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HomeMy WebLinkAboutREVISION800642 TMO 600 MHz 144 Gllt4-f OFFICE USE ONLY: 1714 YDoy111NDIP REVISION FEE: PERMIT # RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE scgt4oED FORT PIERCE, FL 34982.5652 }�� (772) 462.1553 B� OUnw RECEIVED St. LUC1e C APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION JUN 132018 LOCATION/SITE Permitting Department ADDRESS: St. Lucie County 16800 Okeechobee RD DETAILED DESCRIPTION OF PROJECT REVISIONS: Corrected Structural Analvsis CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: CGC1522761 ST. LUCIE CO CERT. #: BUSINESS NAME: Glotel, Inc. QUALIFIERS NAME: Daniel Ault ADDRESS: 3060 Orange Grove Trail CITY: Naples STATE: FL ZIP: 34120 PHONE (DAYTIME): 239,776.5884 FAQ{: OWNER/BUILDER INFORMATION: NAME: T-Mobile/Crown Castle ADDRESS:6420 Congress Ave, Suite 2000 CITY: Boca Raton STATE: FL ZIP: 33487 PHONE (DAYTIME: 561.922.1230 FAX: ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME): SLCCC: Revised C STATE: ZIP: N L ).- 800642 TMO 600.MHz OFFICE USE ONLY: DATE FILED: REVISION FEE: 7 6 • d 8 PERMIT # 1804-0605 & 1805-0356 RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982.5652 (772) 462-1553 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION LOCATION/SITE ADDRESS: 16800 Okeechobee RD DETAILED DESCRIPTION OF PROJECT REVISIONS: Remove existing T-Mobile tall site support cabinet and replace with new STATE of FL REG./CERT. #: CGC1522761 BUSINESS NAME: ' Glotel• Inc. QUALIFIERS NAME: Daniel Ault ADDRESS: 3060 Orange Grove Trail CITY: Naples STATE: FL ST. LUCIE CO CERT. #: PHONE (DAYTIME): 239.776.5884 FAX: NAME; T-Mobile/Crown Castle Suite 2000 CITY: Boca Raton STATE: PHONE (DAYTIME: 561.922.1230 I W." ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME): SLCCC: 9123109 Revised 06130/17 STATE: Azu Ach pnh y J r i ZIP: 34120 ZIP: 33487 ZIP: 1t05— 0356 6T. LUCTE COUNTY I RFVIFV nD FOR C01 DATE Date: June 04, 2018 Dear Shelia Turnipseed, T-Mobile Co-L`ocllte Carrier Site Number: Carrier Site Name: r fm INFRASTRUCTURE SERVICES JOB CNn1N1!CFrmM rNNOVA.Ti Oro FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 (919)755-1012 A2P0090A FL W Midway Crown Castle BU Number: 800642 Crown Castle Site Name: FL WEST MIDWAY CCI 800642 Crown Castle JDE Job Number: 483888 Crown Castle Work Order Number: 1581330 Crown Castle Order Number: 425007 Rev. 4 FDH-IS Project Number: • r. 18SRMX1400 16800 Okeechobee Road, FORT PIERCE, St. Lucie County, FL Latitude 27° 22'53.3", Longitude -800 29'48.4" 245 Foot - Self Support Tower FDH Infrastructure Services, LLC 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 1195900, in accordance with order 425007, revision 4. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and existing/reserved loading, respectively. This analysis has been performed in accordance with the 2017 Florida Building Code, 6th 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 II were used in this analysis. We at FDH Infrastructure Services, LLC 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: David Craft, EIT Project Engineer I FILE CU6-��: rReviewed by: Dennis D. Abel, PE Director of New Product De FL PE License