.97 No Ice 0.9 Dead+1.6 Wind 270 deg- 83.55 -138.89 0.03 29.40 18938.66 -44.97 No Ice 12 Dead+1.6 Wind 300 deg - 111.40 -113.38 -65.42 -8973.79 15669.51 -84.35 No Ice 0.9 Dead+1.6 Wind 300 deg- 83.55 -113.38 -65.42 -898L42 15654.40 -84.35 No fee 12 Dead+1.6 Wind 330 deg- 111.40 -69.42 -120.23 -16321.29 9499.96 -107.14 No Ice 0.9 Dead+1.6 Wind 330 deg- 83.55 -69.42 -120.23 -16328.91 9494.85 -107.14 No Ice Dead+Wind0 deg - Service 92.83 0.01 -21.53 -2912.46 46.02 -14.29 Dead+Wind 30 deg - Service 92.83 10.86 -18.79 -2530.57 -1430.12 -7.67 Dead+Wind 60 deg- Service 92.83 17.72 -10.23 -1383.27 -2393.36 -0.27 Dead+Wind 90 deg -Service 92.83 21.70 -0.01 24.40 -2905.51 7.03 Dead+Wind 120 deg - Service 92.83 18.65 10.76 1493.47 -2498.23 14.07 Dead+Wind 150 deg - Service 92.83 10.85 18.79 2580.38 -1428.35 , 16.74 Dead+Wind 180 deg - Service 92.83 -0.01 20.45 2941.02 48.06 13.38 Dead+Wind 210 deg - Service 92.83 -10.86 18.79 2581.40 1524.20 7.67 Dead+Wind 240 deg -Service 92.83 -18.65 10.77 1495.23 2593.33 0.28 Dead+Wind 270 deg -Service 92.83 -21.70 0.01 2644 2999.59 -7.03 Dead+Wind 300 deg - Service 92.83 -17.72 -10.22 -1381.50 2486.43 -13.18 Dead+Wind 330 deg -Service 92.83 -10.85 -18.79 -2529.55 1522.43 -I6.74 So1ution;S0mm4i Sum of4pphed Forces Scan of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -92.83 0.00 0.00 92.83 -0.00 0.000% 2 0.03 -111.40 -137.77 -0.03 111.40 137.77 0.000% 3 0.03 -83.55 -137.77 -0.03 83.55 137.77 0.000% 4 69.47 -111.40 -120.26 -69.47 111.40 120.26 0.000% R y y y y ; � I� d A d y w N r 0jj "' ° 3 NA O� W DNA TeeON AA O�Ir °p 0. ObbjN W y�bb�p b. bhp gyww. Rl OOOOOOOOOOONO O V°Ji �O V�i O�iO t�/�UPiO� T"NN � W J w W N N W W V b�� J� k NU bb O�O�J 0000000o a (� NNNNNNNNNNNNw; W�„ �wrW�r„w�w�r„w�w�w,rw fA lA 1A IA �'tl �C y W W C° W GO W W OJ W Di DJ U U U' U U U U o b N U oy Zy 4. b i1 0 k CC pp C'O �� �� N IJ IA N ,wV W W bb rrJ °ow �nA N°e to wN TJ U �� �r•= bbbbbb bbbbbO]"M"W"m"w"Di `� DJ"m"m^' m"W O o 0 0 0 0 0 0 0 0 cn O O O O.O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 'M ° Cam,' V0 N0ogogybrAJOWw N lWA b A b U U r O b J C° ; �.; CD' N b N O b U b T r W b W W LN j N N O W .br Q P W W Q �F ai 000000000000000000000000000000000 000000000000000000000000000000000 000000000000000000000000000000000 7 0000000000000000000000000a0000000 as e e e e ae a e e e e e e e e e e e e e e e e e e e o a o o a 1 A M ° R V ry� N rt Q O n � 0 r P � m 2 r n 0 � � d CD O ii 00 O O A N m a N N °D CC � N A� A 3 J a Wx ower Job Page ,( FL West Midway, BU# 800642 36 of 44 FDHVelocitel Prolect Date 6521 Mertdien Drive, Satre 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, Norte Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAY., 9197551031 ', -I', Critical Deflections and Radius of Curvature Service Wind Elevation Appurtenance Gov. Deflection Tilt 7Wtst Radncs of Load Carman" ft Comb. in ft 245.00 Beacon 34 6.233 0.2525 0.0238 369154 242.50 Platform Extension 34 6.099 0.2522 0.0238 369154 220.00 (2) ADFD1820-3333B-XDM w/ 34 4.922 02376 0.0209 52775 Mount Pipe 200.00 (2) 800 10723K w/ Moont Pipe 34 3.960 02101 0.0170 42423 128.00 APXVSPPI8-Cw/Mount Pipe 35 1.482 0.1125 0.0086 52859 125.00 Sidemalker 35 1.411 0.1093 0.0083 54433 Maximum Touter Deflections - D`esi�n Wind . . Section Elevation Hom. Gov. Till T ist No. Deflection Load ft in Comb. ° ° Tl 245-240 39.256 I8 1.5835 0.1524 T2 240 - 220 37.586 18 1.5791 0.1516 T3 220-200 31.025 18 1.4930 0.1339 T4 200 -190 24.975 18 1.3209 0.1088 T5 180 - 160 19.625 18 1.1526 0.0900 T6 160 -140 15.068 20 0.9521 0.0739 '17 140 -120 11.310 20 0.7898 0.0617 T8 120 -100 8.200 20 0.6539 0.0507 79 100 - 80 5.645 20 0.5123 0.0407 TIO 80 - 60 3.648 20 0.3937 0.0313 Tl 1 60 - 40 2.094 20 0.2934 0.0224 T12 40-20 0.956 20 0.1912 0.0138 T13 20-0 0236 20 0.0869 0.0058 Critical Deflections and Radius of Curvature_-.Desi"n Wind: Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature i Comb. in ° fl 245.00 Beacon 18 39.256 1.5835 0.1524 63693 242.50 Platform Extension 18 38.421 1.5818 0.1521 63693 220.00 (2) ADFD1820-3333B-XDM w/ 18 31.025 1.4930 0.1339 8611 Mount Pipe 200.00 (2)800 10723K w/Mount Pipe 18 24.975 1.3209 0.1088 6780 128.00 APXVSPPI8-C w/Mount Pipe 20 9.375 0.7083 0.0550 8407 125.00 Sidemarker 20 8.924 0.6881 0.0534 8657 Bolt Des n`Data WxTower Job Page FL West Midway, BU# 800642 37 of 44 FDH Velocitel Project Date 6521 Meridian Drive, Saite 107 16PTMJ14OO 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.- 9197551031 Section Elevation Conronent Boll Bolt Size Number M=imum Allowable Ratio Allowable Criteria No. Type Grade Of Loadper Load Load Ratio Jt in Bola Bah K A11a able K Tl 245 Leg A325N 0.8750 6 1.11 40.59 1 Bolt Tension 0.027 Diagonal A325N 0.6250 l 428 12.43 Bolt Shear 0.344 Top Girt A325N 0.6250 1 147 12.43 1 Bolt Shear 0.119 T2 240 Leg A325N 0.8750 6 9.01 40.59 ,K�t�."' 1 Bolt Tension 0,222 Y Diagonal A325N 0.6250 1 7.30 12.43 1 Bolt Shear 0.588 1/. Top Girt A325N 0.6250 1 0.15 12.43 1 Bolt Shear 0 012• T3 220 Leg A325N 0.7500 18 5.89 29.82 1 Bolt Tension 0.198 _l/,. Diagonal A325N 0.6250 2 6.09 12.24 1 Member Block 0498 Shear Top Girt A325N 0.6250 2 0.11 12.24 1 Member Block 0.009 Shear T4 200 Leg A325N 0.7500 18 9.61 29.82 1 Bolt Tension 0.322 Diagonal A325N 0.6250 2 7.14 12.24 1 Member Block 0.583 Shear T5 180 Leg A325N 0.8750 18 1330 40.59 4/ 1 Bolt Tension 0.328 Diagonal A325N 0.6250 2 7.73 12.43 1 Bolt Shear 0.622 ;% T6 160 Leg A325N 0.8750 18 15.29 40.59 1 Bolt Tension 0.377 6✓0' Diagonal A325N 0.7500 2 12.56 17.89 1 Bolt Shear 0.702 Y 77 140 Leg A325N 0.8750 18 19.01 40.59 1 Bolt Tension 0468 1/. Diagonal A325N 0.7500 2 12.59 17.89 1 Bolt Shear 0.703 T8 120 Leg A325N 0.8750 18 22.17 40.59 �i�j// 1 Bolt Tension 0.546 Y Diagonal A325N 0.7500 2 13.62 17.89 1 Bolt Shear 0.761 T9 100 Leg A325N 1.0000 18 25.69 53.01 1 Bolt Tension 0.485 Diagonal A325N 0.7500 2 13.92 17.89 f 1 Bolt Shear 0.778 TIO 80 Leg A325N L0000 18 28.95 53.01 1 Bolt Tension 0.546 - Diagonal A325N 0.7500 2 14.24 17.89 1 Bolt Shear 0.796 Tll 60 Leg A325N 1.0000 18 3113 53.01 1 Bolt Tension 0.606 Diagonal A325N 0.7500 2 14.94 17.89 1/ 1 Bolt Shear 0.835 Y...: T12 40 Leg A325N 1.1250 18 35.34 58.71 1 Bolt Tension >11, 0602. Diagonal A325N 0.7500 2 14.64 17.89 1 Bolt Shear 0.818 Yf' T13 20 Diagonal A325N 0.7500 2 16.68 17.89 1 Bolt Shear 0.932 Cori ression Checks ° , ,- ` Leg Design Data (Compression) Section Elevation Size L L. K17r A F. ¢P, Ratio No. P. jt jt fr in' K K hp tnxTower Job Page FL West Midway, BU# 800642 38 of 44 Project Date FDH Velocilel 6521 Meni ien Drive, Saite 107 16PTMJ 1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Section Elevation Size L h KI1r A P. Ratio Na. P. ft ft ft hit K K �P- TI 245-240 212 5.00 5.00 96.0 4.9087 -8.90 112.60 0.079' K=1.00 V. T2 240-220 212 20.00 5.00 96.0 4.9087 -60.13 112.60 0.534' K=1.00 T3 220-200 ISTLI.5x12x5/8 20.03 10.02 40.0 5.3014 -119.85 212.23 0.565' K=1.00 V T4 200-180 15TLI.75x11WIll 20.03 10.02 34.3 7.2158 -194.22 297.97 0.652' K=L00 V T5 180-160 15TL1.75xl2x5/8 20.03 10.02 34.3 72158 -266.99 297.97 0.896' K=1.00 V/ T6 160- 140 18TL2x5/8x3/4 20.03 20.03 48.0 9.4248 -305.88 362.90 0.843 ' K=1.00 V. T7 140- 120 187112.25x5/80/4 20.03 20.03 42.7 11.9282 -383.06 476.08 0.805 ' K=1.00 V/ T8 120- 100 1 STT2.25x5/8x3/4 20.03 20.03 42.7 11.9282 -447.19 476.08 0.9391 K=L00 V, T9 100-80 18TT2.5x5/8x3/4 20.03 20.03 38.4 14.7262 -519.46 603.04 0.861' K=1.00 V/ TIO 80- 60 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 -586.87 743.67 0.789 ' K=1.00 V/ Tll 60-40 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.9187 -652.93 743.67 0.878 ' K=1.00 V/ T12 40-20 18TL2.75x5/80/4 20.03 20.03 34.9 17.8187 -720.75 743.67 0.969' K=1.00 V/ T13 20 - 0 18TT3x3/4x7/8 20.03 20.03 32.5 212057 -779.81 895.57 0.871 ' K=1.00 V/ I P , / pP, controls Truss -Leg Diagonal Data Stress Section Elevation DiigonalSiee La Kl1r �P„ A V. No. ft ft K hit K K Ratio T3 220-200 0.5 1.68 137.2 238.57 0.1963 1.98 2.89 0.685 Y T4 200 - 180 0.5 1.67 136.1 324.71 0.1963 2.25 2.93 0.766 t✓ TS 190 - 160 0.5 1.67 136.1 324.71 0.1963 1.79 2.93 0.606 T6 160 - 140 0.625 2.40 156.9 430.59 0.3068 1.10 2.93 0.376 T7 140 - 120 0.625 2.39 156.2 544.96 0.3068 1.81 2.96 0.612 T8 120 - 100 0.625 2.39 1562 544.96 0.3068 1.11 2.96 0.375 T9 100 - 80 0.625 2.38 155.4 672.79 0.3068 1.12 2.98 0.376 TIO 80-60 0,625 2.37 154.7 914.08 0.3068 1.09 3.01 0.362 TI1 60-40 0.625 2.37 154.7 814.08 0.3068 1.26 3.01 0.419 WxTower Job Page FL West Midway, BU# 800642 39 of 44 Project Date FDX Velocitel 6521 Meridien Drive, State 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone. 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Section Elevation DiagonalSize Le Kl/r �P- A V. WV Stress No. ft ft K a,2 K K Ratio t/ T12 40-20 0.625 2.37 154.7 814.08 0.3068 2.11 3.01 0.702 T13 20-0 0.75 2.36 128.3 968.83 0.4418 2.62 6.30 OA16 Die` onal Design Data (Compression)_ Section Elevation Size L L. KUr A P. �P, Ratio No. P. ft ft ft tat K K �P. Tl 245-240 121/1x212x1/4 7.81 3.63 96.6 1.1900 4.28 25.73 0.166' K=1.09 1/ T2 240-220 L212x212xl/4 7.81 3.63 96.6 1.1900 -7.30 25.73 0.294' K=1.09 V T3 220-200 13x3x1/4 12.50 5.41 112.3 14400 -12.12 25.28 0.479' K=1.02 `/ T4 200-180 L3x3xl/4 13.80 6.14 123.4 1.4400 -14.28 21.35 0.669' K=0.99 V T5 180-160 L31/2012xIA 14.50 6.56 115.0 1.6900 -15.46 28.53 0.542' - K=1.01 T6 160-140 L5x5x3/8 23.86 11.23 132.4 3.6100 -25.11 46.56 0.539' K=0.97 `/ T7 140-120 L5x5x3/8 25.01 11.85 138.0 3.6100 -25.03 42.80 0.�58J5' K�.96 Y T8 120 - 100 L5x5x3/8 26.26 12.50 144.1 3.6100 -27.24 39.29 0.693 ' K41.95 T9 100 - 80 LSx5x3/8 27.59 13.19 150.5 3.6100 -27.94 36.02 0.773 ' K=0.94 `/ T10 80-60 L5x5x3/8 29.01 13.92 1572 3.6100 -28.47 33.02 0.862' K-0.93 V Tll 60-40 LSx5x3/8 30.49 14.67 164.1 3.6100 -29.89 30.28 0.987' K=0.92 T12 40-20 L5x5x3/8 32.02 15.45 171.3 3.6100 -29.08 27.79 1.0461 K=0.91 1( 4.8.1 (1.05 CR)- 152 T13 20-0 L6x6x7/16 33.61 16.25 153.5 5.0600 -33.36 48.53 0.687' K=0.94 `f 1 P / OP. controls Top Girt Design Data (Compression) Section Elevation Size L L. Kl/r A P. gyp„ Ratio No. P. ft ft ft in' K K V. Tl 245-240 L6x60/16 6.00 5.52 87.8 5.0600 -1.35 121.29 0.011' K=1.58 6/ tnxTower L Job Page FL West Midway, BU# 800642 40 of 44 FDH Velocitel Project Date 6521 Mendien Drrve, Sidle 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551011 Crown Castle Erin Beaton FAX., 9197551031 Section Elevation Size L L. KUr A P. �P Ratio No. P. ft ft ft in' K K 6p„ 'P. / �P. controls K=1.05 Tension,' Checks ' 'Leg Design Data {Tension) - t Ratio Section Elevation Size L L. KUr A P. �P. No. P. ft ft ft ir2 K K g. TI 245-240 212 5.00 5.00 96.0 4.9087 6.64 220.89 0.030' T2 240-220 212 20.00 5.00 96.0 4.9087 54.06 220.89 0.2�4/5' Y' T3 220-200 15TL1.5xl2x5/8 20.03 10.02 40.0 5.3014 106.08 238.57 0.445' T4 200 -180 15TL1.75x12x5/8 20.03 10.02 34.3 72158 172.96 324.71 0.5•3�3' Y' T5 180-160 15TLI.75x12x5/8 20.03 10.02 343 72158 239.48 324.71 0.738' Y= T6 160 - 140 18TL2x5/80/4 20.03 20.03 48.0 9.4248 27528 430.59 0.6391 Y T7 140-120 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.9282 342.12 544.96 0.62f8' t TS 120-100 18TL2.25x5/8x3/4 20.03 2003. 42.7 11.9282 399.01 544.96 0.7332' Y: T9 100-80 18TL2.5x5/8x3/4 2R03 20.03 38.4 14.7262 462.44 672.79 0.687' T10 80-60 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 521.17 814.08 0.6401 Tit 60-40 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 578.33 814.08 0.7/10' Y T12 40-20 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 636.09 814.08 0.•78811' Y T13 20-0 18TL3x3/4x7/8 20.03 20.03 32.5 21.2057 686.49 968.83 0.709' 1 P ,-/ OP;; controls - Truss -Le Dia oval Data- Section Elevation Diagonal Size Ln KUr P. A V. QV Stress No. ft ft K in K K Ratio WxTQwei Job Page FL West Midway, BU# 800642 41 of 44 FDHVelocitel Project Date 6521 Mer&.nDrive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.. 9197551031 T4 200 - 180 0.5 1.67 1361 324.71 0.1963 2.25 2.93 0.766 ♦V T5 180 - 160 0.5 1.67 136.1 324.71 0.1963 1.78 2.93 0.606 T6 160-140 0.625 2AO 156.9 430.59 03068 1.10 2.93 0�.3/76 Y' T7 140 - 120 0.625 2.39 1562 544.96 03068 1.81 2.96 0.612 Y' T8 120 - 100 0.625 2.39 1562 544.96 0.3068 1.11 2.96 0.375 79 100-80 0.625 2.38 155A 672.79 0.3068 1.12 2.98 0.376 T10 80 - 60 0.625 2.37 154.7 814.08 0.3068 1.09 3.01 0.362 Tl 1 60 - 40 0.625 2.37 154.7 814.08 0.3068 1.26 3.01 0.419 T12 40 - 20 0.625 2.37 154.7 814.08 0.3068 2.11 3.01 0.702 T13 20 - 0 0.75 2.36 128.3 968.83 0.4418 2.62 6.30 0.416 Y - Dia oval DesigmData, (Tension)' Section Elevation Sue L /~ Kl/r A P. �P, Ratio No. P. ft jt jt in' K K gyp„ Tl 245-240 L2 ItW 12xl/4 7.81 3.63 58.8 0.7519 4.09 36.80 0.1111' Y' T2 240-220 L212x2 Mxl/4 7.81 3.63 58.8 0.7519 7.24 36.80 0.197' Y' T3 220-200 L3x3xl/4 12.50 5.41 72.6 0.9394 12.18 45.98 0.2651 Y T4 200-180 L3x3xl/4 13.80 6.14 82.0 0.9394 14.28 45.98 0.310' V. T5 180-160 L31/2012xl/4 14.50 6.56 74.5 1.1269 15.14 55.16 0.275' Y' T6 160 - 140 1.5x5x3/8 23.86 11.23 88.3 2.4614 23.06 120.49 0.191 ' T7 140- 120 L5x5x3/8 25.01 11.85 93.0 2.4614 25.17 120.49 0.209 ' T8 120 - 100 L5x5x3/8 26.26 12.50 98.0 2.4614 26.66 120.49 0.221 ' T9 100-80 L5x5x3/8 27.59 13.19 103.3 2.4614 27.72 120.49 0.2301 TIO 80-60 L5x5x3/8 29.01 13.92 109.9 2.4614 28.27 120.49 0.235' 6/ T11 60-40 L5x5x3/8 30.49 14.67 114.7 2.4614 29A6 120.49 0.245' Y T12 40-20 L5x5x3/8 32.02 15.45 120.7 2.4614 2927 120.49 0.243' O N m L a y� O N 1 m c C O N A m 9 C .0 _rn W 0 0 d m 0 a m U v a o I U N J LL m m c m m a � o � N `d Q V a h b C i d d o 0 N N op Q m O Q N O O „y T V m T O W. C ry N N b YI N N a O H b b b 3 r V K 0yy1 x x X ro 6 V N 7 O W N U 4 9 � C m z 2] 2I L t] r ,n oo v,b b zaC 9 g1 �Op rbh�OQ oo ao l� W `O V NriN eo oo O�eO y'N ooQ O.b vIN VIC v, b bryaaaoo bb`O v� n n N min cc ' P�b n n0 QQQO,� � N 00 6 b N ^ N N N T Q Q b n n n W N N N N N Q Q T OJ b P b n m f^ a\ W O.. QCO an W N O q' O VI VnI b O W n� W N O�y h N Q V1 V1 N Y w � vmf m QOQO00 ` ` Q CC%XX�'X %'Q XX%�N� ryry\ tX kc `�i vX� F•+] ,cc,.yy.!! t�t,Jyyi t�.yi �ty.I ��.y.I FJ�+ MUM A A L1 C5q G 4 G yOy ry Ory O O O O O o O po O N ryO o 0 o O O >G> y� V l O O O O O o 0$ 0 0 0 N vy l O 0 o O O N ryo U C 9 G FFFFF C Ff F C � WxTQwer Job Page FL West Midway, BU# 800642 43 of 44 Project Date FDHVelocitel 6521 Mertaien Drive, State 107 16PTMJ 1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Section Elevation Component Size Critical P opa- % Pass No. ft Type Element K K Capacity Fail 70.3 (6) T8 120-100 Diagonal L5x5x3/9 116 -27.24 39.29 69.3 Pass 76.1 (b) T9 100 - 80 Diagonal L5x5x3/8 125 -27.94 36.02 77.3 Pass 77.8 (b) T10 80-60 Diagonal L5x5x3/8 134 -28.47 33.02 86.2 Pass Tl l 60 - 40 Diagonal L5x5x3/8 143 -29.89 30.28 98.7 Pass T12 40-20 Diagonal Mx5x3/8 152 -29.08 27.79 104.6 Fail T13 20-0 Diagonal L6x6x7/l6 161 -33.36 48.53 68.7 Pass 93.2 (b) Tl 245-240 Top Girt L6x6x7/16 5 -1.35 121.28 1.1 Pass 11.9 (b) T2 240-220 Top Girt L6x6x7/16 17 0.14 173.72 0.1 Pass 1.2 (b) T3 220-200 Top Girt L3x3xl/4 47 -0.19 24.53 0.8 Pass 0.9 (b) Summary Leg (T12) 96.9 Pass Diagonal 104.6 Fail (T12) Top Girt 11.9 Pass (TO Bolt Checks 93.2 Pass RATING= 104.6 PASS Element Map Section No. Section Elevation ft Component Type Element List T1 245.00-240.00 Leg 1-3 Diagonal 7-12 Top Girt 4-6 T2 240.00-220.00 Leg 13-15 Diagonal 19-42 Top Girt 16-18 T3 220.00-200.00 Leg 4345 Diagonal 49-60 Top Girt 4648 T4 200.00-180.00 Leg 61-63 Diagonal 64-75 T5 1S0.00-160.00 Leg 76-78 Diagonal 79-90 T6 160.00440.00 Leg 91-93 Diagonal 94-99 T7 140.00-120.00 Leg 100-102 Diagonal 103-108 T8 120.00-100.00 Leg 109-111 Diagonal 112-117 T9 100.00-80.00 Leg 118-120 Diagonal 121-126 T10 80.00-60.00 Leg 127-129 Diagonal 130-135 Tll 60.0040.00 Leg 136-138 Diagonal 139-144 T12 40.00-20.00 Leg 145-147 Diagonal 148-153 WxTower Job Page FL West Midway, BU# 800642 44 of 44 FDHVelocitel Project Date 6521 Meridien Drive, Sidle 107 16PTMJ 140O 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Section Section Component Element List No. Elevation Type T13 20.00-0.00 Leg 154-156 Diagonal 157-162 Total number of elements: 162 Progr Version 7.0.5.1 - 2112016 Filet/fdh-w"er/Projmts/2016 Effective - Client Jobs/CROVMC_Cr Castle USA Inc/FU800642-FL WEST MIDWAY/16PTMJ1400-STASOO_VZW/AO/Analysis/ReportedTow r/800642, West Midw y.eri 245 Ft Self Support Tower Structural Analysis Project Number 16PTMJ1400, Application 357337, Revision 0 APPENDIX B BASE LEVEL DRAWING September 15, 2016 CC/ BU No 800642 Page 9 tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 16PTMJ1400, Application 357337, Revision 0 om1-1/) �u 31W M zoo2. R Iz) L•' m zoo n (1) T1 i) :/ ir zo z.= 141 i�N=NIED) September 15, 2016 CCI BU No 800642 Page 10 tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 16PTMJ1400, Application 357337, Revision 0 APPENDIX C ADDITIONAL CALCULATIONS September 15, 2016 M BU No 800642 Page 11 tnxTower Report - version 7.0.5.1 Anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Site Data BU#: 800642 Site Name: I FL WEST MIDWAY App[ Anchor Rod Data Qty: 61 Diam: . 