No. 62750 COA 28282 No 61 � —. STATE S) � tnxTower Report - version 7.0.6.1 A C800B 3HI JO AIIIISISNOM8 PI RV 83, R OVEY Ho,qy� .83000 31EW8�v -hV alM A1.0100 ol SGUO'NI . kHVSS303N 39 038034-- SNOLLoguboo ANv ol.loarep 28V )(HOM OBSOdUd IIV ONV S4VId ISVI 245 Ft Self Support Tower Structural Analysis Project Number 18SRMX1400, Order 425007, Revision 4 June 04, 2018 CCI BU No 800642 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 — Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report - version 7.0.5.1 June 04, 2018 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 18SRMX1400, Order 425007, Revision 4 Page 3 1) INTRODUCTION 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. Table 1 - Proposed Antenna and Cable Information Center",[ Numbera Number Feed ° w Mounting Level (ft), Line of Elevation Antenna Manufacturer Antenna Model of Feed '-Line , Note! (ft), I Antennas; I Lines, ¢ Size ( n commscope FFHH-65C-R3 nokia AHFIB �3 ' 3 220.0 223.0 nokia AHLOA 3 3 nokia FRIJ Table 2 - Existing and Reserved Antenna and Cable Information Mounting{ Level (ft)t Center,'; Line I Elevations (ft) IAntennas Number < of ' .' Antenna Manufacturer "e ° Ahtenna Model Number of Feed:Line Lines 'I Feed".' , size (in )" Note, , 245.0 248.0 1 ante] BSA-185025/12 12 1-5/8 1 2 ante] BSA-185065/12x2 3 commscope ATSBT-TOP-FM 6 css DBC-7CAP I 2 — )ma wireless X7CQAP-665-VRO 4 ]ma wireless X7CQAP-FRO-645-VRO 245.0 1 JPlatforrn Mount [LP 603-1] 220.0 223.0 3 andrew ADFD1820-3333B-XDM 3 1-1/4 1 3 andrew ADFD1820-3333B-XDM - - 3 3 commscope SBNHH-lD45B �3— nokia FRIE 3 nokia FRLB 220.0 3 1 nokia FRIG 3 nokia FXFB 1 3 raycap ASU9338TYPOl 1 Sector Mount [SM 1302-31 200.0 201.0 6 andrew ETD819H-12UB 12 2 1-5/8 3/8 1 6 ericsson RRUS-11 kathrein 80010723K �6 ' raycap DC6-48-60-18-8F 6 triasx TBC0020FIVI 200.0 1 Sector Mount [SM 502-3] tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 18SRMX1400; Order 425007, Revision 4 June 04, 2018 CCI BU No 800642 Page 4 Mounting Level(ft)? `Center. I 'Line Elevation, Number of Antennas;I Antenna Manufacturer Antenna Model Number of Feed; Lines . Feed. Line Size (ln) Note: 3 ) ericsson 800MHZ SMR FILTER 3 ericsson RRUS 31 B25 3 1-3/16 1 3 ericsson RRUS-11800MHz 9 rfs celwave ACU-A20-N I 3 rfs celwave APXVSPP18-C 128.0 128.0 3 connect -it V-Frame [P/N PVFM(fw)-' 3-n-mh-21 3 commscope TTTT65AP-1XR 1 7/8 2 3 ericsson RRUS 82 W/SOLAR SHIELD I 3 I� nokia RADAR FILTER Notes: 1) Existing Equipment 2) Reserved Equipment, Considered in Analysis 3) Equipment to be Removed, Not Considered in Analysis Table 3 - Design Antenna and Cable Information I Mounting Center ; ` Lme i Number Antenna Number Feed of Antenna Model of Feed Line. Level(ft) Elevation =' ' Antennas Manufacturer Linen Sizex(in)°; (ft) 250 250 12 swedcom ALP9212N 12 1-5/8 230 230 12 swedcom ALP9212N 12 1-5/8 210 210 12 swedcom ALP9212N 12 1-5/8 190 190 12 swedcom ALP9212N 12 1-5/8 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document ' Remarks x Reference' Source s,.. o- ,.... 