2 -.: in Rod Material: ` "Other Strength (Fu): 105 ksi Yield (Fy): 81 1 ksi Rod Circle: e: Iin `#ofRods.. Mu= Pu x e: ft-kips 'Enter rod circle, offset (a) and number of anchor rods at the extreme fiber to consider if eccentric load due to leg reinforcement exists. bpi AA9 �6 ScCTiO`f AA SECTION S-9 Detail Type.(a) Detail Type. (b) j�Zso�9P 70 ,.C111VFa%�f crour cz gab-,.. SECTION C-C 'S=CTiON b-D Detail Type (c) D'etail Type (d; ,7?-e.T5 Ssea Neste Tbelowl Figure 4-4 of TIA-222-G Reactions Eta Factor, q 0.55'` - I Detail Type Uplift, Pu: , 716.- kips Shear, Vu: ' 79 r '. kips ar = In Mu = 0.65`la,`Vu ft-kips Anchor Rod Results: Max Rod (Cu+ Vu/tl): 143.3 Kips Allowable Axial, cD`Fu`Anet: 210.0 Kips Anchor Rod Stress Ratio: 68.2% If Applicable; Anchor Rod Results with Bending Considered: When the clear distance from the top of concrete to the bottom of level nut excceeds 1.0 times the diameter of the anchorrod, the following interaction equation shall also be satisfied (see Figure," of Rev. G): (VAR j+ I(PJf Rj + (MJ/ Rn.))2 < = 1 ORa�=Re0*•.*A..t=jkips 0Rrrt=��FusAnet= Kips OR„m4*FyZ= ft-kips Maximum Acceptable Ratio: 105 - % Governing Stress Ratio: 68.2% Pass CCI SST Anchor Rod Check-TIA G-Rev 5 2.2.12 CO Foundation Toot Suite -SS Drilled Pier MM IMIC814M - Pititse 1-2 Date: 9/15/2016 BU: 800642 Site Name: FILWFSTMtDAIVAY Apphumber. Work Order. SeV-Support Drilled Pier Input 71AR—i.kin: G AO 31B R 2008 Seism, A Compression BIG kip. Compression Shear 89 kips Uplift 716 kips Uplift Shear 79 kips Milt Moment 0 k-ft S.11ir,F.n,. 0 kips ;f��L-C ','-I Pier Diameter 6 It Ed- .1—egrade: 09 ft Depth W.. rade: 50 ft Bell Diameter. ft Bell Arde; de, -MFr NumborofHelian 26 Rthat-5ne: 9 T,eSite 4 Relaar ternile strength: BID ksi Concrete stmer,,rdi: ecco Pa Ultimate Concrete Strain O.M3 kifin akenrC rto`ries: 23 in v.i% �Pcc 'i,unn, lultin-ti uharet. intimate llddne F., UnftWichilint Coh Anefie UPIhSkiA i:,na sk." Bearing' sn-N. 2 4 its a 31 '01252 " 12 25 11 2 no a 30 S­ -- ---1-- - • 4 6 6.6 - . mo- 3- —5 29 mm $3- -'17 �M --- --- 'BM'..0...'affi, - -0.64-, izi 7 S a M 121� 36 11 -ii 15 ...... --.— 28 I— A3� -i7 �21- ?l5, 9 5 43 a 220 0 33 1.3 M 27 i- 10----- 2-- tLiS -0 -- - ---- - ---- ---------- -------- ---- - --- fimallrsisRiew Sail Adel Qpn,ft, cmtew.i,ftt! � - -�, " , Slam Frhman: "16 im, sni,nana: kips 'Uplift 6pedt, (k). 4,Tn, 89).6 W, 7160 ki, BATING , 79-Tho Slan Fritilan-lik): IODLB kips. lind Eearin, (k): 718.9 kipsU.P. capaefty III. 4r,: InI-5'Ikipt jk�- (L 816,0 kips CROWN CASTLE 0.3301(­—­' fid6a-spao- Spa drig amored D.Jeleffine'-wire-d- -UA' 42.8-6K----­` Page 1 of 1 '1: VELOCITEL NOVATI [IN PDX Vetotl 1-02I6 dtl nOM.RaQ%h. NC37616—Ph. 919,755.1413—P091A755=31 e. . ` Project Numbers ..,. '16PTM11400, Site NameC; "_', L:WESTWIDWAYXC18006 - site ID: ' P'800(542 " ` - Code ANSI/TIA-222-G ,Water Table Depth(ft) '6'- CaissonDiameterlft) ,.6i " Caisson Length.(ft) ` "50.8L Ext. Above Grade (it) -: - 0.9 '- Frost Depth(@) 10.00 - Neglected Depth jft):; 1061, -- Total O of Soil Layers ,` s,. 10 Baring Log 1 ' Foundetlon Type "'. SelfSupportCasson eha9k dpu4prtW Sr4 R. 4R Version 1.2 I17ae DaM 812412016 R :Momentr,m9.. •`3,24%0,,? k-ft Compression ' f816 + k Momentt_,n ,-$97.75 Tension ,-.716'=:'....,., k' Soil Parameters Geotechnical Investigation for ++ (Layer nkt per Thickness ,� a(k) UnILWe�igh4 x {o :. x phi Anne` ;i�) `,a7� Ca�iealon „; �I Soil I' s 5a�1 PA I 3 rote: If ,,+.63`�7x Parameters Top of Layer eft) LPILE ; Bottom of + Le er '„t R)�'th�;��) INPUT phi An{le s t.t'IPSW Cahesfon s _ .. _, EOective Unit Wel{ht` .I G..� sr= ,.+ 3- '105' neglect IneBled '_ Sand (Reese) =- 0.8 3.8, :0.001 - ' 105, ' 2 '1 ` 115- 31 'Sand (Reese) - .. 3.8, 4.8 .31 0 .115 . _.- 3 21.'.,' -110, 30 d Sand (Reese) ':4.8: '., '6.6' '30 0. - 110, ' 4, =-i- 6�x.' Sfl0 ,0:, `_1900 Mod>SN(fTiaywltnout Free Water- 68.! F ==12.8 -- 0 r..-800 L=m=47.6• 5 '' ' 5 . 120, 1. .` 29" -" :Sand(Reese) 12.8, 117.8 29 "-0 -47.6 .." ' 6 •'6-: 110.' .. 0 -. ,.800 Mod. Stiff Clay without Free Water 17.8, _23.8.. 0 800 -47.6. 7 5. 125 "„ 36 -: - Send (Reese) ... - .. 23.8 .: .. 28.8 36 -0 62.6' - '8-,-` 15 130 i,+fC 38 .'Sand (Reese) ,;.- -28,8: -S 43.8 98 =0: 67.6 9 ^�. ` ._: :' S5 - 120 s"'33 ,� 'Sand(Reese) ti 43.8, 48.8'' `33' 0 x ;;57.6 10 2 J," : ` -,125 :: 36 - _ Sand (Reese) ... . 48.8 50.8 4 _ 36 0' , 62.6 Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data BU#: 800642 Site Name: App #: Loads Already Factored For M (VJL) For P (DL) _ <—Disregard <—Disregard 1.3 Pier Pier Diameter =oft Concrete Area = 4071.5 in Clear Cover to Tie= 2.9 In Hord. Tie Bar Size=l 4 Vert. Cage Diameter = 5.34 ft Vert. Cage Diameter = 64.07 in Vertical Bar Size =0 Bar Diameter = 1.13 in Bar Area= 1 in Number of Bars = 26 As Total= 26 in A s/ Aconc, Rho: 0.0064 0.64% ACI 10.5. ACI 21.10.4, and IBC 1810. Min As for Flexural. Tension Controlled. Shafts: (3)`(Sq rt(f c)/Fy. 0.0032 200 / Fy: 0.0033 Minimum Rho Check: Actual Req'd Min. Rho: 0.33% Flexural Provided Rho:j 0.64% OK Ref. Shaft Max Axial Capacities, d' Max(Pn orTn): Max Pu = ((p=0.65) Pn. Pn per ACI 318 (10-2) 7963.65 1kips at Mu=(4)=0.65)Mn= 4160.22 Ift-kips MaxTu,((p=0.9)Tn=j 1404 Ikips at Mu=¢=(0.90)Mn= 0.00 Ift-kips Maximum Shaft Superimposed Forces TIA Revision: Max Factored Shaft Mu: Max. Factored Shaft Pu:1 Max Axial Force Type: G ft-kips (• Note) kips 1245.8 816 . Comp. Note: Max Shaft Superimposed Moment does not necessarily equal to the shaft top reaction moment Load Factor I Shaft Factored Loads 1.00 Mu: Pu: 1245.8 ft-kips kips 1.00 816 Material Properties Concrete Comp. strength, f c = __ 4000 Ipsi Reinforcement yield strength, Fy =1 60 Iksi Reinforcing Modulus of Elasticity, E = 29000 ksi Reinforcement yield strain = 0.00207 Limiting compressive strain ACI 318 Code Select Analysis ACI Code= , 2008 Seismic Properties Seismic Design Category = 0 Seismic Risk = Low Solve <- Press Upon Completing All Input (Run) Results: Governing Orientation Case: 2 Case 1 Mu Case 2✓' Dist. From Edge to Neutral Axis: 16.07 in Extreme Steel Strain, Et: 0.0105 ct> 0.0050, Tension Controlled Reduction Factor,cp: 0.900 Output Note: Negative Pu=Tension For Axial Compression, cp Pn = Pu: 816.00 kips Drilled Shaft Moment Capacity, WMn: 5194.89 ft-kips Drilled Shaft Superimposed Mu: 1245.80 ft-kips (Mu/(pMn, Drilled Shaft Flexure CSR: Drilled -Shaft -Moment -Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 9/15/2016 Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data BU#: 800642 Site Name: App #: Loads Already Factored ForM(WL) For P (DL) <—Disregard <—Disregard 1:3 Pier Diameter =©ft Concrete Area= 4071.5 in Clear Cover to Tie= 2.9 in Horiz. Tie Bar Size= 4 Vert. Cage Diameter = 6.34 ft Vert. Cage Diameter = 64.07 in Vertical Bar Size =0_ Bar Diameter = 1.13 in Bar Area= 1 in Number of Bars = 26 As Total= 26 in A s/ ACI 10.5 , ACI 21.10.4, and IBC 1810. Min As for Flexural. Tension Controlled. Shafts: (3)'(S q rt(f c)/Fy: 0.0032 200 / Fy: 0.0033 Minimum Rho Check: Actual Req'd Min. Rho: 0.33°/n Flexural Provided Rho: 0.64 o OK Ref. Shaft Max Axial Capacities, m Max(Pn or Tn): Max Pu = (q)=0.65) Pn. Pn per ACI 318 (10-2) 7963.65 1 kips at Mu=(4)=0.65)Mn= 4160.22 ft-kips MaxTu,(cp=0.9)Tn=j 1404 kips at Mu=¢=(0.90)Mn= 0.00 Ift-kips Maximum Shaft Superimposed Forces TIA Revision: Max. Factored Shaft Mu: Max. Factored Shaft Pu: Max Axial Force Type: G ft-kips (' Note) kips 837.75 716 Tension Note: Max Shaft SuperimposedMoment does not necessarily equal to the shaft top reaction moment Load Factor Shaft Factored Loads 1.00 Mu: Pu: 37 8.75 ft-kips kips 1.00 716 Material Properties Concrete Comp. strength, fc = 1 4000 psi Reinforcement yield strength,Fy- 60 Iksi Reinforcing Modulus of Elasticity, E = 29000 ksi Reinforcement yield strain = 0.00207 Limiting compressive strain = - 0003 ACI 318 Code Select Analysis ACI Code= " `2008 " Seismic Properties Seismic Design Category =0 Seismic Risk = Low Solve <— Press Upon Completing All Input (Run) Results: Governing Orientation Case: 1 Mu Case 1 Case 2 Dist. From Edge to Neutral Axis: 6.15 in Extreme Steel Strain, Et: 0.0302 et> 0.0050, Tension Controlled Reduction Factor,q): 0.900 Output Note: Negative Pu=Tension For Axial Compression, W Pn = Pu:-716.00 kips Drilled Shaft Moment Capacity, WMn: 1833.16 ft-kips Drilled Shaft Superimposed Mu: 837.75 ft-kips (Mu/(pMn, Drilled Shaft Flexure CSR: Drilled -Shaft -Moment -Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 9/16/2016 �u •- J PY I • FILE �ECE JVCc 0-V [--00 TEL _ - Date: September 15, 201E ENGINEERING INNOVATION Angela Hams MARO ^ 9 201, Velocitel, Inc., d.b.a FDH Velocitel Crown Castle PERMITTING 6521 Meridien Drive, Suite 107 12725 Moms Road Extension Suite 400 St. Lucie County, FL Raleigh, North Carolina 27 fj,ANNE® Alpharetta, GA 30004 9197551012 l° Subject: Structural Analysis Report BY St. Lucie Countv Carrier Designation: Verizon Wireless Co -Locate Carrier Site Number. 69032 Carrier Site Name: WEST MIDWAY Crown Castle Designation: Crown Castle BU Number: 800642 Crown Castle Site Name: FL WEST MIDWAY CCI 800642 Crown Castle JDE Job Number. 392793 Crown Castle Work Order Number: 1296175 Crown Castle Application Number: 357337 Rev. 0 Engineering Firm Designation: FDH Velocitel Project Number: 16PTMJ1400 Site Data: 16800 Okeechobee Road, FORT PIERCE, St Lucie County, FL Latitude 27' 22' 53.3", Longitude -80' 29' 48.4" 245 Foot - Self Support Tower Dear Angela Hams, FDH Velocitel 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 945749, in accordance with application 357337, 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: LC5: Existing + Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and edsting 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 155 mph converted to a nominal 3-second gust wind speed of 120 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 and Risk Category 11 were used in this analysis. We at FDH Velocitel 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. Respectfully submitted by. Reviewed by: �>tt A11ee ° No 62750 �e< Erin Beaton Dennis Abel, PE = o Project Engineer I Director of Structural En ineerin � V " FL PE License No. 62750 g 00...A% OF :�eU Velocitel, Inc. COA 28282 6 i�,�S • O R t O p N���o NA;tnxTowerReport - version 7.0.5.1 September 15, 2016 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 16PTMJ1400, Application 357337, Revision 0 Page 2 ' TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 - Tower Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 16PTMJ1400, Application 357337, Revision 0 1) INTRODUCTION September 15, 2016 CCI BU No 800642 Page 3 This tower is a 245 ft Self Support tower designed by TRYLON TSF in December of 1999. The tower was originally designed for a wind speed of 110 mph per TIA/EIA-222-F. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standard for Antenna Supporting Structures and Antennas using a 3-second gust wind speed of 120 mph with no ice, 30 mph with 0 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Information Center Number Number :Feed Mounting Line Antenna Level (ft). Elevation of Manufacturer Antenna Model of Feed Line Note Antennas Lines Size (in) (ft) ' 3 commscope ATSBT-TOP-FM 6 css DBC-7CAP ! 245.0 248.0 1 1-1/4 jma wireless X7CQAP-645-VRO i6 W/ Mount Pipe Table 2 - Existing Antenna and Cable Information Mounting Level (ft) Center Line Elevation _ (ft) _ Number Of Antennas Antenna Manufacturer - Antenna Model _- Number offeed Lines +Feed Line Size (in) Note 1 ante] BSA-185040/12CF w/ Mount Pipe 2 1 ante] BSA-185065/12x2 w/ Mount Pipe 2 245.0 248.0 2 css 1 X7C-FRO-640-4 w/ Mount Pipe css X7-665-4 w/ Mount Pipe j I (�1 I 2 ante] BSA-185065/12x2 w/ Mount Pipe 1 ante] BSA-185040/12CF w/ Mount Pipe j T121-518 1 245.0 1 _ crown mounts Platform Mount (LP 101-1) 6 andrew ADFD1820-3333B-XDM w/ Mount Pipe 3 I commscope wB Mount Pipe 3 nokia FRIE 220.0 223.0 3 1-1/4 1 3 nokia FRIG 3 nokia ( FRLB 3 nokia FXFB 3 raycap ASU9338TYP0l 220.0 1 crown mounts Sector Mount [SM 302-31 tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 16PTMJ1400, Application 357337, Revision 0 September 15, 2016 CCI BU No 800642 Page 4 Mounting Level (ft) Center Line Elevation (ft)'. Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 6 kathrein 800 10723K w/ Mount Pipe 6 ericsson RRUS-11 200.0 201.0 2 12 8 3/ 1-5/8 1 6 andrew ETD819H-12UB 6 triasx TBC0020F1V1 1 raycap DC6-48-60-18-8F 1 200.0 1 crown mounts Sector Mount [SM 508-3] 3 rfs celwave APXVSPP18-C w/ Mount Pipe 3 ericsson 80OMHZ SMR FILTER 128.0 128.0 3 1-3/16 1 3 edcsson RRUS 31 B25 3 ericsson RRUS-11800MHz 9 rfs celwave ACU-A20-N 1 1 crown mounts I Sector Mount [SM 302-3] Notes: 1) Existing Equipment 2) Basting Equipment to be Removed, not considered in this analysis Table 3 - Design Antenna and Cable Information Mounting Center Line Number Antenna Number, Feed Level (ft) Elevation of Manufacturer Antenna Model . , of Feed , Line (ft) Antennas Lines Size (in) 250 250 12 swedcom ALP9212N [ 12 ( 1-5/8 230 230 112 swedcom ALP9212N 12 1-5/8 �210 210 r I 12 T swedcom ALP9212N T 12 1-5/8 190 F 190 12 swedcom ALP9212N 12 1-5/8 tnxTower Report - version 7.0.5.1 September 15, 2016 245 Ft SellSupport Tower Structural Analysis CCI BU No 800642 Project Number 16PTMJ1400, Application 357337, Revision 0 Page 5 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source j 4-GEOTECHNICAL REPORTS (Professional Service Industries, INC. 369766 ' CCISITES 4-TOWER FOUNDATION Morrison Hershfield Corp. DRAWINGS/DESIGN/SPECS (Mapping) 2293716 CCISITES 4-TOWER MANUFACTURER Trylon - TSF 366603 CCISITES DRAWINGS I 3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. FDH Velocitel should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 7.0.5.1 September 15, 2016 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 16PTMJ1400, Application 357337, Revision 0 Page 6 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Section -Elevation Component Type Size Critical' P(K) SF•P allow % _ Pass./'Fail No. .(ft): Element (K) Capacity .. I T1 245-240 ' Leg I 21/2 ( 1 -6.90 112.60 7.9 ( Passe I T2 240-220 Leg 21/2 13 -60.13 112.60 53.4 Pass { T3 220-200 Leg 15TL1.5x1/2x5/8 I 43 1 -85.65 1 212.23 1 68.5 1 Pass T4 200-180 Leg 15TL1.75x1/2x5/8 1 61 -157.41 1 297.97 1 76.6 1 Pass 1�T5 180-160 Leg 6 F7 9 297 Pass I T6 160 - 140 Leg 18TL2x5/8x3/4 1 91 -305.88 1 362.90 84.3 _ Pass T7 140 - 120 Leg 18TL2.25x5/Bx3/4 100 -383.06 476.08 1 80.5 1 Pass T8 120 - 100 Leg 18TL2.25x5/8x3/4 1 109 f 447.19 1 476.08 93.9 Pass T9 100 - 80 v� Leg 18TL2.5x5/8x3/4 1 118 -519.46 1 603.04 86.1 Pass T10 80 - 60 Leg 18TL2.75x5/8x3/4 127 -586.87 1 743.67 78.9 Pass T11 60-40 Leg 18TL2.75x518x3/4 136 -652.93 1 743.67 87.8 Pass I T12 40- 20 Leg 18TL2.75x5/8x3l4 145 -720.75 743.67 1 96.9 Pass T13 2020 F Leg 18TL3x3/4x7/8 154 -779.81 895.57 87.1 Pass T1 245-240 Diagonal L2112x21l2x1l4 12 -4. 25. 73 16.6 Pam 7 34.4(b) T2� 240-220 Diagonal L2112x21/2x114 24 -7. 30 25. 73 1 Pass 528.4 8.8(b) T3 220-200 Diagonal L3x3xl/4 53 -12.12 25.28 47.9 Pass 49.8 (b) i T4 200-180 Diagonal L3x3xl/4 68 -14.28 21.35 66.9 Pass T5 180-160 I Diagonal L31/2x3 l/2x1/4 89 -15.46 28.53 54.2 Pass 62.2 (b) T6 160 - 140 Diagonal L5x5x316 98 -25.11 46.56 53.9 Pass � T7 -_I--- { 42.80 Pass -- i I 140-120 I( Diagonal- L5x5x3/8--- 1 17585 0.3 T8 120 - 100 Diagonal L5x5x318 116 -27.24 39.29 69.3 Pass T9 100-80 Diagonal L5x5x3/8 125 -27.84 1 36.02 Pass 7777. .83 (b) T10 1 80-60 Diagonal L5x5x3/8 134 -28.47 33.02 86.2 Pass FIFT11 f-60-40.-Diagonal -��LSx5x318 1 143 29.89 30.28 98.7 Pass T12 40-20 Diagonal L5x5x3la 152 -29.08 27.79 104.6 Pass' T13 20-0 Diagonal L6x6x7/16 161 -33.36 1 48.53 Pass 9368.7 j 5 -1.35 121. 28 Pass i T1 245-240 Top Girt L6x6x7l16 111.1 9(b) 17 0.14 173.72 0.1 Pass T2 240-220 Top Girt L6x6x7/16 1.2 (b) T3 220-200 Top Girt L3x3xl/4 47 -0.19 24.53 0.8 Pass i 0.9 (b) Summary Leg (T12) 96.9 Pass Diagonal(T12) 104.6 1 Passe I F--T-Frop Girt (r1) 1 11.9 1 Pass Bolt Checks 93.2 Pass { RATING = 104.6 Pass' tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 16PTMJ1400, Application 357337, Revision 0 Table 6 - Tower Component Stresses vs. Capacity — LC5 September 15, 2016 CCI BU No 800642 Page 7 Notes Component Elevation (ft) %'Capacity, Pass / Fail 1 Anchor Rods 0 68.2 Pass 1 Base Foundation 0 45.7 Pass Base Foundation 1 (Axial Soil Interaction) 0 79.8 Pass Base Foundation 3 (Lateral Soil Interaction) 0 OK F Pass Structure Rating (max from all components) 104.6% Nnter 1) See additional documentation in "Appendix C —Additional Calculations' for calculations supporting the % capacity consumed. 2) A structure rating of 105% or less is within engineering tolerances and considered acceptable. 3) Foundation determined to be adequate per independent Mle analysis. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 16PTMJ1400, Application 357337, Revision 0 APPENDIX A TNXTOWER OUTPUT September 15, 2016 CCI BU No 800642 Page 8 tnxTower Report - version 7.0.5.1 FI N m C ` F I n F e ry� F I F � iry Fry F F wl i e �? m = U a ® Fu ,., �rm.. r�1 Mon Mon 140oa Mon 10000n Boon �\ soon DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Brawn 245 0.5U8]JBIYRII 220 LiaMrie3 nnE 3L` ASU&V011'Po1 _ }SO B50.105UfN1tGFwl MoupRP 20.5 ASUBilHryPo1 Z10 BSA-1BSCeSl12#xl Mwnlfl 345 5 Yw Vniwlf5M J03�1 220 B 105MMWI Y[w/M Mw 2a5 BOe tB123KwI Mownfl M (2X7DGARe WOWIM tM, 2A5 (2)MI w/Mnwa Rpe 200 (2)X7CDARa4SVR0WIM tMl (2)X]CGMdLVRB W/bUni RFa 245 IIFFIMMwml (2)Era818H�12UB no bM ATSB-T M 245 ETUBlM-F1M8 200 AI -TEEM 245 (2)k MUH-IMB 810 ATSB-T M 245 (2)MUS11 M0 (2)DBf7G 245 (2)RRUS11 Mo z D6G7r 2A5 MUSII 200 OBG7W 245 TacoonFlv1 200 FIn.Man(LP101-1) 245 ( 7BGBBNFtv1 200 E.gy Mwwl MM 245 2TBC0 rvl 200 Iwg MowlMl 245 DLsd08e18 200 Enµy Moa4 Rpo US setlw Abvi115M 58B31 M) Pbewm Etlmdm 2423 AP%VSPF18Cw/Abm1RP in (jMFM8?F&KG8-XDMwIe 1 RFe 2A APXVSPP1BC w/Mbw4Rpe 128 APXV IBC W WW RP 128 (2)AOFD1B2D0J]3SXDM w/MMaa RAG 220 MVSII BBOMFR 1M RRUS11 AMMI-L, in (2)ADFDIezomaB-XDMw/Mawa Rpe 2M RmLsn eSorurt 1ze SBNW410456w/Mani RFe 2M pNMtQ SMR FLTEA 1M S1314111NLBw/M.IRFe 220 003laQ SMR FILLER 128 SINFi141D45Bw/Mani RFe M MMIZSMFLTER 128 FFLB F, (JIAGIIVTMN in FRLB 220 (31ACU-PlILN in J AVJA 128 FRIB 22o RRUS 31 MIS 128 FRIE yp FME Zn RMS 31 M5 in FRIE 22o MUS 31 BM 128 FRIG 2XI 4 tyMwa4 Mp In FRIG 220 (4 EMtyM MI- M FRIG Zm (4) Eeply Mani FIN 1121 FXFB 220 Swiw lNm115M 90hi) 128 FXFB ZM SMwneMw 125 FXFa 233 3tlwnehw 125 MATERIAL STRENGTH GRADE F I Fu GRADE Fu As2sa So 6+ Ia5M 3so SIw ssw 3aov cow Issw TOWER DESIGN NOTES 1. Tower Is located in Saint Lucie County, Florida. 2. Tower designed for Exposure C to the TLA-222-G Standard. 3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.00 it 7. TOWER RATING: 104.6% } ALL REACTIONS / AREFACTORED / \ MAX CORNER REAC7IONSAT LASE DOWN. 816K SHEAR: 89 K UPLIFT.: -716K SHEAR: 79 K Mon AXIAL 117 K SHEAR M0101EN-i 739 K y 189531dp-R Don TORQUE 1071dp-R REAC7IONS-120 mph WIND 6 FDH Velocitel FL West Midway, BU# 800642 6521 Meridian Drive, Suite 107 c`*a 16PTM.H400 •^"^••^^•"•-�-^'""' Raleigh, North Carolina27616 asib crown castle °1eM"BY Edn Beaton Awd' Twwawyeh Phone:9197551012 �G' TLA-222-G D°'R 09/15/16 � NTS FAX: 9197551031 fth °re NG'E-1 tnxTOwer Job Page FL West Midway, BU# 800642 of 44 FDH Velocitel Project Date 6521 Meridien Drive, State 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone., 9197551012 Crown Castle Erin Beaton FAX: 9197551031 Tower lnput,Data The main tower is a 3x free standing tower with an overall height of 245.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.00 ft at the top and 28.00 ft 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. ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). Basic wind speed of 120 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. 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) SR Members Have Cm Ends SR Members Are Concentric Options , Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KIJr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Airport. Autocalc Torque Arm Arras Add BBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules J Calculate Redundant Bracing Forces Ignore Redundant Members in PEA J SR Leg Bolts Resist Compression J All Leg Panels Have Same Allowable Offset Girt At Foundation J Consider Feed Line Torque J Include Angle Block Shear Check Use TIA-222-G Bracing Resist Exemption Use TIA-222-G Tension Splice Exemption v Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets tnxTower Job Page2 FL West Midway, BU# 800642 of 44 FDH Velocilel Project Date 6521 Meridlen Drive, Suite 107 16PTMJ14OO 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.. 9197551031 Wind 180 1 Leo A Wind�O Fa4P �oom Leg C Z Leg B Face C Wind NorneI Triangular To Tower.Section Geometry Tower Tower Assembly Description Section N ber Section Section Elevation Database width of Length Sections A ft ft Tl 245.00-240.00 6.00 1 5.00 72 240.00-220.00 6.00 1 2000. T3 220.00-200.00 6.00 1 20.00 T4 200.00-180.00 8.00 1 20.00 T5 180.00-160.00 10.00 1 20.00 T6 160.00-140.00 1200. 1 20.00 77 140.00-120.00 14.00 1 20.00 T8 120.00-100.00 16.00 1 20.00 79 100.00-80.00 18.00 1 20.00 T10 80.00-60.00 20.00 1 20.00 T11 %0040.00 2200. 1 20.00 T12 40.00-20.00 24.00 1 20.00 T13 20.00-0.00 26.00 1 2000. Tower Section Geometry- cont`d Tower Tower Diagonal Bracing Has Has Top Girt Bottom Gin Section Elevation Spacing Type KBrace Horizonmis Offset Offset End T2 240.00-220.00 5.00 XBrace No No 0.0000 0.0000 tnxTower Job Page 3 of 44 FL West Midway, BU# 800642 FDH Velocilel Project Date 6521 Mendien Drive, Suite 107 16PTMJ14OO 11:49:28 09/15/16 Client Designed by Raleigh, North Carolina 27616 Phone: 9197551012 Crown Castle Erin Beaton FAX.-. 9197551031 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Honzonials Offset Offset End ft fi Panels in in 13 220M-200.00 10.00 XBrace No No 0.0000 0.0000 T4 200.00-180.00 10.00 X Bruce No No 0.0000 0.0000 T5 180.00-160.00 10.00 X grace. No No 0.0000 0.0000 T6 160.00-140.00 20.00 X Brace No No 0.0000 0.0000 T7 140.00-120.00 20.00 XBrace No No 0.0000 0.0000 TS 120.00-100.00 20.00 XBrace No No 0.0000 0.0000 T9 100.00-80.00 20.00 X Brace No No 0.0000 0.0000 TIO 80.00-60.00 20.00 X Brace No No a0000 0.0000 Tll 60.00-40.00 20.00 XBrace No No 0.0000 0.0000 T12 40.00-20.00 20.00 XBruce No No 0.0000 0.0000 T13 20.00-0.00 20.00 XBrace No No 0.0000 0.0000 Tower Section Geomet (cont'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type site Grade Type Size Grade h Tl 245.00-240.00 Solid Round 2112 A572-50 Equal Angle L2 12x2 12x1/4 300W (50 ksi) (44 ksi) T2240.00-220.00 Solid Round 212 A572-50 Equal Angle L212x212x1/4 300W (50 ksi) (44 ksi) T3220.00-200.00 Truss Leg 15TLl.5xl2x5/8 A572-50 Equal Angle L3x3xl/4 300W (50 ksi) (44 ksi) T4200.00-180.00 Truss Leg 15TL1.75xliW/8 A572-50 Equal Angle L3x3xl/4 300W (50 ksi) (44 ksi) T5180.00-160.00 Trans Leg 15TLI.75xl2x5/8 A572-50 Equal Angle L312012x1/4 300W (50 ksi) (44 ksi) T6160.00-140.00 Truss Leg 18TL2x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) 17 140.00-120.00 Truss Leg 18TL2.25x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T8120.00-100.00 Truss Leg 18TL2.25x5/80/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T9100.00-80.00 Truss Leg 18TL2.5x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T1080.00-60.00 Truss Leg 18II2.75x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) TI160.00-40.00 Truss Leg I8TL2.75x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T1240.00-20.00 Truss Leg 18TL2.75x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T1320.00-0.00 Truss Leg 18TL3x3/4x7/8 350W Equal Angle L6x6x7/l6 300W (51 ksi) (44 ksi) -- - - -- - - --- -- Tower Section Geomet (conYd) Tower Top Gin Top Gin Top Girt Bottom Gin Bottom Gin Bottom Girt Elevation Type Size Grade Type Size Grade f< TI 245.00-240.00 Equal Angle L6x6x7/16 300W Solid Round A36 (44 ksi) (36 ksi) T2240.00-220.00 Equal Angle L6x6x7/16 300W Solid Round A36 tnx.L over Job Page FL West Midway, BU# 500642 4 of 44 FDHVelocifel Project Date 6521 Meridiem Drive, Sane 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone., 9197551012 Crown Castle Erin Beaton FAY.. 9197551031 Tower Top Girt Top Girt Top Girt Bottom Gin Bottom Girt Bottom Gin Elevation Type Size Grade Type Size Grade 13 220.00-200.00 Equal Angle I3x3xl/4 30OW Solid Round A36 Tower Section Geometry (cont'd) Tower Gusset Gusset Gusset Grade Adjast Factor Adjust Weighs Malt. Doable Angle Double Angle Douhle Angle Elevation Area Thiclmess Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (perface) Ar S)tacing Spacing Spacing Diagonals Horizontals Redundants _ fi ft= in in in in Tl 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 245.00-240.00 (36 ksi) T2 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 240.00-220.00 (36 ksi) T3 0.00 0.0000 A36 I 1 1 36.0000 36.0000 36.0000 220.00-200.00 (36 ksi) T4 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 200.00-180.00 (36 ksi) T5 0.00 0.0000 A36 I 1 1 36.0000 36.0000 36.0000 180.00-160.00 (36 ksi) T6 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 160,00-140.00 (36 ksi) T7 000 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 140.00-120.00 (36 ksi) TS 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 120.00-100.00 (36 ksi) T9 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 100.00-80.00 (36 ksi) T10 0.00 0.0000 A36 I 1 1 36.0000 36.0000 36.0000 80.00-60.00 (36 ksi) Tll 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 60.00-00.00 (36 ksi) T12 0.00 0.0000 A36 l 1 1 36.0000 36.0000 36.0000 40.00-20.00 (36 ksi) TI320.00-0.00 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 Tower Section Geometry (cont'd) Tower Cale Colt, Legs X K Single Gins Hariz. Sec. Inner Elevation K K Brace Brace Diags Hari,. Brace Single Solid Diags Dings Angles Rounds X X X X X X X TI Yes No 245.00-240.00 12 Yes No 240.00-220.00 T3 Yes No 220.00-200.00 I tnxTower Job Page FL West Midway, BU# 800642 5 of 44 Project Date FDH Velocilel 6521 Meridien Drive, Suite J07 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.. 9197551031 Tower Elevation ft Cale K Single Angles Cale K Solid Rounds Legs X Brace Diags X Y K Brace Diags X Y KFactors' Single Gim Diags X X Y Y HOHZ. X Y Sec. Horis. X Y Inner Brace X Y T4 Yes No 1 1 1 1 I 1 1 1 200.00-180.00 1 1 1 I I 1 1 T5 Yes No 1 1 1 1 1 1 l 1 180.00-160.00 1 1 1 1 1 1 1 T6 Yes No 1 1 1 1 1 1 l 1 160.00-140.00 1 1 1 1 1 1 1 T7 Yes No I 1 1 1 1 1 1 1 140.00-120.00 1 l 1 1 1 1 1 T8 Yes No 1 1 I 1 1 1 1 1 120.00-100.00 1 l 1 1 1 1 1 T9 Yes No 1 1 1 1 1 1 l 1 100.00-80.00 1 l 1 1 1 1 1 TIO Yes No I 1 1 1 1 1 1 1 80.00-60.00 1 1 1 1 1 1 1 Tll Yes No I 1 1 1 1 1 1 1 60.00-40.00 1 1 I 1 1 1 1 T12 Yes No 1 1 1 I 1 1 1 1 40.00-20.00 1 1 1 1 1 1 1 T13 Yes No 1 I 1 1 1 1 1 1 20.00-0.00 1 1 1 1 1 1 1 'Note: Kfaciors are applied to memhersegment lengths. K-braces without innersupporting members will have the Kfactor in the out -of --plane directi the overall length. Tower Section,Geomet (contrd) Tower Leg X Z Leg X Z Elevation Panels Brace Brace Panels Brace Brace ft Diagonals Diagonals Diagonals Diagonals T3 1 0.5 0.85 1 0.5 0.85 220.00-200.00 T4 I 0.5 0.85 1 0.5 0.85 200.00-I80.00 T5 1 0.5 0.85 1 0.5 0.85 180.00-160.00 T6 1 0.5 0.85 1 0.5 0.85 160.00-140.00 77 1 0.5 0.85 1 0.5 0.85 140.00-120.00 T8 1 0.5 0.85 1 0.5 0.85 120.00-100.00 T9 1 0.5 0.85 1 0.5 0.85 100.00-80.00 TIO 1 0.5 0.85 1 0.5 0.85 -' 80.00-60.00 Tll 1 0.5 0.85 1 0.5 0.85 60.000 40.00 T12 1 0.5 0.85 1 0.5 0.85 40.00-20.00 T13 1 0.5 0.85 1 0.5 0.85 20.00-0.00 to tnxTower Job Page FL West Midway, BU# 800642 6 of 44 FDH Velocitel Project Date 6521 MeridienDrive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Tower Section. Geomet . (cont'd) Tower Elevation ft Leg Diagonal Top Girt Bottom Gin 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 Tl 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 245.00-240.00 T2 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 240.00-220.00 73 0.0000 1 0.0000 0.75 OMOO 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 220.00-200.00 T4 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 200,00-180.00 T5 0.0000 1 0.0000 0,75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 180.00-160.00 T6 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 160.00-140.00 T7 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 140.00-120.00 T8 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 120.00-100.00 79 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 100.00-80.00 TIO 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 80.00-60.00 TIl 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 60.00AO.00 T12 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 40.00-20.00 T1320.00-0.00 0.0000 1 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 Tower Section Geometry (cont'd) Tower Elevation ft Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Gin Mid Gin Long Horizontal Shon Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in TI Flange 0.8750 6 0.6250 1 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 245.00-240.00 A325N A325N A325N A325N A325N A325N A325N T2 Flange 0.8750 6 0.6250 1 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 240.00-220.00 A325N A325N A325N A325N A325N A325N A325N T3 Flange 0.7500 18 0.6250 2 0.6250 2 0.6250 0 0.6250 0 0.6250 0 '0.6250 0 220.00-200.00 A325N A325N A325N A325N A325N A325N A325N T4 Flange 0.7500 18 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 200.00-180.00 A325N A325N A325N A325N A325N A325N A325N T5 Flange 0.8750 18 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 180.00-160.00 A325N A325N A325N A325N A325N A325N A325N T6 Flange 0.8750 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 160.00-140.00 A325N A325N A325N A325N A325N A325N A325N 17 Flange 0.8750 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 140.00-120.00 A325N A325N A325N A325N A325N A325N A325N tnXTOWer Job e Page 7 of 44 FL West Midway, BU# 800642 FDH Velocitel Project Date 6521 Meridien Drive, Sane 107 I BPTMJ1400 11:49:28 09/15/16 Client Designed by Raleigh, North Carolina 27616 Phone: 9197551012 Crown Castle Erin Beaton FAX: 9197551031 Tower Elevation ft Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Boll Size No. Ball Size No. Bolt Size No. Bolt Size No. Ball Size No. Bolt Size Na. in in in in in in in T8 Flange 0.8750 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 120.00-100.00 A325N A325N A325N A325N A325N A325N A325N 19 Flange 1.0000 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 100.00-80.00 A325N A325N A325N A325N A325N A325N A325N T10 Flange 1.0000 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 80.00-60.00 A325N A325N A325N A325N A325N A325N A325N Tll Flange 1.0000 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 60.00A0.00 A325N A325N A325N A325N A325N A325N A325N T12 Flange 1.1250 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 40.00-20.00 A325N A325N A325N A325N A325N A325N A325N >1" T1320.00-0.00 Flange 2.0000 0 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 Williams A325N A325N A325N A325N A325N A325N High Tensile Feed Line/Linear Appurtenances - Entered As. Round Or Flat. Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac F99 Row in in in ply- AVA7-50(1-5/ C No At (CaAa) 245.00-0.00 0.0000 0.4 6 6 0.5000 2.0100 0.70 8) LDF7-50A(1- C No At (CaAa) 245.00-0.00 0.0000 0.4 6 6 0.5000 1.9800 0.82 5/8") MLE Hybrid C No At (CaAa) 245.00 - 0.00 0.0000 0.4 1 1 1.2500 1 2500 0.68 3Power/617iber RL 2(.1 1/4") Feedline C No Af(CaAa) 245.00-0.00 0.0000 0.4 1 1 3.0000 3.0000 8.40 Ladder (At) as ASU9323TYP A No At (CaAa) 220.00-0.00 0.0000 0.4 3 3 0.5000 1.2400 1.05 0](1-1/4) Feedline A No Af(CaAa) 245.00-0.00 0.0000 0.4 1 1 3.0000 3.0000 8.40 Ladder (At) sss LDF7-50A(1- A No At (CaAa) 200.00-0.00 0.0000 -0.4 12 9 0.5000 1.9800 0.82 518") 12 PAIR( A No At (CaAa) 200.00 - 0.00 1.0000 -0.35 1 1 0.4000 0.4000 0.08 3/8") WR-VG86ST- A No At (CaAa) 200.00-0.00 0.0000 -0.35 2 2 0.5000 0.7950 0.58 BRD(3/4) Feedline A No Af(CaAa) 245.00-0.00 0.0000 -0.375 1 1 3.0000 3.0000 8.40 Ladder (Af) TSZ 999 C No At (CaAa) 128.00 - 0.00 0.0000 -0.4 3 3 0.5000 1.1900 1.07 067/xcxM-8A WG( 1-3/16") Feedline C No Af(CaAa) 245.00-0.00 0.0000 -0.4 1 1 3.0000 3.0000 8.40 • Ladder(Af) ru Safety Line C No Ar (CaAa) 245.00 - 0.00 0.0000 -0.5 1 1 0.3750 0.3750 0.22 3/8 tnxTower Job Page FL West Midway, BU# 800642 8 of 44 FDH Velocilel Project Date 6511 Merjdien Drive, State 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX 9197551031 Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Free FWI Row in in in p! ss♦ •n us ♦rs srs sss Feetl Line/Linear Appurtenances'- Entered'AtArea Description Face Allow Companent Placement Total C-41 Weight or Shield Type Number sae rrs •s♦ rss Feed Line/Linear:Appurtenances Section Areas Tower Tower Face AR AF CAA,, CiAs Weight Section Elevation Inface OW Face ft ft= ft= ft= ft, K TI 245.00-240.00 A 0.000 0.000 5.000 0.000 0.08 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 17.782 0.000 0.13 T2 240.00-220.00 A 0.000 0.000 20.000 0.000 0.34 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 71A30 0.000 0.54 T3 220.00-200.00 A 0.000 0.000 27.440 0.000 0.40 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 71.130 0.000 0.54 T4 200.00-180.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 71.130 0.000 0.54 T5 180.00-160.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 71.130 0.000 0.54 T6 160.00-140.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 71.130 0.000 0.54 T7 140.00-120.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 73.986 0.000 0.56 T8 120.00-100.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 78.270 0.000 0.60 T9 100.00-80.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 78.270 0.000 0.60 TIO 80.00-60.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 MxTower Job Page FL West Midway, BU# 800642 9 of 44 FDH VelOcitel Prolect Date 6521 Meridien Drive, Suite 107 16PTMJ14O0 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551011 Crown Castle Erin Beaton FAX..- 9197551031 Tower Tower Face .4, AF CAAA CtAA Weight Section Elevation In Face Our Face ft ft' f? f? ftt x C 0.000 0.000 78.270 0.000 0.60 T11 60.00-40.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 78,270 0.000 0.60 T12 40.00-20.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 78.270 0.000 0.60 T13 20.00-0.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 78.270 0.000 6.60 FeedLine.Cdnter of .Pressure. Section Elevation Cps CPz CPx CPz Ice Ice ft in in in in T1 245.00-240.00 -3.4178 2.5040 -3.8947 2.7662 T2 240.00-220.00 -3.7248 2.7290 -4.2446 3.0148 T3 220.00-200.00 -3.5589 2.0359 -4.0436 2.3022 T4 200.00-180.00 -6.5612 32094 -7.0155 3.4589 T5 180.00-160.00 -7.8029 3.8309 -8.3410 4.1262 T6 160.00-140.00 -8.9200 4.3905 -9.5331 4.7269 T7 140.00-120.00 ""-9.7486 5.1049 -10.4339 5A808 T8 120.00-100.00 -10.3699 5.9110 -11.1241 6.3247 T9 100.00-80.00 -I1.4008 6.5060 -122289 6.9602 T10 80.00-60.00 -12.3980 7.0817 -13.2977 7.5751 TII 60.00-00.00 -13.4717 7.7010 -14.4484 82365 T12 40.00-20.00 -14.5280 8.3IO2 -15.5806 8.8873 T13 20.00-0.00 -14.9690 9.5671 -16.0528 9.1613 'ShieldingFactor Ka Tower Section Feed Line Record No. Description Feed Line Sceni Elev. K. No Ice & Ice TI I AVA7-50(1-5/8) 240.00- 0.6000 0.6000 245.00 TI 2 LDF7-50A(1-5/8-) 240.00- 0.6000 0.6000 245.00 TI 3 MLE Hybrid 31'ower/6Fber 240.00- 0.6000 0.6000 RL 2( 1 1/4') 245.00 TI 4 Feedline Ladder(At) 240.00- 0.6000 0.6000 245.00 TI 7 Feedline Ladder (AI) 240.00- 0.6000 0.6000 245.00 TI 13 Feedline Ladder (At) 240.00- 0.6000 0.6000 245.00 TI 17 Feedline Udder (At) 240.00- 0.6000 0.6000 245.00 TI 19 Safety Line 3/8 240.00- 0.6000 0.6000 245.00 T2 1 AVA7-50(I-5/8) 220.00- 0.6000 0.6000 240.00 tuxTower Job Page FL West Midway, BU# 800642 10 of 44 FDH Velocitel Project Date 6521 Meridien Drive, S die 107 16PTMJ 1400 11:49:28 09/15/16 Raleigh, North Coroliw 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.9197551031 Tower Section Feed Line Record No. Description Feed Line SegmemElev. K. No Ice K. Ice T2 2 LDF7-50A(1-5/8°) 220.00- 0.6000 0.6000 240.00 T2 3 MLE Hybrid 3Power/6Fiber 220.00. 0.6000 0.6000 RL 2(1 1/4") 240.00 T2 4 Feedline Ladder (At) 220.00- 0.6000 0.6000 240.00 T2 7 Feedline Ladder (At) 220.00- 0.6000 0.6000 240.00 T2 13 Feedline ladder (At) 220.00- 0.6000 0.6000 240.00 T2 17 Feedline Ladder (At) 220.00- 0.6000 0.6000 240.00 T2 19 Safety Line 3/8 220.00- 0.6000 0.6000 240.00 T3 1 AVA7-50(I-5/8) 200.00- 0.6000 0.6000 220.00 T3 2 LDF7-50A(1-5/8") 200.00- 0.6000 0.6000 220.00 T3 3 MLE Hybrid 3Power/6Fber 200.00- 0.6000 0.6000 RL 2(11/4°) 220.00 73 4 Feedline Ladder (Af) 200.00- 0.6000 0.6000 220.00 73 6 ASU9323TYP01(1-1/4) 200.00- 0.6000 0.6000 220.00 73 7 Feedline Ladder (Af) 200.00- 0.6000 0.6000 220.00 73 13 Feedline Ladder (At) 200.00- 0.6000 0.6000 220.00 T3 17 Feedline Ladder (Af) 200.00- 0.6000 0.6000 220.00 T3 19 Safety Line 318 200.00- 0.6000 0.6000 220.00 T4 1 AVA7-50(1-5/8) 180.00- 0.6000 0.6000 200.00 T4 2 LDF7-50A(1-5/8°) 180.00- 0.6000 0.6000 200.00 T4 3 MLE Hybrid 3Power/6Fber 180.00- 0.6000 0.6000 RL 2(11/4") 200.00 T4 4 Feedline Ladder (At) 180.00- 0.6000 0.6000 200.00 T4 6 ASU9323TYP01(1-1/4) 180.00- 0.6000 0.6000 200.00 T4 7 Feedline Ladder (At) 180.00- 0.6000 0.6000 200.00 T4 9 LDF7-50A(1-5/8") 180.00- 0.6000 0.6000 200.00 T4 11 12 PAIR( 3/8-) 180.00- 0.6000 0.6000 200.00 T4 12 WR-VG86ST-BRD(3/4) 180.00- 0.6000 0.6000 200.00 T4 13 Feedline Ladder (At) 180.00- 0.6000 0.6000 200.00 T4 17 Feedline Ladder (Af) 180.00- 0.6000 0.6000 200.00 T4 19 Safety Line 3/8 180.00- 0.6000 0.6000 200.00 T5 1 AVA7-50(1-5/8) 160.00- 0.6000 0.6000 180.00 T5 2 LDF7-50A(I-5/8") 160.00- 0.6000 0.6000 180.00 T5 3 MLE Hybrid 3Power/6Feber 160.00 - 0.6000 0.6000 RL 2(1 1/4°) 180.00 tnxTower Job Page FL West Midway, BU# 800642 11 of 44 Project Date FDHVelocilel 6521 Merifi'enDrive, Sidle 107 16PTMJ1400 11:49:28 09/15/16 Client Designed by Raleigh, North Carolina 27616 Phone: 9197551012 Crown Castle Erin Beaton FAX.- 9197551031 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice T5 4 Feedline ladder (At) 160.00- 0.6000 0.6000 180.00 T5 6 ASU9323TYP01(1-1/4) 160.00- 0.6000 0.6000 180.00 T5 7 Feedline Ladder (At) 160.00- 0.6000 0.6000 180.00 TS 9 LDF7-50A(1-5/8') 160.00- 0.6000 0.6000 180.00 T5 11 12 PAIR(3/8') 160.00- 0.6000 0.6000 180.00 T5 12 WR-VG86ST-BRD(3/4) 160.00- 0.6000 0.6000 180.00 T5 13 Feedline Ladder (At) 160.00- 0.6000 0.6000 180.00 T5 17 Feedline Ladder (At) 160.00- 0.6000 0.6000 180.00 T5 19 Safety Line 3/8 160.00- 0.6000 0.6000 180.00 T6 1 AVA7-50(1-5/8) 140.00- 0.6000 0.6000 160.00 T6 2 LDF7-50A(1-5/8') 140.00- 0.6000 0.6000 160.00 T6 3 MLE Hybrid 31`ow r/6Fber 140.00- 0.6000 0.6000 RL 2( 1 1/4') 160.00 T6 4 Feedline Ladder (At) 140.00- 0.6000 0.6000 160.00 T6 6 ASU9323TYP01(1-1/4) 140.00- 0.6000 0.6000 160.00 T6 7 Feedline Ladder (At) 140.00- 0.6000 0.6000 160.00 T6 9 LDF7-50A(1-5/8') 140.00- 0.6000 0.6000 160.00 T6 11 12 PAIR( 3/8') 140.00- 0.6000 0.6000 160.00 T6 12 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 160.00 T6 13 Feedline Ladder (At) 140.00- 0.6000 0.6000 160.00 T6 17 Feedline Ladder (At) 140.00- 0.6000 0.6000 160.00 T6 19 Safety Line 3/8 140.00- 0.6000 0.6000 160.00 T7 1 AVA7-50(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 2 LDF7-50A(1-5/8') 120.00- 0.6000 0.6000 140.00 T7 3 MLE Hybrid 31ower/6Fiber 120.00- 0.6000 0.6000 RL 2(11/4-) 140.00 T7 4 Feedline ladder (At) 120.00- 0.6000 0.6000 140.00 T7 6 ASU9323TYP01(1-1/4) 120.00- 0.6000 0.6000 140.00 T7 7 Feedline Ladder (At) 120.00- 0.6000 0.6000 140.00 T7 9 LDF7-50A(1-5/8') 120.00- 0.6000 0.6000 140.00 T7 1 I 12 PAB2(3/8') 120.00- 0.6000 0.6000 140.00 77 12 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 17 13 Feedline Ladder (At) 120.00 - 0.6000 0.6000 140.00 tnxTower Job Page FL West Midway, BU# 800642 12 of 44 FDH Velocilel Project Date 6521 MeridienDrive, Suite J07 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone., 9197551012 Crown Castle Erin Beaton FAX.. 9197551031 Tower Section Feed Line Record No. Description Feed Line SepnenlElev. K. No Ice K. Ice T7 15 TSZ 999 067/x o M-SAWG( 120.00- 0.6000 0.6000 1-3/16") 128.00 T7 17 Feedline Ladder (AI) 120.00- 0.6000 0.6000 140.00 T7 19 Safety Line 3/8 120.00- 0.6000 0.6000 140.00 T8 1 AVA7-50(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 2 LDF7-50A(1-5/8') 100.00- 0.6000 0.6000 120.00 T8 3 MLE Hybrid 31?owedtiFiber 100.00- 0.6000 0.6000 RL 2( 1 1/4') 120.00 Tit 4 Feedline Ladder (At) 100.00- 0.6000 0.6000 120.00 T8 6 ASU9323TYP01(1-114) 100.00- 0.6000 0.6000 120.00 T8 7 Feedline Ladder (At) 100.00- 0.6000 0.6000 120.00 TS 9 LDF7-50A(l-5/8") 100.00- 0.6000 0.6000 120.00 T8 11 12 PAIR( 3/8") 100.00- 0.6000 0.6000 120.00 T8 12 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000 120.00 T8 13 Feedline Ladder (Af) 100.00- 0.6000 0.6000 120.00 T8 15 TSZ 999 067/xxxM-8AWG( 100.00- 0.6000 0.6000 1-3/16-) 120.00 T8 17 Feedline Ladder (An 100.00- 0.6000 0.6000 120.00 T8 19 Safety Line 3/8 100.00- 0.6000 0.6000 120.00 T9 1 AVA7-50(1-5/8) 80.00-100.00 0.6000 0.6000 79 2 LDF7-50A(1-5/8') 80.00-100.00 0.6000 0.6000 T9 3 MLE Hybrid 31?awer/6Fiber 80.00-100.00 0.6000 0.6000 RL 2( 11/4') T9 4 Feedline Ladder (Ai) 90.00-100.00 0.6000 0.6000 79 6 ASU9323TYP01(1-1/4) 80.00-100.00 0.6000 0.6000 T9 7 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 19 9 LDF7-50A(l-5/8') 80.00-100.00 0.6000 0.6000 T9 11 12 PAIR( 3/8') 80.00 - 100.00 0.6000 0.6000 79 12 WR-VG86ST-BRD(3/4) 80.00 - 100.00 0.6000 0.6000 T9 13 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T9 15 TSZ 999 067/x aM-SAWG( 80.00-100.00 0.6000 0.6000 1-3/16') T9 17 Feedline Ladder (At) 80.00-100.00 0.6000 0.6000 T9 19 Safety Line 3/8 80.00-100.00 0.6000 0.6000 T10 1 AVA7-50(1-5/8) 60.00-80.00 0.6000 0.6000 T10 2 LDF7-50A(1-5/8') 60.00-80.00 0.6000 0.6000 T10 3 MLE Hybrid 3Power/6Fiber 60.00 - 80.00 0.6000 0.6000 RL 2( 11/4') T10 4 Feedline Ladder (An 60.00 - 80.00 0.6000 0.6000 T10 6 ASU9323TYP01(1-1/4) 60.00-80.00 0.6000 0.6000 T10 7 Feedline Ladder (Af) 60.00-.80.00 0.6000 0.6000 T10 9 LDF7-50A(1-5/8') 60.00-80.00 0.6000 0.6000 T10 11 12 PAIR(3/8') 60.00 - 80.00 0.6000 0.6000 T10 12 WR-VG86ST-BRD(3/4) 60.00-8(L00 0.6000 0.6000 T10 13 Feedline Ladder (At) 60.00 - 90.00 0.6000 0.6000 T10 15 TSZ 999 067/mcM-8AWG( 60.00 - 80.00 0.6000 0.6000 1-3/116 ) T10 17 Feedline Ladder (At) 60.00 - 80.00 0.6000 0.6000 T10 19 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 tnxT over Job Page FL West Midway, BU# 800642 13 of 44 FDH Velocitel Prelect Date 6511 Meridian Drive, State 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Tower Section Feed Line Record No. Description Feed Line SegmentElev. Ko No Ice K. Ice Tll 1 AVA7-50(1-5/8) 40.00-60.00 0.6000 0.6000 T11 2 LDF7-50A(1-5/8") 40.00-60.00 0.6000 0.6000 TI1 3 MLE Hybrid Mo ver/6Fiber 40.00 - 60,00 0.6000 0.6000 RL2(1 1/4") Tl 1 4 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T11 6 ASU9323TYP01(1-1/4) 40.00-60.00 0.6000 0.6000 Tit 7 Feedline Ladder (At) 40.00 - 60.00 0.6000 0.6000 Tll 9 LDF7-50A(1-5/8") 40.00-60.00 0.6000 0.6000 T11 11 12 PAIR(3/8") 40.00 - 60.00 0.6000 0.6000 Tit 12 WR-VG86ST-BRD(3/4) 40.00-60,00 0.6000 0.6000 T11 13 Feedline Ladder (At) 40.00 - 60.00 0.6000 0.6000 T11 15 TSZ 999067/x M-8AWG( 40.00-60.00 0.6000 0.6000 1-3/16") TI1 17 Feedline Ladder (At) 40.00 - 60.00 0.6000 0.6000 TI1 19 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 T12 1 AVA7-50(1-5/8) 20.00-40.00 0.6000 0.6000 T12 2 LDF7-50A(1-5/8") 20.00-40.00 0.6000 0.6000 T12 3 MLE Hybrid Mover/6Fiber 20.00 - 40.00 0.6000 0.6000 RL2(1 1/4") T12 4 Feedline Ladder (At) 20.00-40.00 0.6000 0.6000 T12 6 ASU9323TYP0I( 1-1/4) 20.00-40.00 0.6000 0.6000 T12 7 Feedline ladder (At) 20.00 - 40.00 0.6000 0.6000 T12 9 LDF7-50A(I-5/8") 20.00-40.00 0.6000 0.6000 T12 I 1 12 PAR2(3/8") 20.00 - 40.00 0.6000 0.6000 T12 12 WR-VG86ST-BRD(3/4) 20.00-40.00 0.6000 0.6000 T12 13 Feedline Ladder (At) 20.00 - 40.00 0.6000 0.6000 T12 15 TSZ 999067/xxxM-8AWG( MOO-40.00 0.6000 0.6000 1-3/16") T12 17 Feedline Ladder (At) 20.00-40.00 06000 0.6000 T12 19 Safety Line 3/8 20.00-40.00 0.6000 0.6000 T13 1 AVA7-50(1-5/8) 0.00-20,00 0.6000 0.6000 T13 2 LDF7-50A(1-5/8") 0.00-20.00 0.6000 0.6000 TI3 3 MLE Hybrid 3Power/6Fiber 0.00-20.00 0.6000 0.6000 RL 2(1 1/4") T13 4 Feedline Ladder (At) 0.00 - 20.00 0.6000 0.6000 T13 6 ASU9323TYP01(1-1/4) 0.00-20.00 0.6000 0.6000 T13 7 Feedline Ladder (At) 0.00-.20.00 0.6000 0.6000 T13 9 LDF7-50A(1-5/8") 0.00-20.00 0.6000 0.6000 T13 11 12 PAIR(3/8") 0.00 - 20.00 0.6000 0.6010 Tl3 12 WR-VG86ST-BRD(3/4) 0.00-20.00 0.6000 0.6000 T13 13 Feedline Ladder (At) 0.00 - 20.00 0.6000 0.6000 T13 15 TSZ 999 067/m M-IIAWG( 0.00 - 20.00 0.6000 0.6000 1-3/16") T13 17 Feedline Ladder (At) 0.00-20.00 0.6000 0.6000 T13 19 Safety line 318 0.00-20.00 0.6000 0.6000 Discrete Tower_Loads Description Face Offset Offsets: Azimuth Placement CAAA CsAs Weight or Type Herz Adjustment Front Side Leg Lateral Vert ft Gfr jY f+1 K Y tnxTower Job Page FL West Midway, BU# 800642 14 of 44 FDH Veloeitel Project Date 6521 Meridien Drive, Suite 107 16PTMJ14OO 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.. 9197551031 Description Face Offset Offsets: Azimuth Placement CAA (7y4A Weight or Type Horz Adjustment Front Side Leg Lateral Vert jt ft ft' fF K jt h Beacon C From Leg 0.00 0.0000 245.00 No Ice 2.00 2.00 0.02 0.00 6.00 Lightning Rod C From leg 0.00 0.0000 245.00 No Ice 020 0.20 0.03 0.00 2.00 Platform Extension C From Leg 0.00 0.0000 242.50 No Ice 10.93 10.93 0.20 0.00 1.50 rrr245rrr BSA-185040112CF w/Mount A From Leg 4.00 0.0000 245.00 No Ice 7.69 7.44 0.04 Pipe 0.00 3.00 BSA- I 85065/12x2 w/ Mount B From leg 4.00 0.0000 245.00 No Ice 5.02 3.61 0.04 Pipe 0.00 3.00 BSA-185065/12x2 w/ Mount C From Leg 4.00 0.0000 245DO No Ice 5.02 3.61 0.04 Pipe 0.00 3.00 (2) X7CQAP-645-VRO W/ A From Leg 4.00 0.0000 245.00 No Ice 12.07 8.17 0.08 Mount Pipe 0.00 3.00 (2) X7CQAP-645-VRO W/ B From Leg 4.00 0.0000 245.00 No Ice 12.07 8.17 0.08 Mount Pipe 0.00 3.00 (2) X7CQAP-645-VRO W/ C From Leg 4.00 0.0000 245.00 No Ice 12.07 8.17 0.08 Mount Pipe 0.00 3.00 ATSBT-TOP-FM A From Leg 4.00 0.0000 245.00 No Ice 0.17 0.09 0.00 0.00 3.00 ATSBT-TOP-FM B From Leg 4.00 0.0000 245.00 No Ice 0.17 a09 0.00 0.00 3.00 ATSBT-TOP-FM C From Leg 4.00 0.0000 245.00 No Ice 0.17 0.09 0.00 0.00 3.00 (2) DBC-7CAP A From Leg 4.00 0.0000 245.00 No Ice 0.61 0.12 0.01 0.00 3.00 (2) DBC-7CAP B From Leg 4.00 0.0000 245.00 No Ice 0.61 0.12 0.01 0.00 3.00 (2) DBC-7CAP C From Leg 4.00 0.0000 245.00 No Ice 0.61 0.12 0.01 0.00 3.00 Platform Mount (LP 101-1) C None 0.0000 245.00 No Ice 36.21 36.21 1.50 Empty Mount Pipe A From Leg 4.00 0.0000 245.00 No Ice IAA 1.40 0.03 0.00 0.00 Empty Mount Pipe B From Leg 4.00 0.0000 245.00 No Ice 1.40 1.40 0.03 0.00 0.00 Empty Mount Pipe C From Leg 4.00 0.0000 245.00 No Ice 1.40 1.40 0.03 0.00 0.00 rrr220^r tnxTower Job Page FL West Midway, BU# 800642 15 of 44 FDH Velocilel Project Date 6521 Meridien Drive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Client Designed by Raleigh, North Carolina 27616 Phone: 9197551012 Crown Castle Erin Beaton FAX 9197551031 Description Face Offset Offsets: Azimuth Placement CAAA QAAl Weight or Type Hors Adjustment Front Side Leg lateral Vert jr ft fts ft+ K f+ I+ (2) ADFD I 820-3333B-XDM A From Leg 4.00 0.0000 220.00 No Ice 10.81 4.43 0.06 w/ Mount Pipe 0.00 3.00 (2) ADFD1820-3333E-XDM B From Leg 4.00 0.0000 220.00 No Ice 10.81 4.43 0.06 w/ Mount Pipe 0.00 3.00 (2) ADFD1820-3333B-XDM C From Leg 4.00 0.0000 220.00 No Ice 10.81 4.43 0.06 w/ Mount Pipe 0.00 3.00 SBNHH-1D45B w/Mount A From Leg 4.00 0.0000 220.00 No Ice 11.40 6.47 0.64 Pipe 0.00 3.00 SBNHH-1D45B w/ Mount B From Leg 4.00 0.0000 22000 No Ice 11.40 6A7 0.64 Pipe 0.00 300 SBNHH-1D45B w/ Mount C From Leg 4.00 0.0000 220.00 No Ice 11.40 6.47 0.64 Pipe 0.00 3.00 FRLB A From Leg 4.00 0.0000 220.00 No Ice 2.07 0.78 0.06 0.00 3.00 FRLB B From Leg 4.00 0.0000 220.00 No Ice 2.07 0.78 0.06 ' 0.00 3.00 FRLB C From Leg 4.00 0.0000 220.00 No Ice 2.07 0.78 0.06 0.00 3.00 FRIE A From Leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 0.00 3.00 FRB: B From Leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 0.00 300 FRB: C From Leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 000 3.00 FRIG A From Leg 4.00 0.0000 220.00 No Ice 2.39 0.97 0.06 0.00 3.00 FRIG B From Leg 4.00 0.0000 220.00 No Ice 2.39 0.97 0.06 0.00 3.00 FRIG C From Leg 4.00 0.0000 220.00 No Ice 2.39 0.97 0.06 0.00 3.00 FXFB A From Leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 0.00 3.00 FXFB B From Leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 0.00 3.00 FXFB C From Leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 0.00 3.00 ASU93381YP01 A From Leg 4.00 0.0000 220.00 No Ice 3.20 1.03 0.02 0.00 3.00 WxTower Job Page FL West Midway, BU# 800642 16 of 44 FDH Velocitel Project Date 6521 MeridomDrive, Suite 107 16PTMJ14OO 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed 6y Phone: 9197551012 Crown Castle Erin Beaton FAX.. 9197551031 Description Face Offset Offsets: Azimuth Placement CAAA C 4A Weight or Type Horz Adjustment Front Side Leg Lateral Pert ft ° ft ftt ft, 0.00 3.00 ASU9338TYP0l C From Leg 4.00 0.00 3.00 Sector Mount[SM 302-3] C None sa*200*saa (2) 800 10723K w/ Mount A From Leg 4.00 Pipe 0.00 1.00 (2) 800 10723K w/ Mount B From Leg 4.00 Pipe 0.00 1.00 (2) 800 10723K w/ Mount C From Leg 4.00 Pipe 0.00 1.00 (2) ELD819H-12UB A From Leg 4.00 0.00 100 (2)=819H-12UB B From Leg 4.00 0.00 1.00 (2) FrD819H-12UB C From Leg 4.00 0.00 1 00 (2) RRUS-11 A From Leg 4.00 0.00 1.00 (2)RRUS-I1 B From Leg 4.00 0.00 1.00 (2) RRUS-11 C From Leg 4.00 0.00 1.00 (2)TBC0020FIVI A From Leg 4.00 0.00 1.00 (2) TBC0020F1 V 1 B From Leg 4.00 0.00 1.00 (2) TBC0020F1 V I C From Leg 4.00 0.00 1.00 DC6-48-60-18-SF B From Leg 4.00 0.00 1.00 Sector Mount [SM 508-31 C None ♦s*128t-}* APXVSPPI8-Cw/Mount A From Leg 4.00 Pipe 0.00 0.00 APXVSPPI8-Cw/Mount B From Leg 4.00 Pipe 0.00 0.00 APXVSPP18-Cw/Mount C From leg 4.00 Pipe 0.00 0.0000 220.00 No Ice 3.20 1.03 0.02 0.0000 220.00 No Ice 32.73 32.73 1.48 0.0000 200.00 No Ice 11.16 8.62 0.10 0.0000 200.00 No Ice 11.16 8.62 0.10 0.0000 200.00 No Ice 11.16 8.62 0.10 0.0000 200.00 No Ice 1.31 0.34 0.02 0.0000 200.00 No Ice 1.31 0.34 0.02 0.0000 200.00 No Ice 1.31 0.34 0.02 0.0000 200.00 No Ice 2.52 1.07 0.06 0.0000 200.00 No Ice 2.52 1.07 0.06 0.0000 200.00 No Ice 2.52 1.07 0.06 0.0000 200.00 No Ice 0.51 0.37 0.01 0.0000 200.00 No Ice 0.51 0.37 0.01 0.0000 200.00 No Ice 0.51 0.37 0.01 0.0000 200.00 No Ice 220 3.70 0.02 0.0000 200.00 No Ice 36.69 36.69 1.78 0.0000 128.00 No Ice 826 6.95 0.08 0.0000 12&00 No Ice 8.26 6.95 0.08 0.0000 128.00 No Ice 8.26 6.95 0.08 WxTower Job Page FL West Midway, BU# 800642 17 of 44 Project Date FDH Velocilel 6521 Meridten Drive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Descnpdon Face Offset Offsets: Azimuth Placement CAAA CtAs Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft= fr: K ft ft 0.00 RRUS-11 800MUz A From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 0.00 RRUS-II 800MI-Iz B From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 0.00 RRUS-11 800MHz C From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 0.00 800MBZ SMR FILTER A From Leg 4.00 0.0000 128.00 No Ice 0.72 0.36 0.02 0.00 0.00 800MHZ SMR FALTER B From Leg 4.00 0.0000 128.00 No Ice 0.72 0.36 0.02 0.00 0.00 80OMHZ SMR FILTER C From Leg 4.00 0.0000 128.00 No Ice 0.72 0.36 0.02 0.00 0.00 (3) ACU-A20-N A From Leg 4.00 0.0000 128.00 No Ice 0.07 0.12 0.00 0.00 0.00 (3) ACU-A20-N B From Leg 4.00 0.0000 128.00 No Ice 0.07 0.12 0.00 0.00 0.00 (3) ACU-A20-N C From Leg 4.00 0.0000 128.00 No Ice 0.07 0.12 0.00 0.00 0.00 RRUS 31 B25 A From Leg 4.00 0.0000 128.