4-GEOTECHNICAL REPORTS I PSI, Inc. 1 369766 1 CCISITES 4-TOWER FOUNDATION Morrison Hershfield Corp. 2293716 CCISITES DRAWINGS/DESIGN/SPECS (Mapping) 4-TOWER MANUFACTURER DRAWINGS Tryon - TSF 366603 CCISITES 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. tnxTower Report - version 7.0.5.1 ,245 Ft Self Support Tower Structural Analysis Project Number 18SRMX1400, Order425007, Revision 4 June 04, 2018 M BU No 800642 Page 5 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 Infrastructure Services, LLC should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Section I Elevation (ft), ' Component Type '4 -Size Critical i P(K SF'P aflow • %�_ /Fail='..,i No. _ ... .., 7 Element .I , =';B K ) Capacity 'Pass ,', T1 245 - 240 Leg 2 112 3 -8.74 112.60 7.8 Pass T2 240 - 220 Leg 2 112 15 -58.90 112.60 52.3 Pass T3 220-200 Leg 15TLt.5xl/2x5/8 44 -82.39 212.23 76.8 Pass T4 200 -180 Leg 15TL1.75x1/2x5/8 61 -151.77 297.97 73.0 Pass T5 180 - 160 Leg 15TL1.75xl/2x5/8 78 -257.28 297.97 86.3 Pass T6 160 - 140 Leg 18TL2x5/8x3/4 93 -293.62 362.90 80.9 Pass T7 140 - 120 Leg 18TL2.25x5/8x3/4 102 -366.77 476.08 77.0 Pass T8 120 - 100 Leg 18TL2.25x5/8x3/4 ill -427.96 476.08 89.9 Pass T9 100 - 80 Leg 18TL2.5x5/8x3/4 120 -497.24 603.04 82.5 Pass T10 80 - 60 Leg 18TL2.75x5/8x3/4 129 -561.62 743.67 75.5 Pass T11 60-40 Leg 18TL2.75x5/8x3/4 138 -624.71 743.67 84.0 Pass T12 40 - 20 Leg 18TL2.75x5/8x3/4 147 -689.48 1 743.67 92.7 Pass T13 20 - 0 Leg 18TL3x5/8x3/4 156 -745.27 895.57 83.2 Pass T1 245 - 240 Diagonal 1_2 1/2x2 1/2x114 11 -4.40 25.73 17.1 Pass 35.4 (b) T2 240-220 Diagonal L21/2x21/2x1/4 23 -6.93 25.73 26.9 Pass 55.8 (b) T3 220 - 200 Diagonal L3x3xl/4 53 -11.43 25.28 45.2 Pass 46.9 (b) T4 200 - 180 Diagonal L3x3xl/4 65 -13.46 21.35 63.1 Pass T5 180 - 160 Diagonal L3 1/2x3 1/2x1/4 89 -14.56 28.53 51.1 Pass 58.6 (b) T6 160 - 140 Diagonal L5x5x3/8 98 -23.61 46.56 50'7 Pass 66.0 (b) T7 140 - 120 Diagonal L5x5x3/8 107 -23.71 42.80 55.4 Pass 66.6 (b) T8 120 - 100 Diagonal L5x5x3/8 116 -26.06 39.29 66.3 pass 72.8 (b) T9 100 - 80 Diagonal L5x5x3/8 125 -26.54 36.02 73.7 Pass 74.2 (b) T10 80 - 60 Diagonal L5x5x3/8 134 -27.13 33.02 82.2 Pass T11 60 - 40 Diagonal L5x5x3/8 143 -28.47 30.28 94.0 Pass T12 40 - 20 Diagonal L5x5x3/8 152 -27.69 27.79 99.7 Pass T13 20 - 0 Diagonal L6x6x7/16 161 -31.59 48.53 6 Pass 88.(31( b) T1 245 - 240 Top Girt L6x6x7/16 4 -1.41 121.28 Pass 121. (b) T2 240 - 220 Top Girt L6x6x7/16 16 0.10 173.72 0.91 Pass 0 tnxTower Report - version 7.0.5.1 ,245 Ft Self Support Tower Structural Analysis Project Number 18SRMX1400, Order 425007, Revision 4 June 04, 2018 CCI BU No 800642 Page 6 Section Elevation (k)I Component Type Sae Critical" P (KI SF P allow No. 3 Element, (K)• •Capacity-i T3 220 - 200 Top Girt L3x3xl/4 46 -0.09 24.53 4 Pass 0.0 Summary Leg (T12) 92.7 Pass Diagonal 99.7 Pass (T12) Top Girt 12.5 Pass (T1) Bolt Checks 88.3 Pass Rating = 99.7 Pass Table 6 - Tower Component Stresses vs. Capacity — LC7 Notes Compo lent i ' 'Elevation (ft} °10; Capacity .. •Y', y Pass ({Fail 1 Anchor Rods 0 65.4 Pass 1 Base Foundation 0 30.9 Pass (Structural) t 1 Base Foundation 0 73.8 Pass (Soil Interaction) Structure Rating {max from all components) 99 7% ,r Nates: 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient Capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 18SRMX1400, Order 425007, Revision 4 June 