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 31 B25 B From Leg 4.00 0.0000 128.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 31 B25 C From Leg 4.00 0.0000 128.00 No Ice 1.62 1.28 0.06 0.00 0.00 (4) Empty Mount Pipe A From Leg 4.00 0.0000 128.00 No Ice 1.40 1.40 0.03 0.00 0.00 (4) Empty Mount Pipe B From Leg 4.00 0.0000 128.00 No Ice 1.40 1.40 0.03 0.00 0.00 (4) Empty Mount Pipe C From Leg 4.00 0,0000 128.00 No Ice 1.40 1.40 0.03 0.00 0.00 Sector Moont[SM 302-31 C None 0.0000 128.00 No Ice 32.73 32.73 1.48 Sidemarker B None 0.0000 125.00 No Ice 0.38 0.38 0.01 Sidemarker C - None 0.0000 125.00 No Ice 0.38 0.38 0.01 tnxTower Job Page FL West Midway, BU# 800642 18 of 44 FDH Velocilel Project Date 6521 MeridienDrive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.. 9197551031 Truss -Leg Properties Section Area Area Se1j Ice Equiv. Equiv. Leg Designation Ice Weight Weight Diameter Diameter Area Ice inr in' K K in in in, 15TL1.5xl2x5/8 2501.4163 2501.4163 0.76 0.00 8.6855 8.6855 5.3014 15TL1.75xl2x5/8 2628.4298 2628.4298 0.89 0.00 9.1265 9.1265 T2158 15TL1.75xl/2x5/8 2628.4298 2628.4298 0.89 0.00 9.1265 9.1265 7.2158 18TL2x5/8x3/4 2861.5800 2861.5800 1.07 0.00 9.9360 9.9360 9.4248 18TL2.25x5/8x3/4 2991.0895 2991.0895 1.24 0.00 10.3857 10.3857 11.9282 I8TL2.25x5/8x3/4 2991.0895 2991.0895 1?4 0.00 10.3857 10.3857 11.9282 18TL2.5x5/8x3/4 3121.1404 3121.1404 1.43 0.00 10.8373 10.8373 14.7262 18TL2.75x5/8x3/4 3252.2380 3252.2380 1.64 0.00 11.2925 11.2925 17.8187 18TL2.75x5/8x3/4 3252.2380 3252.2380 1.64 0.00 11.2925 11.2925 17.8187 18712.75x5/80/4 3252.2380 3252.2380 L64 0.00 11.2925 11.2925 17.8187 18TL3x3/4x7/8 3450.4886 345OA886 1.93 0.00 11.9809 11.9809 21.2058 Tower Pressures - No Ice Ge = o.8so Section Elevation t z t Kz - q• p5r AG It, F a c a Ar Jil Ate f,2 Ars Jt2 Leg % CAAs 1n Face tt C,AA Out Face ? TI 242.50 1.525 48 31.042 A 6.037 2.083 2.083 25.66 5.000 0.000 245.00-240.00 B 6.037 2.083 25.66 0.000 0.000 C 6.037 2.083 25.66 17.782 0.000 12 230.00 1.508 47 124.167 A 15.461 8.333 8.333 35.02 20.000 0.000 240.00-220.00 B 15.461 8.333 35.02 0.000 0.000 C 15.461 8.333 35.02 71.130 0.000 13 210.00 1.48 46 167.534 A 11.955 29.000 29.000 70.81 27.440 0.000 220.00-200.00 B 11.955 29.000 70.81 0.000 0.000 C 11.955 29.000 70.81 71.130 0.000 T4 190.00 1.449 45 207.952 A 11.590 30.472 30A72 72.45 78.940 0.000 200.00-180.00 B 11.590 30.472 72.45 0.000 0.000 C 11.590 30.472 72.45 71.130 0.000 T5 170.00 1.415 44 247.952 A 15.379 30.472 30.472 66.46 78.940 0.000 180.00-160.00 B 15.379 30.472 66.46 0.000 0.000 C 15.379 30.472 66.46 71.130 0,000 T6 150.00 1.378 43 293.375 A 17.783 33.175 33.175 65.10 78.940 0.000 160,00-140.00 B 17.783 33.175 65.10 0.000 0.000 C 17.783 33.175 65.10 71.130 0.000 77 130.00 1.337 42 333.792 A 18.757 34.677 34.677 64.90 78.940 0.000 140.00-120.00 B 18.757 34.677 64.90 0.000 0.000 C 18.757 34.677 64.90 73.986 0.000 T8 110.00 1.291 40 373.792 A 19.950 34.677 34.677 63.48 78.940 0.000 120.00-100.00 B 19.950 34.677 63.48 0.000 0.000 C 19.950 34.677 63.48 78.270 0.000 T9 90.00 1.238 39 414.209 A 21.179 36.184 36.184 63.08 78.940 0.000 100.00-80.00 B 21.179 36.194 63.08 0.000 0.000 C 21.179 36.184 63.08 78.270 0.000 T10 70.00 1.174 37 454.627 A 22.446 37.704 37.704 62.68 79.940 0.000 80.00-60.00 B 22.446 37.704 62.68 0.000 0.000 C 22.446 37.704 62.68 79.270 0.000 Tll 50.00 1.094 34 494.627 A 23.748 37.704 37.704 61.36 78.940 0.000 60.0040.00 B 23.748 37.704 61.36 0.000 0.000 C 23.748 37.704 61.36 78.270 0.000 H r N N N N 0 o y o y o y o 0 0 0 0 0 0 0 0 0 o� g H A O W O N O O O O o 0 o O O O O O N~ O O O S O O S S S O S O O U N A A + J GC U b OJ OJ U a tpJn A a A A w w W J J J A a p� A J J J N N N N A J N �w>0wa0ma0mama0m>0w>0wanmanmanmanw>0w> ��N NN NNN NN N NN N r r—rr— r r rL y r _ _ __ . U U U U T Ta 'T J J J Ow O O J J J j t y �O �D `O J J J W W W GO N A A A A A a J J J U U U U U U bb�p W ww oa oe oePa. T �Obb 00 of J J W W w bb V OOODU U J J J A A A W W W W W W W W W W W W W W W W W tY W W W W W W W W W N N N OOOJ Jul �1 JJ J J J O�O�TAA A A A A W W W 000000�O �O �D W D]OJ NN N'F. b OOOJ �p1J J J J J---OJJ�U OAT POD—LL AAA A AA A OOo1J tY tJ CC C pJp pJp W W W AAA L A L A A A A A L J� J J J J u U tJn N N N N N N O O O W W W W W W O J J J T A A W O O V D> N F A S pJ o pJ y J J .1 J S w w VUi U tUA O O O��� N N N W W lQJ W W W A A A U VOi U P T a N N N O O O VWi UWi U U U UNi � pA �r � U NO�i�a aTaU VOi VOi a as W W W W W � W W �OOOOOOPP PU VAi NN J Jq JJ J J J J J wo ce o�ope ca O as co O Cc co Ow o0o P-d O.wp—O w--om o;pa-00.1 Otn n 'A. e4j i J O J O J S A J S A J O A J W O W O C W O A W S A W S O W O S a A 04.0 A A O O O O O O O OO O O O O O O O O O O� O O O O O O O O O O O o O O O O O N O O C p n O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O '4A �'� C000000 00000000000000 GCG 000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P O H O < A O o a a 0 S S N O O S O O � O N� to N J U U A J O b O O J J J O O O J J J W W W S A L O J w a U U U O O O J J J O O O m o m P. O P. a O A O A J J O O O O O O 00000.0 # '4� �y O O O O O O O O O O O O 0 0 0 0 0 0 0 ` y H. 71 S tT' R �rt co C v R q O a v O � ^B m r C m L co o u O O A N n ro coo a O � m CO o j cn m tnx over Job Page FL West Midway, BU# 800642 20 of 44 FDHVelocilel Project Date 6521 MeridtenDrive, Suite 107 16PTMJ140O 11:49:28 09/15/16 Raleigh. North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Tower Forces - No Ice -Wind Normal To Face Section Elevation t Add Weight K Self Weight K F a c e e CF q, Psf Dr De As ft, F K w Ctrl. Face TI 0.22 0.75 A 0.262 2.403 48 1 1 T262 1.20 240.64 C 245.00-240.00 B 0.262 2.403 1 1 7.262 C 0.262 2.403 1 1 7.262 72 0.87 2.07 A 0.192 2.624 47 1 I 20.A36 4.09 204.43 C 240.00-220.00 B 0.192 2624 1 I 20.236 C 0.192 2.624 1 1 20.236 T3 0.94 3.09 A 0.244 2.454 46 1 I 28.881 4.84 241.81 C 220.00-200.00 B 0.244 2.454 1 1 28.881 C 0.244 2.454 1 1 28.881 T4 1.16 3A6 A 0.202 2.588 45 1 1 29.108 5.63 281.68 A 200.00-I80.00 B 0202 2.588 1 1 29.108 C 0.202 2.588 1 1 29.108 T5 1.16 3.69 A 0.185 2.647 44 1 1 32.809 5.94 296.84 A I80.00-160.00 B 0.185 2.647 1 1 32.809 C 0.185 2.647 1 1 32.809 T6 1.16 4.98 A 0.174 2.686 43 1 1 36.705 6.21 310.69 A 160.00-140.00 B 0.174 2.686 1 1 36.705 C 0.174 2.686 1 1 36.705 T7 1.18 5.57 A 0.16 2.735 42 1 1 38.475 6.31 315.44 A 140.00-120.00 B 0.16 2.735 1 1 38.475 C 0.16 2.735 1 1 38.475 T8 1.22 5.66 A 0.146 2.786 40 1 1 39.617 6.33 316.53 A 120,00-100.00 B 0.146 2.786 1 1 39.617 C 0.146 2.786 1 1 39.617 T9 1.22 6.33 A 0.138 2.814 39 1 1 41.676 6.30 314.85 A 100.00-80.00 B 0.138 2.814 1 1 41.676 C 0.138 2.814 1 1 41.676 TIO 1.22 7.06 A 0.132 2.838 37 1 1 43.785 6.19 309.51 A MOO-60.00 B 0.132 2.838 1 1 43.785 C 0.132 2.838 1 1 43.785 Tll 1.22 7.17 A 0.124 2.869 34 1 1 45.067 5.91 295.67 A 60.0040.00 B 0.124 2.869 1 1 45.067 C 0.124 2.869 1 1 45.067 T12 1.22 7.28 A 0.117 2.895 31 1 1 46.388 5.44 272.07 A 40.00-20,00 B 0.117 2.895 1 1 46.388 C 0.117 2.895 1 1 46.388 T13 1.22 926 A 0.125 2.867 27 1 1 54.359 5.20 259.82 A 20.00-0.00 B 0.125 2.867 1 1 54.359 C 0.125 2.867 1 1 54.359 Sum WeigbC 14.01 66.36 OTM 8286.85 69.59 kip R Tower Forces - No Ice - Wind 60 To Face Section Add Self F e CF DR As F w Ctrl. Elevation Weight Weight a Face c Psf t K K e K 1 Tl 0.22 0.75 A 0.262 2.403 48 0.8 1 6.055 1.09 217.07 A 245.00-240.00 B 0.262 2.403 0.8 1 6.055 C 0.262 2.403 0.8 1 6.055 tuxTower Job Page FL West Midway, BU# 800642 21 of 44 FDH Velocitel Project Date 6521 MerldienDrme, Suite 107 16PTMJ14OO 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle FAX 9197551031 Erin Beaton Section Elevation Add Weight K Self Weight K F a c e e CF g. Psf Dr Dx As ? F K w 1 Ctr7. Face T2 0.87 2.07 A 0.192 2.624 47 0.8 1 17.144 3.76 188.13 A 240.00-220.00 B 0.192 2.624 0.8 1 17.144 C 0.192 2.624 0.8 1 17.144 73 0.94 3.09 A 0244 2.454 46 0.8 1 26.490 4.61 230.25 A 220.00-200.00 B 0.244 2.454 0.8 1 26.490 C 0.244 2.454 0.8 1 26.490 T4 1.16 3A6 A 0.202 2.588 45 0.8 1 26.790 5.40 270.10 B 20000-180,00 B 0.202 2.588 0.8 1 26.790 C 0.202 2.588 0.8 1 26.790 T5 1.16 3.69 A 0.185 2.647 44 0.8 1 29.733 5.63 281.50 B 180.00-160.00 B 0.185 2.647 0.8 1 29.733 C 0.185 2.647 0.8 1 29.733 T6 1.16 4.98 A 0.174 2.686 43 0.8 1 33.149 5.86 293.15 B 160.00-140.00 B 0.174 2.686 0.8 1 33.149 C 0.174 2.686 0.8 1 33.149 T7 1.18 5.57 A 0.16 2.735 42 0.8 1 34.724 5.94 297.16 B 140.00-120.00 B 0.16 2.735 0.8 1 34.724 C 0.16 2.735 0.8 1 34.724 T8 1.22 5.66 A 0.146 2.786 40 0.8 1 35.627 5.95 297A2 B 120.00-100.00 B 0.146 2.786 0.8 1 35.627 C OA46 2.786 0.8 1 35.627 T9 1.22 6.33 A 0.138 2.814 39 0.8 1 37.441 5.90 295.20 B IMOO-80.00 B 0.138 2.814 0.8 1 37.441 C 0.138 2.814 0.8 1 37.441 TIO 1.22 7.06 A 0.132 2.838 37 0.8 1 39.296 5.79 289.59 B 80.00-60.00 B 0.132 2.838 0.8 1 39.296 C 0.132 2.838 0.8 1 39.296 Tl1 1.22 7.17 A 0.124 2.969 34 0.8 1 40,317 5.52 275.82 B 60.00Ao.00 B 0.124 2.869 0.8 1 40.317 C 0.124 2.869 0.8 1 40.317 T12 1.22 7.29 A 0.117 2.895 31 0.8 1 41.371 5.06 253.08 B 40.00-20.00 B 0.117 2.895 0.8 1 41.371 C 0.117 2.895 0.9 1 41.371 T13 1.22 9.26 A 0.125 2.867 27 0.8 1 48.011 4.78 239.22 B 20.00-0.00 B 0.125 2.867 0.8 1 48.011 C 0.125 2.867 0.8 1 48.011 Sum Weight: 14.01 66.36 OTM 7797.79 65.30 ki 11 Tower Forces - No Ice - Wind 90 To Face Section Elevation Add Weight K Self Weight K F a c e e CF 9. Psf DF De As It, F K w py, CM. Face Tl 0.22 0.75 A 0.262 2.403 48 0.85 1 6.356 1.11 222.96 B 245.00-240.00 B 0.262 - 2.403 0.85 1 6.356 C 0262 2.403 0.85 1 6.356 T2 0.87 2.07 A 0.192 2.624 47 0.85 1 17.917 3.84 192.20 B 240.00-220.00 B 0.192 2.624 0.85 1 17.917 C 0.192 2.624 0.95 1 17.917 13 0.94 3.09 A 0.244 2A54 46 0.85 1 27.088 4.71 235.70 B 220.00-200.00 B 0.244 2.454 0.85 1 27.088 C 0.244 2A54 0.85 1 27.088 w o N a a m 0 0 0 0 o C 0 0 0 0 a off oa o� o� off �a h N W w w N O j.ti P P O O J �ma�ma�manma�maq�O� :-:-:-i.N i.N N :-N NNNpp pNp JNJaa. NNN N NN N NN N N pN�pN�NqN A A Y w w� IAn VAi IAA N N N 0 0 0 n J J J w w w A A A A A A W w w p --------------- ____•-........— -..-- w w w N N N N N N N N N N N N�O88ONN ON J J J a n+ q O O O O O O.... W W P g T 0 w r r N O IJ to d r N U P I N fn � N A T ao 0 3 0 0 0 0 0 0 0 0 0 o p ti O N S o ,0 o y y o O W O N O� O O O�6 O W O� OOy1 OIyA O A .. spap, h N N N N N N w P P P P P J P W P J w V P �manma�manmaomanma�maoma�ma�ma�go�, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o n r r r r r O O O j y O N N N N N N W W W W W Ww A A A V w O O U U U J V V A A A N N N w P P P P P P A A A U Vi U N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N w w w w w w w w w W w w SDP P PP�O �O PP W W rr rw ww W W W w ww AA Aww w 'O ,p J W r A V V O N A VAi O O O O O O O O O O O O O O O O O O O O O O PP O O PC O O CJ ........ .. Da La Ga LO Oa Da..............� � T 5— -- -- -.—— —r r r rr r rr r—-——— .-.--— 'O w W A A A A A A y y y A A A W W W W W W W W W W W W W W W N N N '�. W �O �D �O N NN OOOww wPPPUpUp�� U A A A 000�1 �I J n+ q J O U U U P P P P P P U N N y W w W w JN NW �Np m m m m m m m m m m C M ONC G 10 �y V q a q O n v o � m n r CD m o 4t 0 A N m M. co p IJ N P co (D �A d E J ? Q� tnxTower Job Page FL West Midway, BU# 800642 23 of 44 Project Date FDH Velocitel 6521 MeridienBr e, Suite 107 16PTMJ14OO 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX., 9197551031 Section Elevation t Add Weight K Self Weight K F a c e e CF q, Prf DF DR As ft, F K w 1 Orl. Face T6 1.16 4.98 A 0.174 2686 11 1 1 36.705 1.55 77.67 A 160.00-140.00 B O.174 2.686 1 1 36.705 C 0.174 2.686 1 1 36.705 T7 1.18 557 A O.16 2.735 10 I 1 38.475 158 78.86 A 140.00-120.00 B 0.16 2.735 l 1 38.475 C 0.16 2.735 1 1 38.475 T8 1.22 5.66 A 0.146 2.786 10 1 1 39.617 1.58 79.13 A 120.00-100.00 B 0.146 2.786 1 1 39.617 C 0.146 2.786 1 1 39.617 T9 122 6.33 A 0.138 2.814 10 1 1 41.676 1.57 78.71 A 100.00-80.00 B O.138 2.814 l 1 41.676 C O.138 2.814 1 1 41.676 T10 1.22 7.06 A O.132 2.838 9 l 1 43.785 1.55 77.38 A 80.00-60.00 B 0.132 2.838 1 1 43.785 C 0.132 2.838 l 1 43.785 Tit 1.22 7.17 A 0.124 2.869 9 1 1 45.067 1.48 73.92 A 60.0040.00 B 0.124 2.869 1 1 45.067 C 0.124 2.869 1 1 45.067 T12 1.22 7.28 A 0.117 2.895 8 1 1 46.388 1.36 68.02 A 40.00-20.00 B 0.117 2.895 1 1 46388 C 0.117 2.895 1 1 46.388 T13 1.22 9.26 A 0.125 2.867 7 1 1 54359 1.30 64.95 A 20.00-0.00 B 0.125 2.867 1 1 54.359 C 0.125 2867 1 1 54359 Sum Weight: 14.01 66.36 OTM 2071.71 17.40 kipft Tower Forces - Service - Wind 60"To Face Section Elevation i Add Weight K Self Weight K F a c e e CF q, Psf DF D,, Ae f12 F K w pir Cirl. Face Tl 0.22 0.75 A 0.262 2.403 12 0.8 1 6.055 0.27 54.27 A 245.00-240.00 B 0.262 2.403 0.8 1 6.055 C 0.262 2.403 0.8 1 6.055 T2 0.87 2.07 A 0.192 2.624 12 0.8 l 17.144 0.94 47.03 A 240.00-220.00 B 0.192 2.624 0.8 1 17.144 C 0.192 2.624 0.8 l 17.144 T3 0.94 3.09 A 0.244 2.454 12 0.8 1 26.490 1.15 57.56 A 220.00-200.00 B 0.244 2.454 0.8 1 26.490 C 0.244 2.454 0.8 1 26.490 T4 1.16 3.46 A 0.202 2.598 11 0.8 1 26.790 1.35 67.52 B 200.00-180.00 B 0.202 2.588 0.8 l 26.790 C 0.202 2.588 0.8 1 26.790 T5 1.16 3.69 A 0.185 2.647 11 0.8 1 29.733 1.41 7037 B 180.00-160.00 - B 0.185 2.647 0.8 1 29.733 C O.185 2.647 0.8 1 29.733 T6 1.16 4.98 A O.174 2.686 11 0.8 1 33.149 1.47 7329 B 160.00-140.00 B 0.174 2.686 0.8 1 33.149 C 0.174 2.686 0.8 1 33.149 T7 1.18 5.57 A 0.16 2.735 10 0.8 1 34.724 1.49 74.29 B 140.00-120.00 B 0.16 2.735 0.8 1 34.724 C 0.16 2.735 0.8 1 34.724 tnxTower Job Page FL West Midway, BU# 800642 24 of 44 Project Date FDHVelocitel 6521 Meridien Drive, State 107 16PTMJ140O 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551011 Crown Castle Erin Beaton FAX 9197551031 Section Elevation Add Weight K Self Weight K F a c e e CF q, PSf DF DR Ae f12 F K w py, Cirl. Face T8 1.22 5A6 A 0.146 2.786 10 0.8 1 35.627 149 7435 B 120.00-100.00 B 0.146 2.786 0.8 1 35A27 C 0.146 2.786 0.8 1 35A27 T9 1.22 6.33 A 0.138 2.814 10 0.8 1 37.441 148 73.80 B ]00.00-80.00 B 0.138 2.814 0.8 1 37.441 C 0.138 2.814 0.8 1 37.441 TIO 122 7.06 A 0.132 2.838 9 0.8 1 39.296 1.45 72.40 B 80.00-60.00 B 0.132 2.838 0.8 1 39.296 C 0.132 2.838 0.8 1 39.296 Tll 1.22 7.17 A 0.124 2.869 9 0.8 1 40.317 1.38 68.95 B 60.00-40.00 B 0.124 2.869 0.8 1 40.317 C 0.124 2.869 0.8 1 40.317 T12 1.22 7.28 A 0.117 2.895 8 0.8 1 41.371 1.27 63.27 B 40.00-20.00 B 0.117 2.895 0.8 1 41.371 C 0.117 2.895 0.8 1 41.371 T13 1.22 9.26 A 0.125 2.967 7 0.8 1 48.011 1.20 59.81 B 20.00-0.00 B 0.125 2.867 0.8 1 48.011 C 0.125 2.867 0.8 1 48.011 Sum Weight: 14.01 66.36 OTM 1949.45 16.32 kip-8 Tower Forces - Service Wind 90 To Face Section Elevation fi Add Weight K Self Weight K F a c e e CF q. PSf DF DR At ft, F K w py, C(rl. Face Tl 0.22 0.75 A 0.262 2A03 12 0.85 1 6.356 0.28 55.74 B 245.00-240.00 B 0.262 2.403 0.85 1 6.356 C 0.262 2.403 0.85 1 6.356 72 0.87 2.07 A 0.192 2.624 12 0.85 1 17.917 0.96 48.05 B 240.00-220.00 B 0.192 2.624 0.85 1 17.917 C 0.192 2.624 0.85 1 17.917 T3 0.94 3.09 A 0.244 2.454 12 0.85 1 27.088 1.18 58.93 B 220.00-200.00 B 0.244 2.454 0.85 1 27.088 C 0.244 2A54 0.85 1 27.088 T4 1.16 3.46 A 0.202 2.588 11 0.85 1 27369 1.47 73.60 B 200.00-180.00 B 0.202 2.588 0.85 1 27.369 C 0.202 2.588 0.85 1 27369 TS 116 3.69 A 0.185 2.647 11 0.85 1 30.502 1.53 76.56 B 180.00-160.00 B 0.185 2.647 0.85 1 30.502 C 0.185 2.647 0.85 1 30.502 T6 1.16 4.99 A 0.174 2.686 11 0.85 1 34.038 1.59 79.47 B 160.00-140.00 B 0.174 2.686 0.85 1 34.038 C 0.174 2.686 0.85 1 34.038 T7 1.18 5.57 A 0.16 2.735 10 0.85 1 35.662 1.61 80.59 B 140.00-120.00 B 0.16 2.735 0.85 1 35.662 C 0.16 2.735 0.85 1 35.662 T8 122 5.66 A 0.146 2.786 10 0.85 1 36.625 1.62 80.85 B 120.00-100.00 B 0.146 2.786 0.85 1 36.625 C 0.146 2.786 0.85 1 36.625 19 1.22 6.33 A 0.138 2.814 10 0.85 1 38.500 1.60 M11 B 100.00-80.00 B 0.138 2.814 0.85 1 39.500 C 0.138 2.814 0.85 1 38.500 tnxTQwer Job Page FL 25 of 44 FDH Velocltel Project Date 6521 Meridien Drive, Suite 107 16PTMJ1400 11:49.28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX 9197551031 Section Elevation Add Weight K Self Weight K F a c e e CF q: psf OF DR Ae ft2 F K If I C&I. Fare T10 1.22 7.06 A 0.132 2.838 9 0.85 1 40.418 1.57 78.46 B 80.00-60.00 B 0.132 2.838 0.85 1 40.418 C 0.132 2.838 0.85 1 40.418 T11 1.22 7.17 A 0.124 2.869 9 0.85 1 41.504 1.49 74.68 B 60.00-40.00 B 0.124 2.869 0.85 1 41.504 C 0.124 2.869 0.85 1 41.504 T12 1.22 7.28 A 0.117 2.895 8 0.85 I 42.625 1.37 68.49 B 40.00-20.00 B 0.117 2.895 0.85 1 42.625 C 0.117 2.895 0.85 1 42.625 T13 122 9.26 A 0.125 2.867 7 0.85 1 49.598 1.29 64.58 B 20.00-0.00 B 0.125 2.867 0.85 1 49.598 C 0.125 2.867 0.85 1 49.598 Sum Weight: 14.01 66.36 OTM 2094.65 17.57 lap-R Discrete Appurtenance,Pressures -.No Ice cg=o.gso Description Aiming Azimmh ° Weight K Offset. t Offset. ft z It K. q• PSf Qv4C Front fI2 CAC Side Beacon 240.0000 0.02 -3.00 1.73 251.00 L536 48 2.00 2.00 Lightning Rod 240.0000 0.03 -3.00 1.73 247.00 1.531 48 0.20 0.20 Platform Extension 240.0000 0.20 -3.00 1.73 244.00 1.527 48 10.93 10.93 BSA-185040/12CF w/ 0.0000 004 0.00 -7.46 248.00 1.532 48 7.69 7A4 Mount Pipe BSA-185065/12x2 w/ 120.0000 004 6A6 3.73 248.00 1.532 48 5.02 3.61 Mount Pipe BSA-185065/12x2 w/ 240.0000 0.04 -6.46 3.73 248.00 1.532 48 5.02 3.61 Mount Pipe X7CQAP-645-VR0 W/ 0.0000 0.16 0.00 -7.46 248.00 1.532 48 24.15 16.34 Mount Pipe X7CQAP-645-VR0 W/ 120.0000 0.16 6.46 3.73 248.00 1.532 48 24.15 16.34 Mount Pipe X7CQAP-645-VR0 W/ 240.0000 0.16 -6.46 3.73 248.00 1.532 48 24.15 16.34 Mount Pipe ATSBT-TOP-FM 0.0000 0.00 0.00 -7.46 249.00 1.532 48 0.17 0.09 ATSBT-TOP-FM 120.0000 0.00 6.46 3.73 248.00 1.532 48 0.17 0.09 ATSBT-TOP-FM 240.0000 0.00 -6.46 3.73 248.00 1.532 48 0.17 0.09 DBC-7CAP 0.0000 0.01 0.00 -7.46 248.00 1.532 48 1.23 023 DBC-7CAP 120.0000 0.01 6.46 3.73 248.00 1.532 48 1.23 0.23 D130-7CAP 240.0000 0.01 -6.46 3.73 248.00 1.532 48 1.23 023 Platform Momt (LP 0.0000 150 0.00 0.00 245.00 1.528 48 36.21 36.21 101-1) Empty Momt Pipe 0.0000 0.03 0.00 -7.46 245.00 1.528 48 1.40 1.40 Empty Mount Pipe 120.0000 003 6.46 3.73 245.00 1528 48 1.40 1.40 Empty Mount Pipe 240.0000 0.03 -6.46 3.73 245.00 1.528 48 140 1.40 ADFD1820-3333B-XD 0.0000 0.12 0.00 -7.46 223.00 1.498 47 21.62 8.85 M w/ Meant Pipe ADFD1820-3333B-XD 120.0000 0.12 6.46 3.73 223.00 1.498 47 21.62 8.85 M W/ Mount Pipe ADFD1820-3333B-XD 240.0000 0.12 -6.46 3.73 223.00 1498 47 2L62 8.85 M W/ Mount Pipe SBNM-1D45B w/ 0.0000 0.64 0.00 -7.46 223.00 IA98 47 11.40 6.47 Mount Pipe *nx4 over Job Page FL West Midway, BU# 800642 26 of 44 FDH Velocilel Project Date 6521 Meridien1),he, Snite 107 16PTMJ140O 11:49:28 09/15/16 Raleigh, North Carolina 17616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.- 9197551031 Description Aiming Azimuth Weight K Offset. ft Offset, ft z ft K g, Psft CAAc Front CtAc Side SBNHH-1D45B w/ 120.0000 0.64 6.46 3.73 223.00 1.498 47 11.40 6.47 Mount Pipe SBNHH-1D45Bw/ 240.0000 0.64 -6.46 3.73 223.00 1.498 47 11.40 6.47 Mount Pipe FRLB 0.0000 0.06 0.00 -7.46 223.00 IA98 47 2.07 0.78 FRLB 120.0000 0.06 6.46 3.73 223.00 1.498 47 2.07 0-78 FRLB 240.0000 0.06 -6.46 3.73 223.00 1498 47 2.07 0.78 FRIE 0.0000 0.06 0.00 -7.46 223.00 1.498 47 3.30 0-98 FRIE 120.0000 0.06 6.46 3.73 223.00 1.498 47 3.30 0.98 FRIE 240.0000 0.06 -6.46 3.73 223.00 1.498 47 3.30 0.98 FRIG 0-0000 0.06 0.00 -7.46 223.00 1.499 47 2.39 0.97 FRIG 120.0000 0.06 6A6 3.73 223.00 IA98 47 2.39 0.97 FRIG 240.0000 0.06 -6.46 3.73 223.00 1A98 47 2.39 0-97 FXFB 0.0000 0.06 0.00 -7.46 223.00 1.498 47 3.30 0.98 FXFB 120.0000 0.06 6A6 3.73 223.00 1.498 47 3.30 0.98 FXFB 240.0000 0.06 -6.46 3.73 223.00 IA98 47 3.30 0.98 ASU9338TYP01 0.0000 0.02 0.00 -7.46 223.00 1498 47 3.20 1.03 ASU9338TYPOI 120.0000 0.02 6.46 3.73 223.00 1-498 47 3.20 1.03 ASU9338TYPOI 240.0000 0.02 -6.46 3.73 223.00 1.498 47 3.20 1.03 Sector Mount [SM 0.0000 1.48 0.00 0.00 220.00 1.494 47 32.73 32.73 302-3] 800 10723K w/ Mount 0.0000 0.20 0.00 -8.62 201.00 1.466 46 22.32 17.25 Pipe 800 10723K w/ Mount 120.0000 0.20 746 4.31 201.00 1.466 46 22.32 17.25 Pipe 90010723K w/Mount 240.0000 0.20 -7.46 4.31 201.00 1466 46 22.32 17.25 Pipe =819H-12UB 0.0000 0.04 0.00 -8.62 201.00 1466 46 2.62 0.68 ETD819H-12UB 120.0000 0.04 7.46 4.31 201.00 1.466 46 2.62 0.68 =819H-12UB 240.0000 0.04 -7 46 4.31 201.00 1.466 46 2.62 068 RRUS-11 0.0000 0.12 0.00 -8.62 201.00 1.466 46 5.04 2.14 RRUS-11 120.0000 0.12 7.46 4.31 201.00 1.466 46 5.04 2.14 RRUS-11 240.0000 0.12 -7.46 4.31 201.00 1.466 46 5.04 2.14 TBC0020FIV1 0.0000 0.02 0.00 -8.62 201.00 1466 46 1.02 0.74 TBC0020FIVI 120.0000 0.02 7.46 431 201.00 1.466 46 1.02 0.74 TBC0020FIVI 240.0000 0.02 -7.46 4.31 201.00 1A66 46 1.02 0.74 DC648-60-18-8F 120.0000 0.02 7A6 4.31 201.00 1.466 46 2.20 3.70 Sector Momt[SM 0.0000 1.78 0.00 0.00 200.00 1A64 46 36.69 36.69 508-31 APXVSPP18-Cw/ 0.0000 0.08 0.00 -12.78 128.00 1.333 42 8.26 6.95 Mount Pipe APXVSPP18-Cw/ 120.0000 0.08 11.06 6.39 128.00 1.333 42 8.26 6.95 Mount Pipe APXVSPP18-Cw/ 240.0000 0.08 -11.06 6.39 128.00 1.333 42 8.26 6.95 Mount Pipe RRUS-11800MH2 O.0000 0.05 0.00 -12.78 128.00 1.333 42 2.52 1.30 RRUS-11800MHz 120,0000 0.05 11.06 6.39 128.00 1.333 42 2.52 1.30 RRUS-11800MHz 240.0000 0.05 -11-06 6.39 128.00 1.333 42 2.52 1.30 SOOMHZSMRFILTER 0.0000 0.02 0.00 -12.78 128.00 1.333 42 0.72 0.36 800MHZ SMR FILTER 120.0000 0.02 11.06 6.39 128.00 1.333 42 0.72 0.36 800MHZSMRFILTER 240.0000 0.02 -11.06 6.39 128.00 1.333 42 0.72 0.36 ACU-A20-N 0.0000 0.00 0.00 -12.79 128.00 1.333 42 020 0.35 ACU-A20-N 120.0000 0.00 11.06 6.39 128.00 1.333 42 020 0.35 ACU-A20-N 240.0000 0.00 -11.06 6.39 128.00 1.333 42 020 035 RRUS 31 B25 0.0000 0.06 0.00 -12.78 128.00 1.333 42 1.62 128 RRUS 31 B25 120.0000 0.06 11.06 6.39 128.00 1.333 42 1.62 128 RRUS 31 B25 240.0000 0.06 -11.06 6.39 128.00 1.333 42 1.62 1.28 Empty Mount Pipe 0.0000 0.12 0.00 -12.78 128.00 1.333 42 5.60 5.60 Empty Mount Pipe 120.0000 0.12 11.06 6.39 128.00 1.333 42 5.60 5.6O Empty Mount Pipe 240.0000 0.12 -11.06 6.39 128.00 1333 42 5.60 5.60 Sector Mount[SM 0,0000 1.48 0.00 0.00 128.00 1.333 42 32.73 32.73 tnxTower Job Page FL West Midway, BU# 800642 27 of 44 Project Date FDH Velocitel 6521 Meridien Drive, Sidle 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.- 9197551031 Description Aiming Weight Offset. Offset. z K q- Cyie CtAc Azimuth Front Side ° K Psf 302-31 Sidemarker 0.0000 0.01 0.00 0.00 125.00 1.326 42 0.38 0.38 Sidemarker 0.0000 0.01 0.00 0.00 125.00 1.326 42 0.38 0.38 Sum 12.46 Weight: Discrete Appurtenance Pressures -Service cd-o.s5o Descripion Aiming Azimuth ° Weight K Offset, ft Offset, t z fl K. q- VIf CtAc Front fit CtAc Side ft, Beacon 240.0000 0.02 -3.00 1.73 251.00 1.536 12 2.00 2.00 Lightning Rod 240.0000 0.03 -3.00 1.73 247.00 1.531 12 020 0.20 Platform Extension 240.0000 0.20 -3.00 1.73 244.00 1.527 12 10.93 10.93 BSA-185040/12CFw/ 0.0000 0.04 0.00 -7.46 248.00 1.532 12 7.69 7.44 Mount Pipe BSA-185065/12x2w/ 120.0000 0.04 6.46 3.73 248.00 1.532 12 5.02 361 Mount Pipe BSA- I85065/12x2 w/ 240.0000 0.04 -6.46 3.73 248.00 1532 12 5.02 3.61 Mount Pipe X7CQAP-645-VR0 W/ 0.0000 0.16 0.00 -7.46 248.00 1.532 12 24.15 1634 Mount Pipe X7CQAP-645-VR0 W/ 120.0000 0.16 6A6 3.73 248.00 1.532 12 24.15 16.34 Mount Pipe X7CQAP-645-VRO W/ 240.0000 0.16 -6.46 3.73 248.00 1.532 12 24.15 16.34 Mount Pipe ATSBT-TOP-FM 0.0000 0.00 0.00 -7.46 248.00 1.532 12 0.17 0.09 ATSBT-TOP-FM 120.0000 0.00 6.46 3.73 248.00 1.532 12 0.17 0.09 ATSBT-TOP-FM 240.0000 0.00 -6.46 3.73 248.00 1.532 12 0.17 0.09 DEC-7CAP 0.0000 0.01 0.00 -7.46 248.00 1.532 12 123 0.23 DBC-7CAP 120.0000 0.01 6.46 3.73 248.00 1.532 12 123 023 DBC-7CAP 240.0000 0.01 -6.46 3.73 248.00 1.532 12 123 0.23 Platform Mount (LP 0.0000 1.50 0.00 0.00 245.00 1528 12 36.21 36.21 101-1) Empty Mount Pipe 0.0000 0.03 0.00 -7.46 245.00 1.528 12 1.40 1.40 Empty Mount Pipe 120.0000 0.03 6.46 3.73 245.00 1.528 12 1.40 1.40 Empty Mount Pipe 240.0000 0.03 -6.46 3.73 245.00 1.528 12 1.40 1.40 ADFD1820-3333B-XD 0.0000 0.12 0.00 -7.46 223.00 1498 12 21.62 8.85 M w/ Mount Pipe ADFD1820-3333B-XD 120.0000 0.12 6.46 3.73 223.00 1498 12 21.62 8.85 M w/ Mount Pipe ADFD1820-3333B-XD 240.0000 0.12 -6.46 3.73 223.00 1498 12 21.62 8.85 M w/ Mount Pipe SBNHH-ID45Bw/ 0.0000 0.64 0.00 -7.46 223.00 1.498 12 1140 6.47 Mount Pipe SBNHH-1D45Bw/ 120.0000 0.64 6.46 3.73 223.00 1.498 12 11.40 6.47 Mount Pipe SBNHH-1D45B w/ 240.0000 0.64 -6.46 3.73 223.00 1.498 12 11.40 6.47 Mount Pipe FRLB 0.0000 0.06 0.00 -7.46 223.00 1.498 12 2.07 0.78 FRLB 120.0000 0.06 6.46 3.73 223.00 1.498 12 2.07 0.78 FRLB 240.0000 0.06 -6.46 3.73 223.00 1.498 12 2.07 0.78 FRIE 0.0000 0.06 0.00 -7.46 223.00 1A98 12 3.30 0.98 FRIE 120.0000 0.06 6A6 3.73 223.00 1.498 12 3.30 0.98 FRB: 240.0000 0.06 -6A6 3.73 223.00 1.498 12 3.30 0.98 FRIG 0.0000 0.06 0.00 -7.46 223.00 IA98 12 2.39 0.97 FRIG 120.0000 0.06 6A6 3.73 223.00 1.498 12 2.39 0.97 FRIG 240.0000 0.06 -6A61 3.731 223.001 1.4981 121 2.391 0.97 tnxTower Job Page FL West Midway, BU# 800642 28 of 44 Project Date FDH Yelocitel 6521 Meridien Drive, Site 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX 9197551031 Description Aiming Azimuth ° Weight K Offset. ft Offset, r z r K. q: s CAAc Front it CAAc Side f12 FXFB 0.0000 0.06 0.00 -746 223.00 1498 12 3.30 0.98 FXFB 120.0000 0.06 6.46 3.73 223.00 1A98 12 3.30 0.98 FXFB 240.0000 0.06 -6.46 3.73 223.00 1.498 12 3.30 0.98 ASU9338TYPOI 0.0000 0.02 0.00 -746 223.00 1498 12 3.20 1.03 ASU9338TYPOI 120.0000 0.02 6A6 3.73 223.00 1.498 12 3.20 1.03 ASU9338TYPOI 240.0000 0.02 -6A6 3.73 223.00 1498 12 3.20 1.03 Sector Mount[SM 0.0000 L48 0.00 0.00 220.00 1494 12 32,73 32.73 302-3] 80010723K w/Mount 0.0000 0.20 0.00 -8.62 20100 1466 11 22.32 17.25 Pipe 80010723K w/Mount 120.0000 0.20 T46 4.31 201.00 1.466 11 22.32 17.25 Pipe 80010723K w/Mount 240.0000 020 -7.46 4.31 201.00 1.466 11 22.32 17.25 Pipe ETD819H-12UB 0.0000 0.04 0.00 -8.62 201.00 1.466 11 2.62 0.68 ETD819H-12UB 120.0000 0.04 746 4.31 201.00 1466 11 2.62 0.68 EFD819H-12UB 240.0000 0.04 -7.46 4.31 201.00 1.466 11 2.62 0.68 RRUS-11 0.0000 0.12 0.00 -8.62 20100 1466 11 5.04 2.14 RRUS-11 120.0000 0.12 7A6 4.31 201.00 1.466 11 5.04 2.14 RRUS-11 240.0000 0.12 -746 4.31 201.00 1.466 11 5.04 2.14 TBC0020FIVI 0.0000 0.02 0.00 -8.62 201.00 1466 11 102 0.74 T13CO02OFlVl 120.0000 0.02 7.46 4.31 201.00 1.466 11 1.02 0.74 IBC0020FIVI 240.0000 0.02 -746 4.31 201.00 1466 11 1.02 0.74 DC6-48-60-18-8F 120.0000 0.02 7.46 4.31 20100 1.466 11 2.20 3.70 Sector Meant[SM 0.0000 1.78 0.00 0.00 200.00 1.464 11 36.69 36.69 508-31 APXVSPPIS-Cw/ 0.0000 0.08 0.00 -12.78 128.00 1.333 10 8.26 6.95 Mount Pipe APXVSPPIS-Cw/ 120.0000 0.08 11.06 6.39 128.00 1.333 10 8.26 6.95 Mount Pipe APXVSPP18-Cw/ 240.0000 0.08 -11.06 6.39 128.00 1.333 10 8.26 6.95 Mount Pipe RRUS-11800MHz 0.0000 0.05 0.00 -12.78 128.00 1.333 10 2.52 1.30 RRUS-1I 800MHz 120.0000 0.05 11.06 6.39 128.00 1333 10 2.52 1.30 RRUS-II 800MHz 240.0000 0.05 -11.06 6.39 128.00 1.333 10 2.52 1.30 800MHZ SMR FILTER 0.0000 0.02 0.00 -12.78 128.00 1.333 10 0.72 0.36 800MHZ SMR FILTER 120.0000 0.02 11.06 6.39 128.00 1.333 10 0.72 0.36 800MHZ SMR FILTER 240.0000 0.02 -11.06 6.39 128.00 1.333 10 0.72 0.36 ACU-A20-N 0.0000 0.00 0.00 -12.78 128.00 1.333 10 0.20 0.35 ACU-A20-N 120.0000 0.00 11.06 6.39 128.00 1333 10 0.20 035 ACU-A20-N 240.0000 0.00 -1106 6.39 128.00 1.333 10 0.20 0.35 RRUS 31 B25 0.0000 0.06 0.00 -12.78 128.00 1333 10 1.62 1.28 RRUS 31 B25 120.0000 0.06 11.06 639 12&00 1.333 10 1.62 L28 RRUS 31 B25 240.0000 0.06 -11.06 6.39 128.00 L333 10 1.62 1.28 Empty Mount Pipe 0.0000 0.12 0.00 -12.78 128.00 1.333 10 5.60 5.60 Empty Mount Pipe 120.0000 0.12 11.06 6.39 128.00 1.333 10 5.60 5.60 Empty Mount Pipe 240.0000 0.12 -11.06 6.39 128.00 1.333 10 5.60 5.60 Sector MOunt[SM 0.0000 1.48 0.00 0.00 128.00 1333 10 32.73 32.73 302-3] Sidemarker 0.0000 0.01 0.00 0.00 125.00 1.326 10 0.38 0.38 Sidemarker 0.0000 0.01 0.00 0,00 125.00 1.326 10 0.38 0.38 Sum 12A6 Weight. Force Totals , tnXTower Job Page FL West Midway, BU# 800642 29 of 44 FDH Velocitel Project Date 6521 Meridiem Drive, Suite 107 16PTMJ14O0 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551011 Crown Castle Erin Beaton FLY.. 9197551031 Load Case Verdcol Forces K Sum of Forces X K Sion of Forces Z K Sum of Overturning Moments, M. /d-t Sum of Overturning Moments, M, kip- Sum of Torques b Leg Weight 44.38 i "-5 E a oj' b� i .� : 2, Bracing Weight 21.98 Total Member Self -Weight 66.36 yt'.a� ' .�..,_ M 25 4 47 04�. t +r Total Wei t 9283 . _ 25.42 47 04 Wind 0 deg - No Ice g, t� 0.02 -85 22 -11620.53 42.96 -� -57.14 Wind 30 deg -No Ice ' ` "'O 39.65 -68.64 -9481.66 -5447.70 -30.67 Wind 60 deg -No Ice ?' 65.10 -37.59 -5178.51 -8968.37 -1.08 Wind 90 deg -No Ice-x' 76.89 -0.02 21.34 -10473.22 28.11 Wind 120 deg -No Ices+``# m 73.58 42.46 5769.29 -9911.74 56.29 Wind 150 deg No Ice 43.38 75.14 10245.28 -5854.53 66.96 Wind 180 deg - No Ice �.x S `' 402 80.93 11182.30 51.12 53.52 Wind 210 deg No Ice a ?,' -39.65 68.64 9532.49 5541.79 30.67 Wind 240 deg No Ice 3-r 's+-;: -68,82 39.73 5473.87 9485.99 1.13 Wind270deg-Nolce ''*t 'A -76.89 0.02 29.49 10567.30 -28.11 Wind 300 deg - No Ice -69.87 40.31 -5473.93 9582.29 -52.72 Wind 330 deg -No Ice <_ -43.38 -75.14 -10194.45 5948.61 -66.96 Total Weight 92.83 " +'��.,'' :µ"µ -'. - 25.42 47.04 Wind 0 deg - Service 0.01 -2130 -2910.97 -0.42 -14.29 Wind 30 deg - Service, '`.. 9.91 -17.16 -2376.25 -1373.09 -7.67 Wind 60 deg - Service §a:r"' . 16.28 -9.40 -1300.46 -2253.25 -0.27 Wind 90 deg- Service 0' 19.22 -0.01 -0.50 -2629.46 7.03 Wind 120 deg- Service # . *s+.S' 18.40 10.62 1436.49 -2489.10 14.07 Wind 150 deg- Service ,.' vtt y. 10.85 18.79 2555.49 -1474.79 16.74 Wind 180 deg - Service aws, -0.01 20.23 2789.74 1.62 13.38 Wind210deg-Service i'" -991 17.16 2377.29 1374.29 7.67 Wind 240 deg- Service �{ t gd+ § -17.20 9.93 1362.63 2360.34 0.28 Wind270deg-Service �. ,:'yt -1922 0.01 1.54 2630.67 -7.03 Wind 300 deg- Service '�,'; . -17.47 -10.08 -137432 2394.41 -13.18 Wind 330 deg -Service .,...'nc'.'",.µ.;...._.„I+ -10.85 -18,79 -2554.45 1475.99 -16.74 Load Combinations 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 1,2 Dead+1.6 Wind 90 deg -No Ice 9 0.9 Dead+1.6 Wind 90 deg -No Ice 10 1.2 Dead+1.6 Wind 120 deg -No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg -No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind180deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg -No Ice 16 12 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg -No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1,2 Dead+1.6 Wind 300 deg - No Ice WxTower Job Page FL West Midway, BU# 800642 30 of 44 FDHVelocitel Project Date 6521 Meridian Drive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.- 9197551031 Description 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 Dead+Wind 0 deg- Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg -Service 32 Dead+Wind 180 deg- Service 33 Dead+Wind 210 deg -Service 34 Dead+Wind 240 deg -Service 35 Dead+Wind 270 deg -Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 dee- Service Maxiri um Memberforces Section Elevation Component Condition Gov. Axial Major Axis Minor Avis No. ft Type Load Moment Moment Comb. K k p-ft lap-ft Tl 245-240 Leg Max Tension 23 6.64 0.20 -0.02 Max Compression 18 -8.90 0.15 -0.08 Max. Mx 10 2.32 0.32 -0.17 Max My 2 2.26 0.05 -0.43 Max. Vy 20 2.89 0.00 0.00 Max Vx 2 2.89 0.00 0.00 Diagonal Max Tension 5 4.09 0.00 0.00 Max Compression 16 -4.28 0.00 0.00 Max. Mx 20 3.74 0.01 -0.00 Max My 16 -4.24 0.00 -0.00 Max Vy 20 -0.01 0.01 -0.00 Max. Vx 16 0.00 0.01 -0.00 Top Girt Max Tension 10 1.47 0.00 0.00 Max Compression 7 -1.35 0.00 0.00 Max Mx 2 -0.64 -0.09 0.00 Max. Vy 2 -0.06 0.00 0.00 T2 240-220 Leg Max Tension 23 54.06 0.01 -0.01 Max Compression 18 -60.13 025 -0.14 Max Mx 10 -59.34 -0.27 -0.11 Max. My 2 -59.03 -0.05 0.29 Max. Vy 10 0.11 -0.27 -0.11 Max. Vx 3 0.11 0.05 0.25 Diagonal Max Tension 4 7.24 0.00 0.00 Max Compression 16 -7.30 0.00 0.00 Max. Mx 18 5.93 0.05 0.01 Max My 12 -6.29 -0.02 -0.01 Max. Vy 18 -0.02 0.05 0.01 Max Vx 12 0.00 0.04 -0.01 Top Girt Max Tension 2 0.15 0.00 0.00 Max Compression 1 0.00 0.00 0.00 Max. Mx 2 0.03 -0.09 0.00 Max Vy 2 -0.06 0.00 0.00 13 220 - 200 Leg Max Tension 23 106.08 -6.42 0.11 Max Compression 18 -119.85 7.45 -0.07 Max Mx 18 -119.85 7.45 -0.07 Max My 20 4.30 -0.43 -11.38 Max. Vy 6 -1.98 -0.23 -0.00 Max. Vx 24 1.58 0.02 0.00 tnxTower Job Page31 FL West Midway, BU# 800642 of 44 FDH Veloeitel Project Date 6521 Meridian Drive, Sidle 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX 9197551031 Section Elevmion Component Condition Gov. Axial Major Avis Minor Axis No. /t Type Load Moment Moment Comb. K 1dp-ft Sip-ft Diagonal Max Tension 4 12.18 0.00 0.00 Mmc. Compression 4 -12.12 0.00 0.00 Max. Mx 18 9.58 0.15 -0.01 Max My 16 -10.64 -0.07 -0.03 Max. Vy 18 -0.04 0.15 -0.01 Max. Vx 16 0.01 0.00 0.00 Top Girt Max Tension 22 0.22 0.00 0.00 Max. Compression 19 -0.19 0.00 0.00 Max Mx 2 0.13 403 0.00 Max. My 2 -0.17 0.00 0.00 Max. Vy 2 0.02 0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 T4 200 - 180 Leg Max Tension 23 172.96 -8.48 0.05 Max Compression 18 -194.22 8.92 0.01 Max Mx 22 170.59 -9.17 0.18 Max My 24 -9.90 -0.25 12.31 Max. Vy 6 -2.25 -6.70 0.07 Max. Vx 4 -1.99 0.22 -3.80 Diagonal Max Tension 4 1428 0.00 0.00 Max Compression 4 -14.28 0.00 0.00 Max Mx 18 11.59 013 -0.00 Max My 12 -7.10 -0.06 -0.01 Max Vy 18 -0.03 0.13 -0.00 Max Vx 24 -0.00 0.00 0.00 T5 180-160 Leg Max Tension 23 239.48 -10.72 0.01 Max Compression 18 -266.99 13.49 -0.01 Max Mx 19 -263 96 13.54 -0.01 Max My 24 -12.26 -0.21 16.97 Max. Vy 10 -0.57 11.85 0.02 Max. Vx 24 -1.78 -0.21 16.97 Diagonal Max Tension 5 15.14 0.00 0.00 Max Compression 4 -15.46 000 0.00 Max. Mx 22 8.88 0.22 -0.02 Max My 16 -13.73 -0.10 -0.04 Max. Vy 22 0.05 022 -0.02 Max. Vz 16 0.01 0.00 0.00 T6 160-140 Leg Max Tension 23 275.28 -13.35 0.41 Max Compression 18 -305.88 16.69 -0.02 Max Mx 22 271.73 -17.01 0.51 Max My 24 -13.55 -0.47 23.55 Max. Vy 6 0.80 -17.00 0.02 Max. Vx 24 -110 -0.47 23.55 Diagonal Max Tension 15 23.06 0.00 0.00 Max Compression 2 -25.11 0.00 0.00 Max Mx 18 14.05 0.83 0.02 Max My 2 -24.74 -0.25 0.10 Max. Vy 18 -0.12 0.83 0.02 Max. Vx 2 -0.01 0.00 0.00 77 140 - 120 Leg Max Tension 23 342.12 -16.89 0.50 Max Compression 18 -383.06 22,25 -0.00 Max Mx 18 -383.06 22.25 -0.00 Max My 24 -15.54 447 23.55 - - - - Max. Vy 6 1.73 -21.14 0.01 Max. Vx 24 1.74 -0.47 23.55 Diagonal Max Tension 4 25.17 0.00 0.00 Max Compression 4 -25.03 0.00 0.00 Max Mx 18 21.45 0.83 0.07 Max My 24 21.87 0.68 0.10 Max. Vy 18 -0.12 0.83 0.07 Max. Vx 24 -0.01 0.00 0.00 T8 120 -100 Leg Max Tension 23 399.01 -21.21 0.43 tnxTower Job Page FL West Midway, 8U# 800642 32 of 44 FDHVelocitel Project Date 6521 Meridiem Drive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 91975510/2 Crown Castle Erin Beaton FAX..