04, 2018 CCI BU No 800642 Page 7 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 7.0.5.1 a C [3 y � a 3 8 ryN F d 2 � � a 3 I N N M a S � 9 — IS $� S a F= u u 3 245Oft IIII 2d0Oft \ 2M.0ft 2000 ftft I �r \ \ A l � 180.0 ft 160OM1 / \ 1/O_O ft 120_O ftft 100.0 M1 80.0ft / 60.0ft j \ 40.0 ft / 20.0 ft v\\ \ DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Beacon 245 RRUS11 200 UgMnirq Rod 245 (2)MIJS11 200 PWOc. Etleneim 245-242.5 TSCO020FIV1 200 BSA-185025/12 w/MaM Pipe 245 (2)TBCA020F1V1 2M MMB5owIww/Meant Pipe 245 (2)80010723Kw/Mount Pipe 200 13 A185065I1w./Mw Pipa 245 (2)8001 OT23Kw/M.L Roe 290 oCAM04i4-FRMw/Mw 245 (2)SIX 1OT23Kw/Ma Pipe 2M RRUS-11 2S0 (2)X]COAPA VROw/Mont Pipe 245 (2)MUS-11 200 (2)X]COAP-FRO44SVROw/Mount Pipe 245 TBC0020FW 2O0 (2)TBCA02I"F 2W ATSBT-TOP-FM 245 OLO<W 2W ATSBT-TOP-FM 245 tISF 3erlar Mountj ATSBT-TOP-FM --_ _ 245' MXVSPPi8A wl Mount Pipe Wm..III 126 12B (2)OBC-]CAP (2)D!3 7M TX5 245 MXVSPPI&C w/Mount Pipe 128 APXVSPP1B.CWlm.nt Pipe 128 (2)OBC-7CAP 2A5 RRUS-11 BOOMHz in PWB MountjLP603-11 245 RRUS-11 mm0 128 Empym.tPipe 245 RRUS-11800 in EmptyMwnt Pipe 245 800MWSM MLTER 12B Empty Mmmt Pipe 245 800MFRSMRFlLTER in ADF0162B3333&XDMw/Mm Rix 220 M)O SMRFlLTER In ADFD18213 )(DMwIIV dPipa 220 (3)ALlFA26N 12B ADFD182rF3333B-XDMw/Mount Pipe 220 (3)AMN In FXFB FXFB 220 m (3)ALLL N in RRUS 31 B26 In FXFB 220 RRUS 31 B25 In ASU93081YP01 220 RRUS 31 B25 In MIJIM 8 01 220 TTfr85A lmw/Mount PIN In ASU9338TYP01 220 TTr65AF'1XR w/Mount Pipe In FFHHti Mw/Mount Pipe 220 Trrr6SAP-1>(R /Mount PIN In FFHHG5GR3w/Mount Pipe 220 MUS82WISOLMSHIEM in FFHH6C-Mw/Mount Pipe 220 RRUS82W150LARSHIEM In MLOA 220 RRUS82WMOIARSHIEIO In AHLOA 220 RADMFlLTER 128 AHLOA 220 RADM FlUU1 In FRU 220 RADAR FILTER in (2) 220 (2) Empty Mount Pipe In MFIB 220 (21 EmPy Mount Pipe 1Z8 (2)MFIB S rMwnt [SMMM] g� 220 (2)EmptiMOUMPIPe in (3)C"nnect-It V-Frame PM: PVFM(&e} .h-2 In (2)ETD819I+I2UB 200 (2)ETD819H-12UB 2M _ Sidemerker 125 (2)EnDB79H-12UB _ 2W _ Sidemarker 125 FDH Infrastructure Services, U "' 800642 FL West ImumwC,Jr2 6521 Meridien Drive, Suite 107 � URMX1400 Raleigh, North Carolina 27616 G1e"` crown C' FDH-IS Phone: (919) 755-1012 LOde' TIA-222-G 3x C S g Q M n e� A g ry� F i � a 3 �i a ryn F a e s m 8 a Jg 0 o r LL 3 �I 245On 2400 fin y MATERIAL STRENGTH C GRADE F Fu GRADE F Fu ^ ASI250 50 ksi 65 k4i 380W $1 ksl 85 kei 3 w 44 k51 loul 22o_on I L: I TOWER DESIGN NOTES 1. Tower is located in Saint Lucie County, Florida. x' 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 ft zoo_an I I 7. TOWER RATING: 99.7% 1800ft 1,\>,/ 160_Oft / 14a.o n 12a_o ft / \ 100.0 n 80_0 ftn 60_afl / \ 4o_an / \ 20.0ft ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONS ATBASE: DOWN: 779 K SHEAR: 84 K UPLIFT'' -688 K SHEAR: 75 K AXIAL 105 K SHEAR_Lj MOMENT 132 K 18147 kip-ft TORQUE 98 kip-R REACTIONS - 120 mph WIND MWIS t Infrastructure Services, LL 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Phone: (919) 755-1012 "" 800642 FL West P` J" 18SRMX1400 Glen Crown Castle cone' TIA-222-G WxTower FDH Infrastructure Services, Job 800642 FL West Midway Page 1 Of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Mendien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX: (919) 755-1031 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 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 Cut 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 KI/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area ofAppurt. Autocale Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Liter 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 All Leg Panels Have Same Allowable Offset Girt At Foundation J Consider Feed Line Torque 4 Include Angle Block Shear Check J Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets tnxTower FDHlnfrastruchtre Services, Job 800642 FL West Midway Page2 of 31 Project Date LLC 18SRMX14OO 16:05:31 06/04/18 6511 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919)755-1012 Crown Castle dcraft FAX..- (919) 755-1031 Wind 180 1 Lea A Wind 90 Olp y c LegZ Face C Wind Normal Triangular Tower Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections' T1 245.00-240.00 6.00 1 5.00 72 240.00-220.00 6.00 1 20.00 T3 220.00-200.00 6.00 1 20.00 T4 200.00-180.00 8.00 1 20.00 TS 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 I 20.00 T8 120.00-100.00 16.00 I 20.00 T9 100.00-80.00 18.00 I 20.00 T10 80.00-60.00 20.00 1 20.00 T11 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 Geometry cont'd Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End Jl f7 Panels in in Tl 245.00-240.00 5.00 X Brace No No 0.0000 0.0000 72 240.00-220.00 5.00 X Brace No No 0.0000 0.0000 tnxTower FDH Infrastructure Services, b Jo800642 FL West Midway Page3 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridian Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX.- (919) 755-1031 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation spacing Type KBrace Horizontals Offset Offset End A ft 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 X Brace No No 0.0000 0.0000 T6 160.00-140.00 20.00 XBrace No No 0.0000 0.0000 77 140.00-120.00 20.00 X Brace No No 0.0000 0.0000 T8 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 XBrace No No 0.0000 0.0000 TI1 60.00-40.00 20.00 XBrace No No 0.0000 0.0000 T12 40.00-20.00 20.00 XBrace No No 0.0000 0.0000 T13 20.00-0.00 20.00 X Brace No No 0.0000 0.0000 Tower Section Geometry cont'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade 7ype Size Grade ft T1245.00-240.00 Solid Round 212 A572-50 Equal Angle L2 1/2x21/2xl/4 30OW (50 ksi) (44 ksi) T2240.00-220.00 Solid Round 21/2 A572-50 Equal Angle L2 1/2x2 1/2xl/4 30OW (50 ksi) (44 ksi) T3 220.00-200.00 Truss Leg 15TL1.Sxl2x5/8 A572-50 Equal Angle L3x3x1/4 30OW (50 ksi) (44 ksi) T4 200.00-180.00 Truss Leg 15TL1.75xl/2x5/8 A572-50 Equal Angle L3x3xl/4 30OW (50 ksi) (44 ksi) T5180.00-160.00 Truss Leg 15TL1.75xl2x5/8 A572-50 Equal Angle L3 1/2012x1/4 30OW (50 ksi) (44 ksi) T6 160.00-140.00 Truss Leg 18TL2x5/8x3/4 35OW Equal Angle L5x5x3/8 30OW (51 ksi) (44 ksi) T7 140.00-120.00 Truss Leg 18TL2.25x5/8x3/4 35OW Equal Angle L5x5x3/8 30OW (51 ksi) (44 ksi) T8 120.00-100.00 Truss Leg 18TL2.25x5/8x3/4 350W Equal Angle L5x5x3/8 30OW (51 ksi) (44 ksi) T9100.00-80.00 Truss Leg 18TL2.5x5/8x3/4 350W Equal Angle L5x5x3/8 30OW (51 ksi) (44 ksi) T1080.00-60.00 Truss Leg 18TL2.75x5/8x3/4 350W