- 9197551031 Section Elevation Component Condition Gov. Axial Major Axis Minor Ads No. jt Type Load Moment Moment Comb. K ldph !dp ft Max Compression 18 -447.19 15.45 0.01 Max Mx 18 -44525 22.25 -0.00 Max. My 24 -20.75 -0.55 22.44 Max. Vy 11 0.94 22.15 -0.40 Max. Vx 24 -1.10 -0.55 22.44 Diagonal Max Tension 4 26.66 0.00 0.00 Max Compression 4 -27.24 0.00 0.00 Max Mx 18 19.63 0.79 -0.03 Max. My 12 -18.73 -0.26 -0.06 Max. Vy 18 -0.12 039 -0.03 Max. Vx 12 0.01 0.00 0.00 T9 100 - 80 Leg Max Tension 23 462.44 -15.70 0.45 Max Compression 18 -519A6 20.60 0.00 Max. Mx 18 -519A6 20.60 0.00 Max My 24 -22.18 -0.55 22.44 Max. Vy 11 -0.86 20.46 -0.34 Max Vx 24 1.12 -0.55 22.44 Diagonal Max Tension 4 27.72 0.00 0.00 Max Compression 4 -27.94 0.00 0.00 Max Mx 18 22.32 0.74 0.06 Max My 24 23.96 0.65 0.09 Max. Vy 18 -0.12 0.74 0.06 Max. Vx 24 -0.01 0.00 0.00 T10 80 - 60 Leg Max Tension 23 521.17 -19.19 0.38 Max. Compression 18 -586.87 17.86 0.00 Max Mx 18 -584.45 20.60 0.00 Max My 24 -27.68 -0.66 21.96 Max Vy 11 0.73 20.46 -0.34 Max. Vx 24 -1.09 -0.66 21.96 Diagonal Max Tension 4 28.27 0.00 0.00 Max Compression 4 -28.47 0.00 0.00 Max Mx 18 22.24 0.65 -0.05 Max. My 24 24.47 0.59 0.07 Max. Vy 22 0.12 0.64 0.06 Max. Vx 24 -0.01 0.00 0.00 Tit 60-40 Leg Max Tension 23 578.33 -18.19 0.39 Max Compression 18 -652.93 20.85 0.00 Max Mx 18 -652.93 20.85 0.00 Max My 24 -28.72 -0.66 21.96 Max. Vy 10 -0.71 20.78 -0.19 Max. Vx 24 125 -0.66 21.96 Diagonal Max Tension 4 29.46 0.00 0.00 Max Compression 4 -29.89 0.00 0.00 Max Mx 18 22.67 0.68 -0.05 Max My 12 -14.87 0.32 -0.07 Max. Vy 22 0.13 0.67 0.06 Max Vx 24 -0.01 0.00 0.00 T12 40-20 Leg Max Tension 23 636.09 -18.91 0.24 Max Compression 18 -720.75 19.68 -0.00 Max Mx 22 627.05 -21.34 0.80 Max My 24 -35.02 -1 34 40.36 Max Vy 6 030 -21.34 0.01 Max Vx 24 -2.11 -1.34 40.36 Diagonal Max Tension 4 29.27 0.00 0.00 Max Compression 4 -29.08 0.00 0.00 Max Mx 22 19.29 0.72 0.05 Max My 2 -24.93 0.02 0.09 Max. Vy 22 0.14 0.72 0.05 Max. Vx 2 -0.01 0.00 0.00 T13 20-0 Leg Max Tension 23 686.49 -21.00 0.78 Max Compression 18 -779.81 0.00 -0.00 6nx owes �( FDHVelocitel Job FL West Midway, BU# 800642 Page 33 of 44 Project Date 6521 Meridien Drive, Suite 107 16PTMJ14OO 11:4928 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX., 919755103I Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Max Mx 22 678.47 -21 34 0.80 Max. My 24 -35.74 -1.34 40.36 Max Vy 6 -I 61 -21.34 0.01 Max Vx 24 2.62 -1.34 4036 Diagonal Max Tension 4 32.18 0.00 0.00 Max Compression 2 -33.36 0.00 0.00 Max. Mx 20 7.96 1.27 0.16 Max My 24 27.50 1.11 0.23 Max. Vy 20 -0.21 127 0.16 Max. Vx 24 402 0.00 0.00 Maximum Reactions Location Condition Gov. Pertical Horizontal, X Horizontal, Z Load K K K Leg C Max. Vert 18 815.75 76.74 -44.35 Max. H. 18 815.75 76.74 -44.35 Max. H, 5 -645.11 -60.09 39.73 Min. Vert 7 -7I3.87 -68.13 39.38 Min. H. 7 -713.87 -68.13 39.38 Min. H. 18 815.75 76.74 -44.35 Leg Max. Vert 10 811.25 -77.60 -32.61 Max. H. 23 -716.43 69.02 37.88 Max. H. 23 -716A3 69.02 37.88 Min. Vert 23 -71643 69.02 37.88 Min. H. 10 81125 -77.60 -42.61 Min. H, 10 811.25 -77.60 42.61 Leg Max Vert 2 911.27 -1.93 88.51 Max. H. 21 26.64 5.73 2.41 Max. H, 2 81127 -1.93 88.51 Min. Vert 15 -716.22 1.73 -78.71 Min. H. 8 36.14 -5.82 327 Min. H. 15 -716.22 1.73 -78.71 Tower Mast Reaction Summary Load Combination vertical K Shea, K Shear, K Overturning Moment, M, ko-ft Overturning Moment, M kip-ft Torque kip-ft Dead Only 92.83 -0.00 0.00 25.42 47.04 0.00 1.2 Dead+1.6 Wind 0 deg -No 111.40 0.03 -137.77 -1877L88 49.93 -91.43 Ice 0.9 Dead+1.6 Wind 0 deg -No 83.55 0.03 -137.77 -18779.51 35.81 -91A3 Ice 1.2 Dead+1.6 Wind 30 deg -No 111.40 69.47 -120.26 -16327.91 -9397.36 A9.08 Ice 0.9 Dead+1.6 Wind 30 deg -No 83.55 69.47 -120.26 -16335.44 -9411.48 -49.08 Ice 12 Dead+1.6 Wind 60 deg - No 111.40 113.41 -65.48 -9985.09 -15562.14 -1.72 Ice 0.9 Dead+1.6 Wind 60 deg -No 83.55 113.41 -65.48 -8992.72 -15576.25 -1.72 Ice tnxTower Job Page34 FL West Midway, BU# 800642 of 44 FDH Velocilel Project Date 6521 Meridien Drive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Client Designed by Raleigh, North Carolina 27616 Phone: 9197551012 Crown Castle Erin Beaton FAX.' 9197551031 Load Vertical Shear, Shear, Overturning overturning Torque Combination Moment, M. Moment, M. K K K 1dp Jt kip-J7 kip-f1 1.2 Dead+1.6 Wind 90 deg -No 111.40 138.89 -0.03 23.97 -18839.88 44.97 Ice 0.9 Dead+1 6 Wind 90 deg -No 83.55 138.89 -0.03 16.35 -18853.99 44.97 Ice 1.2 Dead+1.6 Wind 120 deg- 111.40 119.33 68.86 9426.04 -16233.28 90.06 No Ice 0.9 Dead+1.6 Wind 120 deg- 83.55 119.33 68.86 9418.41 -16247.39 90.06 No Ice 1.2 Dead+1.6 Wind 150 deg - 111.40 69.42 120.23 16382.29 -9386.06 107.14 No Ice 0.9 Dead+1.6 Wind 150 deg- 83.55 69.42 120.23 16374.66 -9400.17 107.14 No Ice 1.2 Dead+1.6 Wind 180 deg- 111.40 -0.03 130.90 18050.38 62.98 85.64 No Ice 0.9 Dead+1.6 Wind 180 deg- 83.55 -0.03 130.90 18042.76 48.86 85.64 No Ice 1.2 Dead+1.6 Wind 210 deg- 111.40 -69.47 120.26 16388.81 9510.26 49.08 No Ice 0.9 Dead+1.6 Wind 210 deg- 83.55 -69.47 120.26 16381.19 9496.15 49.08 No Ice 1.2 Dead+1.6 Wind 240 deg- 111.40 -119.36 68.91 9437.34 16352.70 1.81 No Ice 0.9 Dead+1.6 Wind 240 deg - 83.55 -119.36 68.91 9429.72 16338.59 1.81 No Ice 12 Dcad+16 Wind 270 deg- 111.40 -138.89 0.03 37.02 18952.78 44.97 No Ice 0.9 Dead+1.6 Wind 270 deg- 83.55 -138.89 0.03 29.40 18938.66 44.97 No Ice 1.2 Dead+1.6 Wind 300 deg- 111.40 -113.38 -65.42 -8973.79 15668.51 -84.35 No Ice 0.9 Dead+1.6 Wind 300 deg- 83.55 -113.38 -65.42 -8981.42 15654.40 -84.35 No Ice 1.2 Dcad+1.6 Wind 330 deg- II IAA -69.42 -120.23 -16321.29 9498.96 -107.14 No Ice 0.9 Dead+1.6 Wind 330 deg - 83.55 -69.42 -120.23 -16328.91 9484.85 -107.14 No Ice Dead+Wind 0 deg -Service 92.83 0.01 -21.53 -2912.46 46.02 -14.29 Dead+Wind 30 deg - Service 92.83 10.86 -18.79 -2530.57 -1430.12 -7.67 Dead+Wind 60 deg -Service 92.83 17.72 -10.23 -1383.27 -2393.36 -0.27 Dead+Wind 90 deg -Service 92.83 21.70 -0.01 24.40 -2905.51 7.03 Dead+Wind 120 deg -Service 92.83 18.65 10.76 149347 -2498.23 14.07 Dead+Wind 150 deg - Service 92.83 10.85 18,79 2580.38 -1428.35 16.74 Dead+Wind 180 deg -Service 92.83 -0.01 20.45 2841.02 48.06 13.38 Dead+Wind 210 deg -Service 92.83 -10.86 18.79 2581.40 1524.20 7.67 Dead+Wind 240 deg - Service 92.83 -18.65 10.77 1495.23 2593.33 028 Dead+Wind 270 deg -Service 92.83 -21.70 0.01 26.44 2999.59 -7.03 Dead+Wind 300 deg- Service 92.83 -17.72 -10.22 -1381.50 2486.43 -13.18 Dead+Wind 330 deg -Service 92.83 -10.85 -18.79 -2529.55 1522.43 -16.74 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX Py PZ %Error Comb. K K K K K K 1 0.00 -92.83 0.00 0.00 92.83 -0.00 0.000% 2 0.03 -111.40 -137.77 .0.03 11140 137.77 0.000% 3 0.03 -83.55 -137.77 -0.03 93.55 137.77 0.000% 4 69.47 -111.40 -120.26 -69.47 111.40 120.26 0.0001% thxTower Job Page FL West Midway, BU# 800642 35 of 44 Project Date FDH Velocitel 6521 MeridimDrive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.. 9197551031 Sian of Applied Forces Sam of Reactions Load PX PY PZ PX Py PZ %Error Comb. K K K K K K 5 69.47 -83.55 -120.26 -69.47 93.55 120.26 0.000% 6 113.41 -111.40 -65.48 -113.41 111.40 65.48 0.000% 7 113.41 -83.55 -65.48 -11341 83.55 65.48 0.000% 8 138.89 -111.40 -0.03 -138.89 11140 0.03 0.000% 9 138.89 -83.55 -0.03 -138.89 83.55 0.03 0.000% 10 119.33 -111.40 68.86 -119.33 111.40 -68.86 0.000% 11 119.33 -83.55 68.86 -119.33 83.55 -68.86 0.000% 12 69.42 -111.40 120.23 -69.42 11140 -120.23 0.000% 13 69.42 -83.55 120.23 -69.42 83.55 -120.23 0.000% 14 -0.03 -111.40 130.90 0.03 111.40 -130.90 0.000% 15 -0.03 -83.55 130.90 0.03 83.55 -130.90 0.000% 16 -69.47 -111.40 12026 69.47 111.40 -120.26 0.000% 17 -69.47 -83.55 12026 69.47 83.55 -120.26 0.000% 18 -119.36 -111.40 68.91 119.36 111.40 -68.91 0.000% 19 -119.36 -83.55 68.91 119.36 83.55 -68.91 0.000% 20 -138.89 411.40 0.03 138.89 11140 -0.03 0.000% 21 -138.89 -83.55 0.03 138.89 83.55 -0.03 0.000% 22 -113.38 -111.40 -6542 113.38 11140 65.42 0.000% 23 -113.38 -83.55 -65.42 113.38 83.55 65.42 0.000% 24 -69.42 -111.40 -120.23 69.42 111.40 120.23 0.000% 25 -69.42 -83.55 -120.23 69.42 83.55 120.23 0.000% 26 0.01 -92.83 -21.53 -0.01 92.83 21.53 0.000% 27 10.86 -92.83 -18.79 -10.86 92.83 18.79 0.000% 28 17.72 -92.83 -10.23 -17.72 92.83 10.23 0.000% 29 21.70 -92.83 -0.01 -21.70 92.83 0.01 0.000% 30 18.65 -92.83 10.76 • -18.65 92.83 -10.76 0.000% 31 10.85 -92.83 18.79 -10.95 92.83 -18.79 0.000% 32 -0.01 -92.83 20A5 0.01 92.83 -20.45 0.000% 33 -10.86 -92.83 18.79 10.86 92.83 -18.79 0.000% 34 -18.65 -92.83 10.77 18.65 92.83 -10.77 0.000% 35 -21.70 -92.83 0.01 21.70 92.83 -0.01 0.000% 36 -17.72 -92.83 -10.22 17.72 92.83 10.22 0.000% 37 -10.85 -92.83 -18.79 10.85 92.83 18.79 0.000% Maximum Tower Deflections - Service Wind Section Elevation Hon. Gov. Tilt 71vist No. Deflection Load ft in Comb. ° Tl 245-240 6.233 34 0.2525 0.0238 72 240 - 220 5.966 34 0.2517 0.0237 T3 220 - 200 4.922 34 0.2376 0.0209 T4 200 -180 3.960 34 0.2101 0.0170 T5 180 -160 3.111 34 0.1832 0.0141 T6 160 - 140 2.386 34 0.1513 0.0115 17 140 -120 1.789 35 0.1255 0.0096 TS 120 -100 1296 35 0.1038 0.0079 T9 100 - 80 0.892 35 0.0812 0.0064 T10 80-60 0.576 35 0.0624 0.0049 Tll 60-40 0.330 35 0.0465 0.0035 T12 40-20 0.150 35 0.0303 0.0022 T13 20-0 0.037 35 0.0138 0.0009 t/ xTower Job Page36 FL West Midway, BU# 800642 of 44 Project Date FDH Velocilel 6521 MerulienDrive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Client Designed by Raleigh, North Carolina 27616 Phone: 9197551012 Crown Castle Erin Beaton FAX.- 9197551031 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature h Comb. in ° ft 245.00 Beacon 34 6.233 0.2525 0.0238 369154 242.50 Platform Extension 34 6.099 0.2522 0.0238 369154 220.00 (2) ADFD1820-3333B-XDM w/ 34 4.922 0.2376 0.0209 52775 Mount Pipe 200.00 (2) 800 10723K w/ Mount Pipe 34 3.960 0.2101 0.0170 42423 128.00 APXVSPPI 8-C w/ Mount Pipe 35 1.482 0.1125 0.0086 52859 125.00 Sidemarker 35 1.411 0.1093 0.0083 54433 Maximum Tower Deflections - Design Wind Section Elevation Nom. Gov. Tilt Twist No. Deflection Load fi in Comb. G° Tl 245-240 39.256 18 1.5835 0.1524 72 240-220 37.586 18 1.5791 0.1516 T3 220-200 31.025 18 1.4930 0.1339 T4 200 -ISO 24.975 18 1.3209 0.1088 T5 180 - 160 19.625 18 1.1526 0.0900 .. T6 160 - 140 15.068 20 0.9521 0.0739 T7 140 - 120 11.310 20 0.7898 0.0617 T8 120 - 100 8.200 20 0.6539 0.0507 T9 100 - 80 5.645 20 0.5123 0.0407 T10 80-60 3.648 20 0.3937 R0313 Tll 60-40 2.094 20 0.2934 0.0224 T12 40-20 0.956 20 0.1912 0.0138 T13 20-0 0.236 20 0.0869 0.0058 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 245.00 Beacon 18 39.256 1.5835 0.1524 63693 242.50 Platform Extension 18 38.421 1.5818 0.1521 63693 220.00 (2) ADFD1820-3333E-XDM w/ 18 31.025 1.4930 0.1339 8611 Mount Pipe 200.00 (2) 800 10723K w/ Mount Pipe 18 24.975 1.3209 0.1088 6780 128.00 APXVSPPI 8-C w/ Mount Pipe 20 9.375 0.7083 0.0550 8407 125.00 Sidemarker 20 8.924 0.6881 0.0534 8657 Bolt Design Data WxTower Job Page FL West Midway, BU# 800642 37 of 44 Project Date FDH Velocitel 6521 Meridien hive, Store 107 16PTMJ14OO 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.9197551031 Section Elevation Component Boll Boll Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Loadper Load Load Ratio fJ in Bo Rs Bolt K ARawable K Tl 245 Leg A325N 0.8750 6 1.11 40.59 0027 1 Bolt Tension Diagonal A325N 0.62.50 1 4.28 12.43 0.344 1 Bolt Shear Top Gin A325N 0.6250 1 1.47 12.43 0.119 1 Bolt Shear 12 240 Leg A325N 0.8750 6 9.01 40.59 0.222 1 Bolt Tension Diagonal A325N 0.6250 1 7.30 12.43 0.588 1 Bolt Shear Top Gin A325N 0.6250 1 0.15 12.43 0.012 ? Y 1 Bolt Shear T3 220 Leg A325N 0.7500 18 5.89 29.82 0198 1, 1 Bolt Tension Diagonal A325N 0.6250 2 6.09 12.24 0.498 1 Member Block Shear Top Girt A325N 0.6250 2 0.11 1224 0.009 1 Member Block Shear T4 200 Leg A325N 0.7500 18 9.61 29.82 0.322 i✓ 1 Bolt Tension Diagonal A325N 0.6250 2 7.14 12.24 0.583 1 Member Block Shear T5 180 Leg A325N 0.8750 18 13.30 40.59 0328/ 1 Bolt Tension Diagonal A325N 0.6250 2 7.73 12.43 0.622 4% 1 Bolt Shear T6 160 Leg A325N 0.8750 18 15.29 40.59 0377�yy 1 Bolt Tension Diagonal A325N 0.7500 2 12.56 1Z89 0702 Y 1 Bolt Shear T7 140 Leg A325N 0.8750 18 19.01 40.59 0468 1 Bolt Tension Diagonal A325N 0.7500 2 12.59 IZ89 0.703 _Y{ 1 Bolt Shear T8 120 Leg A325N 0.8750 18 22.17 40.59 0.546 ter/ i! I Bolt Tension Diagonal A325N 0.7500 2 13.62 17.89 0.761 t� 1 Bolt Shear T9 100 Leg A325N 1.0000 18 25.69 53.01 0485 1 Bolt Tension Diagonal A325N 0.7500 2 13.92 17.89 0778 1 Bolt Shear T10 80 Leg A325N 10000 18 28.95 53.01 0.546 ,Y 1 Bolt Tension Diagonal A325N 0.7500 2 14.24 17.89 0.796 Y 1 Bolt Shear Tit 60 Leg A325N 1.0000 18 32.13 53.01 0.606 1 Bolt Tension Diagonal A325N 0.7500 2 14.94 17.89 0.835/ I Bolt Shear T12 40 Leg A325N 1.1250 18 35.34 58.71 0.602 T 1 Bolt Tension Diagonal A325N 0.7500 2 14.64 17.89 0.818 1 Bolt Shear T13 20 Diagonal A325N 0.7500 2 16.68 IZ89 0.932 -1// tra 1 Bolt Shear Compression Checks Leg Design Data (Compression) Section Elevation Site L L. KI/r A P. Ratio No. P. ft ft ft in? K K V. tnxTower Job Page FL West Midway, BU# 800642 38 of 44 FDHVelocitel Project Date 6521 Meridien Drive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.., 9197551031 Section Elevation Size L L. K!/r A P. gyp. Ratio No. P. fr ji fr all K K +p„ TI 245-240 212 5.00 5.00 96.0 4.9087 -8.90 112.60 0.079' K=L00 V T2 240-220 212 20.00 5.00 96.0 4.9087 -60.13 112.60 0.534' K=1.00 V T3 220-200 15TL1.5xl2x5/8 20.03 10.02 40.0 5.3014 -119.85 212.23 0.565' K=LOO V T4 200-180 15TL1.75xl2x5/8 20.03 10.02 34.3 7.2158 -194.22 297.97 0.652' K=1.00 V T5 180-160 ISTLl.75xl2x5/8 20.03 10.02 34.3 72158 -266.99 297.97 0.896' K=1.00 V T6 160 - 140 18TL2x5/8x3/4 20.03 20.03 48.0 9.4248 -305.88 362.90 0.943 1 K=1.00 T7 140-120 18TL2.25x5/8x3/4 20.03 20.03 423 11.9282 -383.06 476.08 0.9051 K=1.00 V/ T8 120-100 18TL2.25x5/8x3/4 2003. 20.03 42.7 11.9282 -447.19 476.08 0.939' K=1.00 V T9 100 - 80 18TL2.5x5/8x3/4 2003. 20.03 38.4 14.7262 -519.46 603.04 0.861 ' K=1.00 6 / TI O 80 - 60 18TL2.75x5/8x3/4 20o3 20.03 34.9 17.8187 -586.87 743.67 0.7891 K=1.00 TII 60-40 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 -652.93 743.67 0.878' K=1.00 T12 40-20 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 -720.75 743.67 0.9691 K=1.00 V T13 20-0 18TL3x3/4x7/8 20.03 20.03 32.5 21.2057 -779.81 895.57 0.87j1' K=1.00 4 I P, l �P„ controls Truss -Leg Diagonal Data Section Elevation Diagonal Size Ld KOr t p, A V. Stress No. fr ft K in, K K Ratio 73 220 - 200 0.5 1.68 137.2 238.57 0.1963 1.98 2.89 0.685 T4 200 - 180 0.5 1.67 136.1 324.71 0.1963 2.25 2.93 0.766 T5 180 - 160 0.5 1.67 136.1 324.71 0.1963 1.78 2.93 0.606 T6 160 - 140 0.625 2.40 156.9 430.59 0.3068 1.10 2.93 0.376 T7 140 - 120 0.625 2.39 156.2 544.96 0.3068 1.81 2.96 0..6`12 K T8 120 - 100 0.625 2.39 156.2 544.96 0.3068 1.11 2.96 0.375 T9 100-80 0,625 2.38 155.4 672.79 0.3068 1.12 2.98 0•3776 Y T10 80 - 60 0.625 2.37 154.7 814.08 0.3068 1.09 3.01 0362 Tll 60-40 0.625 2.37 154.7 814.08 0.3068 1.26 3.01 0.419 WxTJob ower Page FL West Midway, BU# 800642 39 of 44 FDH Velocifel Project Date 6521 Meridien hive, State 107 16PTMJ14OO 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX 9197551031 Section Elevation LliagonaISize La KUr V. A V. pV Stress No. ft ft K int K K Ratio T12 40-20 0.625 2.37 T13 20-0 0.75 2.36 154.7 814.08 03068 2.11 3.01 0•7002 Y 128.3 968.83 0.4418 2.62 6.30 0.4116 N pia oval Desi n Data (Cornpression) _._ Section No. Elevation jt Size L ft L. ft Mr A inr P. K gyp, K Ratio P. �p TI 245-240 L2 Mx212xl/4 7.91 3.63 96.6 1.1900 4.28 25.73 0.166' K=1.09 V T2 240-220 1212x212xl/4 7.81 3.63 96.6 1.1900 -7.30 25.73 0.284' K=L09 V T3 220-200 L3x3xl/4 12.50 5.41 112.3 1.4400 -12.12 25.28 0.4�7/9' K=1.02 Y T4 200-180 L3x3xl/4 13.80 6.14 123A 1.4400 -14.28 21.35 0.669' K=0.99 i/ T5 180-160 L312012xl/4 14.50 656 115.0 1.6900 -15A6 28.53 0.5421, K=1.01 f/ T6 160-140 L5x5x3/8 23.86 1123 132.4 3.6100 -25.11 46.56 0.539' K=0.97 `f T7 140 - 120 L5x5x3/8 25.01 11.85 138.0 16100 -25.03 42.80 0.585 ' K=0.96 T8 120 - 100 L5x5x3/8 26.26 12.50 144.1 3.6100 -27.24 39.29 0.693 ' K=0.95 T9 100-80 L5x5x3/8 27.59 13.19 150.5 3.6100. -27.84 36.02 0.773' K=0.94 V T10 80-.60 L5x5x3/8 29.01 13.92 157.2 3.6100 -28.47 33.02 0.862' K=0.93 V Tll 60-40 L5x5x3/8 30.49 14.67 164.1 3.6100 -29.89 30.28 0.987' K=0.92 T12 40-20 L5x5x3/8 32.02 15.45 171.3 3.6100 -29.08 27.79 1.046' K=0.91 x 4.8.1 (1 05 CR) - 152 T13 20-0 L6x6x7/l6 33.61 16.25 153.5 5.0600 -33.36 48.53 0.�6/87' K�.94 Y 1 P„ / OP, controls -Yf m... -Top Girt Design -Data (Compiession) -"" Section Elevation Size L L. KUr A P. gyp„ Ratio No. P. ft ft ft 1W K K OP. Tl 245 -240 L6x6x7/16 6.00 5.52 87.8 5.0600 -1.35 121.28 0.011 ' K=1.58 WxTower Job Page FL West Midway, BU# 800642 40 of 44 FDHVelocitel Project Date 6521 Merldien Drive, State 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.- 9197551037 Section Elevation site L L„ Kl/r A P. Op, Ratio No. P. ft ft jr int K K +p. 13 220-200 I3x3xl/4 6.00 5.36 114.4 L4400 -0.19 24.53 0.008' K=1.05 VI 1 P„ /V. controls Tension�,Checksl.., Leg. Design Data, (Tension) Section Elevation Size L L KI/r A P. gyp„ Ratio No. P. fi fr fi in K K �p- Tl 245-240 212 5.00 5.00 96.0 4.9087 6.64 220.89 0.030' T2 240 - 220 2 12 20.00 5.00 96.0 4.9087 54.06 220.89 0.245' Y T3 220-200 15TL1.5x12x5/8 20.03 10.02 40.0 5.3014 106.08 238.57 0.445' ' T4 200-180 I5TL1.75z12x5/8 20.03 10.02 34.3 7.2158 172.96 324.71 0.533' T5 180-160 15TL1.75z12x5/8 2003. 10.02 34.3 7.2158 239.48 324.71 0.738' N T6 160 - 140 18TL2x5/8x3/4 20.03 20.03 48.0 9.4248 275.28 430.59 0.639' Y T7 140-120 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.9282 342.12 544.96 0.628' T8 120 - 100 18TL2.25x5/8x3/4 2003. 20.03 42.7 11.9282 399.01 544.96 0.7321 6 T9 100-80 18TL2.5x5/8x3/4 20.03 20.03 38.4 14.7262 462.44 672.79 0.-6887' t/ T10 80-60 I8TL2.75x5/8x3/4 20.03 2003. 34.9 17.8187 521.17 814.08 0.640' Tll 60-40 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8197 578.33 814.08 0.710' T12 40 - 20 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 636.09 814.08 0.781 ' V T13 20-0 18TI.3x3/4x7/8 20.03 20.03 32.5 21.2057 686.49 968.83 0.709' V 1 P„ / mpn controls Truss -Log Diagonal Data Section Elevation Diagonal Size Le KI1r gyp. A V. WV Stress No. ft ft K inr K K Ratio tnxTower Job Page FL West Midway, BU# 800642 41 of 44 FDH Velocitel Project Date 6521 Meridien Drive, Suite 107 16PTMJ1400 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.- 9197551031 Section Elevation DiagonalSize Le Kl/r �P„ A V. OV Stress No. ft ft K in, K K Ratio T3 220-200 0.5 1.68 137.2 238.57 0.1963 1.98 2.89 0.685 Y T4 200 - 180 0.5 1.67 136.1 324.71 0.1963 2.25 2.93 0.766 T5 180 - 160 0.5 1.67 136.1 324.71 0.1963 1.78 2.93 0_.6006 Y T6 160 - 140 0.625 2.40 156.9 430.59 0.3068 1.10 2.93 0.376 77 140 - 120 0.625 2.39 156.2 544.96 0.3068 1.81 2.96 0.612 T8 120-100 0.625 2.39 156.2 544.96 0.3068 1.11 2.96 0.375 79 100 - 80 0.625 2.38 155.4 672.79 0.3068 1.12 2.98 0.376 t✓✓ T10 80-60 0.625 2.37 154.7 814.08 03068 1.09 3.01 0.362 Tll 60-40 0.625 2.37 154.7 814.08 0.3068 1.26 3.01 0.419 Y T12 40-20 0.625 2.37 154.7 814.08 0.3068 2.11 3.01 0.702 Y T13 20 - 0 0.75 2.36 128.3 968.83 0.4418 2.62 6.30 0.416 ll Diagonal Design Data (Tension) Section Elevation Size L L. KUr A P. r}p„ Ratio No. P. ft ft ft int K K gyp. Tl 245-240 L212x212xl/4 7.81 3.63 59.8 0.7519 4.09 36.80 0.11/1' Y' T2 240-220 L212x212x1/4 7.81 3.63 58.8 0.7519 7.24 36.80 0.197' iY T3 220-200 13x3xl/4 12.50 5.41 72.6 0.9394 12.18 45.98 0.265' Y T4 200-180 I3x3x1/4 13.80 6.14 82.0 0.9394 14.28 45.98 0.310' TS 180-160 L312x312x1/4 14.50 6.56 74.5 1.1269 15.14 55.16 0.275' ]✓ Tfi 160-140 I5x5x3/8 23.86 11.23 88.3 2.4614 23.06 120.49 0.-19i1' Y 77 140-120 15x5x3/8 25.01 11.85 93.0 2.4614 25.17 120.49 0.209' T8 120 - 100 L5x5x3/8 26.26 12.50 98.0 2.4614 26.66 120.49 0.221 ' Y- T9 100-80 L5x5x3/8 27.59 13.19 103.3 2.4614 27.72 120.49 0.230' TIO 80-60 I5x5x3/8 29.01 13.92 108.9 2.4614 28.27 120.49 0.235' Tll 60-40 L5x5x3/8 30.49 14.67 114.7 2.4614 29.46 120.49 0.245' T12 40-20 L5x5x3/8 32.02 15.45 120.7 2.4614 29.27 120.49 0.243' tnxTower Job Page FL West Midway, BU# 800642 42 of 44 FDH Velocilel Project Date 6521 Mendien Drive, Saite 107 16PTMJ14OO 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX.- 9197551031 Section Elevation Size L L. K1/r A P. QrP, Ratio No. P. j+ i7 J7 ,2 K K AP 4.8.1 (1.04 CR) - 153 T13 20-0 L6x6x7/16 33,61 l P„ / rbP. controls 16.25 105.8 35079 32.18 171.71 0.187' t/ Top Girt Design Data (Tension) Section Elevation Size L L. KI/r A P. gyp„ Ratio No. P. J1 ft ft in' K K Op Tl 245-240 L6x6x7/16 6.00 5.52 37.2 3.5499 1.47 173.72 0008' V T2 240 - 220 L6x6x7/l6 6.00 5.52 37.2 35489 0.15 173.72 0.-00011 ' Y' T3 220-200 L3x3x1/4 6.00 5.36 74.7 0.9394 0.22 45.98 0.005' v l P„ l �Pn controls Section. Capacity Table Section Elevation Component Size Critical P opal- % PaSS No. Jt 7)Pe Element K K Capacity Fail TI 245 - 240 Leg 2 12 1 -8.90 112.60 7.9 Pass T2 240-220 Leg 212 13 -60.13 112.60 53A Pass T3 220-200 Leg 15TLl.5xl2x5/8 43 -85.65 212.23 68.5 Pass T4 200-180 Leg 15TL1.75xl2x5/8 61 -15741 297.97 76.6 Pass T5 180-160 Leg 15TL1.75xMx5/8 76 -266.99 297.97 89.6 Pass T6 160-140 Leg 18TL2x5/80/4 91 -305.88 362.90 84.3 Pass T7 140- 120 Leg 18TL2.25x5/8x3/4 100 -383.06 476.08 80.5 Pass T8 120 - 100 Leg 18TL2.25x5/8x3/4 109 -447.19 476.08 93.9 Pass T9 100 - 80 Lcg 18TL2.5x5/8x3/4 118 -519.46 603.04 86.1 Pass T10 80-60 Leg 18TL2.75x5/8x3/4 127 -586.87 743.67 78.9 Pass Tll 60-40 Leg 18TL2.75x5/8x3/4 136 -652.93 743.67 87.8 Pass T12 40-20 Leg 18TI2.75x5/8x3/4 145 -720.75 743.67 96.9 Pass T13 20-0 Leg 18TL3x3/4x7/8 154 -779.81 895.57 87.1 Pass Tl 245-240 Diagonal L21/2x212xl/4 12 4.28 25.73 16.6 Pass 34.4 (b) T2 240-220 Diagonal L21/2x212xl/4 24 -7.30 25.73 28.4 Pass 58.8 (b) 13 220-200 Diagonal L3x3xl/4 53 -12.12 25.28 47.9 Pass 49.8 (b) T4 200 - 180 Diagonal L3x3xl/4 68 -14.28 21.35 66.9 Pass T5 180 - 160 Diagonal L3 1/20 12xl/4 89 -15.46 28.53 54.2 Pass 62.2 (b) T6 160 - 140 Diagonal L5x5x3/8 98 -25.11 46.56 53.9 Pass 70.2 (b) 17 140- 120 Diagonal L5x5x3/8 107 -25.03 42.80 58.5 Pass t tnxTower Job Page FL West Midway, BU# 800642 43 of 44 Project Date FDH Velocitel 6521 Meridien Drive, Store 107 16PTMJ1400 11:49:28 09/15/16 Client Designed by Raleigh, North Carolina 27616 Phone: 9197551012 Crown Castle Erin Beaton FAX.. 9197551031 Section Elevation Component Site Critical P Opel- % Pass No. ft 7jpe Element K K Capacity Fail 1n 1 n.. T8 120 -100 Diagonal L5x5x3/8 116 -27.24 39.29 69.3 Pass 76.1 (b) T9 100- 80 Diagonal L5x5x3/8 125 -27.84 36.02 77.3 Pass 77.8 (b) T10 80-60 Diagonal L5x5x3/8 134 -28.47 33.02 86.2 Pass TO 60-40 Diagonal L5x5x3/8 143 -29.89 30.28 98.7 Pass T12 40-20 Diagonal L5x5x3/8 152 -29.08 27.79 104.6 Fail T13 20-0 Diagonal L6x6x7/16 161 -33.36 48.53 68.7 Pass 93.2 (b) Tl 245 -240 Top Girt L6x6x7/16 5 -1.35 121.28 1.1 Pass 11.9 (b) T2 240-220 Top Girt L6x6x7/16 17 0.14 173.72 0.1 Pass 1.2 (b) 73 220-200 Top Girt L3x3xl/4 47 -0.19 24.53 0.9 Pass 0.9 (b) Summary Leg (T12) 96.9 Pass Diagonal 104.6 Fail (T12) Top Girt 11.9 Pass (TI) Bolt Checks 93.2 Pass RATING= 104.6 PASS Element Map Section No. Section Elevation t Component Type Element List Tl 245.00-240.00 Leg 1-3 Diagonal 7-12 Top Girt 4-6 T2 240.00-220.00 Leg 13-15 Diagonal 19A2 Top Girt 16-18 T3 220.00-200.00 Leg 4345 Diagonal 49-60 Top Girt 46AS T4 200.00-180.00 Leg 61-63 Diagonal 64-75 T5 180.00-160.00 Leg 76-78 Diagonal 79-90 T6 160.00-140.00 Leg 91-93 Diagonal 94-99 T7 140.00-120.00 Leg 100-102 Diagonal 103-108 T8 120.00-100.00 Leg 109-111 Diagonal 112-117 - T9 100.00-80.00 Leg 118-120 Diagonal 121-126 TIO 80.00-60.00 Leg 127-129 Diagonal 130-135 T11 60.00-40.00 Leg 136-138 Diagonal 139-144 T12 40.00-20.00 Leg 145-147 Diagonal 148-153 W Tower Job Page FL West Midway, BU# 800642 44 of 44 FDH Velocitel Project Date 6321 Mesrdien Drive, Suite 107 16PTMJ14OO 11:49:28 09/15/16 Raleigh, North Carolina 27616 Client Designed by Phone: 9197551012 Crown Castle Erin Beaton FAX 9197551031 Section Section Component Element List No. Elevation Type T13 20.00-0.00 Leg 154-156 Diagonal 157-162 Total number of elements: 162 Program Version 7.0.5.1-2/12016 File:11fill-server/Projects/2016 Effective - Client Iobs/CROWNC_Crown Castle USA Inc/FI/800642-FL WEST ME)WAY/16PTM11400-STASOO VZW/R.0/AnalysislReportedTow d800642, Wert Midway.eri 245 Ft Self Support Tower Structural Analysis Project Number 16PTMJ1400, Application 357337, Revision 0 APPENDIX B BASE LEVEL DRAWING September 15, 2016 CC/ BU No 800642 Page 9 tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 16PTMJ1400, Application 357337, Revision 0 1=W IsN) I11-)) 1-5/e' itl 20 R September 15, 2016 CC/ BU No 800642 Page 10 1° rz] n. tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 16PTMJ1400, Application 357337, Revision 0 APPENDIX C ADDITIONAL CALCULATIONS September 15, 2016 M BU No 800642 Page 11 tnxTower Report - version 7.0.5.1 Anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Site Data BU#: 800642 - Site Name: IFIL WEST MIDWAY App: Anchor Rod Data Qty: 6 Diam: 2 lin Rod Material: Other Strength (Fu): 105 Iksi Yield (Fy): 81 Iksi * Rod Circle: I lin * e:i lin of Rods - 1 or2 Mu= Pu x e: ft-kips * Enter rod circle, offset (e) and number of anchor rods at the extreme fiber to consider if eccentric load due to leg reinforcement exists. Reactions Eta Factor, q 0.55 Detail Type Uplift, Pu: 716 kips Shear, Vu: 1 79 Ikips ar In Mu = 0.65*le,'V„ ft-kips Anchor Rod Results: Max Rod (Cu+ Vuhj): 143.3 Kips Allowable Axial, a)'Fu'Anet: 210.0 Kips Anchor Rod Stress Ratio: 6829/6 If Applicable; Anchor Rod Results with Bending 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): (VAR r )z+ I(PJ�R,) + (MJORn.)1z < =1 !l , ORr�4*0.45•F�yAb= + kips A� °' Jl AB e 0Rm=$•Fu`A�e�=kips ¢R�m �*Fy*Z= ft-kips GNLe%B WcrYb SECTION A -A SECTION B-S Detail Type (a) Detail Type (b) iZ-ol-�7oj figC O � p ur sbr+ic SECTION C-C SECT[ON D-D Detail Type (c) Detail Type (d) Maximum Acceptable Ratio: 105 % ' ?- e. S5. (See Note 1 beJ.) -ora Governing Stress Ratio: 68.2b/u Pass Figure 4-4 of TIA-222-G CCI SST Anchor Rod Check-TIA G-Rev 5 2.2.12 CC] Foundation Tool Suite - SS Drilled Pier COFTS 11.308.14286-Phase 1.2 V BU: 800642 Site Name: FL WEST MIDWAY App Number Work Order. Self -Support Drilled Pier Input -PA Revisio¢-- G AO 318 Revivon: 2008 Seismic Catego, A Compression 816 kips Compression Shear 89 kips Uplift 216 kips Uplift5hear 79 kips Addl Moment 0k-ft Swelling Farce 0 kips `f "una-aAnn U'uneruipn:_ r ..7 Pier Diameter. 6 ft Eat.abce a gre de: 0.8 ft Depthbelpwgrade: 50 ft Bell Diameter: ft Bell Angle: deg ;kl$[efiel Pmperdei^�) Number of Reber: 26 Reber Sue: 9 Tie Size 4 RebartensileAmngth: 60 ku Concrete Strength: 4000 pi Uftimate Concrete Stoln 0.003 inCn Oear Cover to Ties: 2.9 in Soil Profile " FLWESr MIDWAY I... laver Thickness (ft) From (ft) To (ft) And Wallin (pef) Cohepon (paFl Fnation. Angle (deg) 1 2 0 2 305 0 29 2 2 2 3 2 a - 6 6 12 7 6 23 9 5 43 e 0 115 0 31 6 110 0 30 AnaWSResults Sop Axial Capacity Concrete Weight 324.0 kips Skin Friction; W3.6 kips Soil Cane:'. .kips Upl ftCepadW (k), 4,Tn: 89T.6 kips Upkft(k).Tu: 216.0 kips RATING: 79.2 . Skin Fdciion (k): 30016 kips End Oearing(k): -, - 2189 kips_ _ Corep. Upadry (k), 4,Cn: I721.5 kips Corel,(k),Cu: 816.0 kips . �MTING: 47-40%. CROWN v CASTLE .. Beadne SPT'N' I I .- na i nllkn rmi.na. e 0.21 0.53 OS9 2.6 0.69 0.69 '' '3 0.38 6 5.1 0.69 0.69 '12.3 - IA 19 U -'1.51 L3 ..... 25. 13 1.8 �2) 18 2A-'33.9 rho Pwfded _.. ... ...-. - uU rhore9uired -033 OK -� Reber SpScng- Spadngreaujred 189 DK - Der. length repui ed M.0 Der: Length Provided 428 OK .......-. �. Page 1 of I VELOOITEL all velo dtel - 6521 Merldhan O Me, Raleigh, NC 27616- PA 91AR5.1012 -Fix 919]55,1on .e Project Number: 16PTMJ140D-, Site Name:_ 80064 �ANSI/T1A-222-G Code' > .;. Water Table Depth'(ft(- ,"6?: Caisson Diameter (ft) • V i Ca0son Length (ft) ".50.W Ext. Above Grade{k),_ -" "O.V-1 .41 _ Frost Depth.(k) - .0.00, ,Neglected Depth (ftt) 3,00;, 'Total# of Soil Layers;,_ r BaringLog, •1' FoundetionType Self -Support Caisson ' M05L Wh upon and sdpn SienlrlaY. Version 1.2 hsue Oah• 012412016 s Momente,at , `1,245l81 Vt Compression e816.'' k Momentlaxen : "837.75 k-ft Tension 716 1 k Soil Parameters Geotechanicall Parar,geters for,LPILE INPUT per ;Unit Weight*neglectneglea �"°.IPs9 e n. �, Cohesion Split „,I 5'olI7YPe d -,:. Top of layer .rLerr (ft) Ahl Angle -.3 Cohesion '(Punt.e• ,-Ivy 105, neglect _Sand(Reese)'. 0.8 3.8 9.001 - 105 2. "`r 1 1 .. _^ 115`• -✓ .. - '- Sand(Reese). .. 3.8 4.8' ' 31. '0 115 .3 ` . 2 l. 1 110 "., , -," - Sand (Reese) __ ...4.8 6.8... 30 U ..1104' „ r 6;z..,cn ;I a 110' 'd800; ;.' �Mad:'Stlff Ciey wlthoutFroe Water 6:8'12.8 0 •'800 47.fi5 •S --:P "%` 110 .'-� Sand(Reese)' 12.8, 17.8 29 .0 47.66. , 6, -+�" .- SSO.800 - Mod. Stiff Claµwithout Free Water 17.8 23.8 0 800 47.6.7 ';S•- ,'. 125 Sand.(Reese) 2i8 28.8 .3fi 0 ,- 62.6 8 • 15. ,. 130 Sand(Reese) - 28.8 43.8 38 0� 0.63 5 .., .: 120 ' ". , Sand(Reese) 43.8 48.8 33 0� 57:6 10' "``2 .' 125 ,...;; : 36 "• , land (Reese) 48.8 • 50.8 36 0 62.6 Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data BU#: 800642 Site Name: App #: Loads Already Factored For M (VVL) For P (DL) <—Disregard <—Disregard 1.3 Pier Properties Concrete: Pier Diameter = ft Concrete Area= 4071.5 in Reinforcement: Clear Cover to Tie= 2.9 in Horiz. Tie Bar Size= 4 Vert. Cage Diameter = 5.34 ft Vert. Cage Diameter= 64.07 in Vertical Bar Size =0 Bar Diameter = 1.13 in Bar Area = 1 in2 Number of Bars = 26 As Total= 26 in A s/ Aconc, Rho: 0.0064 0.64% ACI 10.5 , ACI 21.10.4, and IBC 1810. Min As for Flexural, Tension Controlled, Shafts: (3)"(S grt(f c)/Fy: 0.0032 200 / Fy: 0.0033 Minimum Rho Check: Actual Req'd Min. Rho: 1 0.33% Flexural ProvidedRho:l 0.64% JOK Ref. Shaft Max Axial Capacities, d Max(Pn orTn): Max Pu = (q)=0.65) Pn. Pn perACl 318 (10-2) 7963.65 Ikips at Mu=((�=0.65)Mn= 4160.22 ft-kips Max Tu, ((p=0.9) Tn =1 1404 Ikips at Mu=¢=(0.90)Mn= 0.00 ft-kips Maximum Shaft Superimposed Forces TIA Revision: Max. Factored Shaft Mu: Max. Factored Shaft Pu: Max Axial Force Type: G ft-kips (` Note) kips 1245.8 816 Comp. L7L-Wo—te-lTax Shaft Superimposed Moment does not necessarily equal to the shaft top reaction moment Load Factor Shaft Factored Loads 1.00 Mu: Pu: 1245.8 ft-kips kips 1.00 I Material Properties Concrete Comp. strength, fc = 4000 Ipsi Reinforcement yield strength, Fy =1 60 Iksi Reinforcing Modulus of Elasticity, E _ F_ 29000 1 ksi Reinforcement yield strain = 0.00207 Limiting compressive strain = 0.003 ACI 318 Code Select Analysis ACI Code= : 2008 Seismic Properties Seismic Design Category =0 Seismic Risk = Low Solve <- Press Upon Completing All Input (Run) Results: Governing Orientation Case: 2 Case 1 Mu Case 2 Dist. From Edge to Neutral Axis: Extreme Steel Strain, et: ct > 0.0050, Reduction Factor,gt: 15.07 in 0.0105 Tension Controlled 0.900 Output Note: Negative Pu=Tension For Axial Compression, rp Pn = Pu: 816.00 kips Drilled Shaft Moment Capacity, (pMn: 5194.89 ft-kips Drilled Shaft Superimposed Mu: 1245.80 ft-kips (MU/¢Mn, Drilled Shaft Flexure CSR: 24.0% Drilled —Shaft —Moment —Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 9/15/2016 Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data BU#: 800642 Site Name: App #: Loads Already Factored Form (WL) For P (DL) <--Disregard <—Disregard 1.3 Pier Properties Concrete: Pier Diameter =06 ft Concrete Area= 4071.5 in Reinforcement: Clear Cover to Tie= 2.9 In Horiz. Tie Bar Size= 4 Vert. Cage Diameter= 5.34 It Vert. Cage Diameter= 64.07 in Vertical Bar Size =0 Bar Diameter = 1.13 in Bar Area = 1 in Number of Bars = 26 As Total= 26 inZ A s/ Aconc, Rho: 0.0064 0.64% ACI 10.5 , ACI 21.10.4, and IBC 1810. Min As for Flexural. Tension Controlled. Shafts: (3)*(Sq rt(f c)/Fy: 0.0032 200 / Fy: 0.0033 Minimum Rho Check: Actual Req'd Min. Rho: 1 0.330% lFlexural Provided Rho: 0.64 ° OK Ref. Shaft Max Axial Capacities, m Max(Pn orTn): Max Pu = (�-0.65) Pn. Pn per ACI 318 (10-2)1 7963.65 kips at Mu=((�=0.65)Mn= 4160.22 Ift-kips Max Tu, (q)=0.9) Tn = 1404 kips at Mu=¢=(0.90)Mn= 0.00 Ift-kips Maximum Shaft Superimposed Forces TIA Revision: Max. Factored Shaft Mu: Max. Factored Shaft Pu: Max Axial Force Type: G ft-kips (' Note) kips 837.75 716 Tension ote: Max Sa uperimposed Moment oes not necessarily equal to the shaft top reaction moment Load Factor Shaft Factored Loads 1.00 Mu: Pu: 837.75 ft-kips kips 1.00 716 Material Properties Concrete Comp. strength, fc = 1 4000 psi Reinforcement yield strength, Fy = 60 ksi Reinforcing Modulus of Elasticity, E = 29000 ksi Reinforcement yield strain = 0.00207 Limiting compressive strain = 0.003 ACI 318 Code Select Analysis ACI Code= 2008 Seismic Properties Seismic Design Category=0 Seismic Risk = Low Solve <- Press Upon Completing All Input (Run) Results: Governing Orientation Case: 1 Mu Case 1 Mu i Case 2 Dist. From Edge to Neutral Axis: 6.15 in Extreme Steel Strain, et: 0.0302 et> 0.0050, Tension Controlled Reduction Factor,(p: 0.900 Output Note: Negative Pu=Tension For Axial Compression, rp Pn = Pu:-716.00 kips Drilled Shaft Moment Capacity, q)Mn: 1833.16 ft-kips Drilled Shaft Superimposed Mu: 837.75 ft-kips (MuhpMn, Drilled Shaft Flexure CSR: Drilled —Shaft —Moment —Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 9/15/2016