Equal Angle L5x5x3/8 30OW (51 ksi) (44 ksi) T1160.0040.00 Truss Leg 18TL2.75x5/8x3/4 350W Equal Angle L5x5x3/8 30OW (51 ksi) (44 ksi) T1240.00-20.00 Truss Leg 18TL2.75x5/8x3/4 350W Equal Angle LSx5x3/8 30OW (51 ksi) (44 ksi) T1320.00-0.00 Truss Leg 18TL3x5/8x3/4 350W Equal Angle L6x6x7/16 30OW (51 ksi) (44 ksi) Tower Section Geometry cont'd Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation ft Type Size Grade Type Size Grade T1245.00-240.00 Equal Angle L6x6x7/16 30OW Solid Round A36 (44 ksi) (36 ksi) 72 240.00-220.00 Equal Angle L6x6x7/16 30OW Solid Round A36 WxTQwe'i FDH Infrastructure Services, b Jo800642 FL West Midway Page4 of 31 Project Date LLC 188RMX1400 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX..- (919) 755-1031 Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade T3220.00-200.00 Equal Angle L3x3xl/4 30OW Solid Round A36 (44 ksi) (36 ksi) Tower Section Geometry (cont'd Tower Gussel Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness AI Factor Stitch Bolt Stitch Bolt Stitch Bolt (perface) Ar Spacing Spacing Spacing Diagonals Horizontals Redundanis Tl 0.00 0.0000 A36 I 1 1 36A000 36.000U 36.000U 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 180.00-160.00 (36 ksi) T6 0.00 0.0000 A36 1 1 1 36.0000 3610000 36.0000 160.00-140.00 (36 ksi) T7 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 140.00-120.00 (36 ksi) T8 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 1 1 1 36.0000 36.0000 36.0000 80.00-60.00 (36 ksi) T11 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 60.00-40.00 (36 ksi) T12 0.00 0.0000 A36 I 1 1 36.0000 36.0000 36.0000 40.00-20.00 (36 ksi) T13 20.00-0.00 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 (36 ksi) Tower Section Geometry cont'd K Factors' Tower Calc Cale Legs X K Single Girls Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X i Y Y Y Y Y Y Y TI Yes No 1 1 I 1 1 1 1 1 245.00-240.00 1 1 1 1 1 1 1 72 Yes No I I I 1 I I 1 1 240.00-220.00 1 1 1 1 1 1 1 T3 Yes No I I 1 I 1 I 1 1 220.00-200.00 1 1 1 1 1 1 1 tnx-xIV_ �4er FDHInfrastructure Services, Job 800642 FL West Midway Page 5 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX•{919) 755-1031 KFaciorst Tower Cale Cale Legs X K Single Girts Hariz. Sec. Inner Elevation K K Brace Brace Diags Hariz Brace Single Solid Diags Diags Angles Rounds X X X X X X X T4 Yes No I 1 I I I I 1 1 200.00-180.00 1 1 1 1 I 1 1 T5 Yes No I 1 I 1 1 1 1 1 180.00-160.00 1 1 I 1 1 1 1 T6 Yes No I 1 1 1 1 1 1 1 160.00-140.00 1 1 1 I 1 1 1 T7 Yes No 1 1 1 1 1 1 1 1 140.00-120.00 1 1 1 I 1 1 1 T8 Yes No 1 I 1 I I 1 1 I 120.00-100.00 I 1 1 1 1 1 I T9 Yes No 1 1 1 1 1 1 1 1 100.00-80.00 1 1 1 1 1 1 1 T10 Yes No 1 1 1 1 1 1 1 I 80.00-60.00 1 1 1 1 1 1 1 TI1. 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 inner supporting members will have the Kfactor in the out -of --plane direction applied to the overall length. Tower'Section Geometry cont'd Truss-LegKFactors Truss -Legs Used As Leg Members Truss -Legs Used As Inner Members 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 T4 1 0.5 0.85 1 0.5 0.85 200.00-I80.00 T5 I 0.5 0.85 1 0.5 0.85 I80.00-160.00 T6 1 0.5 0.85 1 0.5 0.85 160.00-140.00 T7 1 0.5 0.85 1 0.5 0.85 140.00-120.00 79 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 T11 1 0.5 0.85 1 0.5 0.85 60.00-40.00 T12 I 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 MxT( wer FDHlnfrastructure Services, b Jo800642 FL West Midway Page 6 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX.- (919) 755-1031 Tower Section Geometry cont'd Tower Elevation l Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 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 T3 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 TS 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 77 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 T9 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 T11 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 60.00-40.00 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 20.00-0.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 Tower Section Geometry cont'd Tower Elevation /t Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Shorl 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 T1 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 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 �( Mxl olli er FDH Infrastructure Services, Job 800642 FL West Midway Page 7 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridian Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX- (919) 755-1031 Tower Elevation ft Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short 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 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 T9 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 T11 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" T13 20.00-0.00 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 (FracF99 .Row in in in py' AVA7-50(1-5/ C No At (CaAa) 245.00-6.00 0.0000 0.4 6 6 0.5000 2.0100 0.70 8) LDF7-50A(1- C No At (CaAa) 245.00 - 6.00 2.0000 0.4 6 6 0.5000 1.9800 0.82 5/8) Feedline C No Af (CaAa) 245.00 - 6.00 0.0000 0.4 1 1 1.5000 1.5000 4.20 Ladder(A0 LS" itt ASU9323TYP A No Ar (CaAa) 220.00 - 6.00 0.0000 0.4 3 3 0.5000 1.2400 1.05 01(I-1/4) Feedline A No Af (CaAa) 245.00 - 6.00 0.0000 0.4 1 1 1.5000 1.5000 4.20 Ladder (Al) 1.5" 1,DF7-50A(I- A No Ar (CaAa) 200.00 - 6.00 0.0000 -0.4 12 9 0.5000 1.9800 0.82 5/8) 12 PAIR(3/8) A No At (CaAa) 200.00 - 6.00 0.7500 -0.36 1 1 0.4000 0.4000 0.08 WR-VG86ST- A No At (CaAa) 200.00 - 6.00 0.0000 -0.36 2 2 0.5000 0.7950 0.58 BRD(3/4) Feedline A No Af (CaAa) 245.00 - 6.00 0.0000 -0.4 1 1 1.5000 1.5000 4.20 Ladder (Af) « TSZ 999 C No At (CaAa) 128.00 - 6.00 0.0000 -0.4 3 2 0.5000 1.1900 1.07 067/xzxM-8A WG( 1-3/16) FIBER ONLY C No Ar (CaAa) 128.00 - 0.00 12500 -0.4 1 1 0.5000 0.8670 0.25 CABLE 48(7/8) T-Bmckets C No Af (CaAa) 245.00 - 6.00 0.0000 -0.5 1 1 1.0000 1.0000 SAO ««« Safety Line C No At (CaAa) 245.00 - 6.00 0.0000 -0.5 1 1 0.3750 0.3750 0.22 �`nxz. o?t er FDHlnfrastructure Services, Job 800642 FL West Midway Page 8 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX' (919) 755-1031 Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Row in in in ply 3/8 Feed Line/Linear Appurtenances Section Areas Tower Tower Face Aa At, CAAA,t CAAA Weight Section Elevation In Face Out Face R fit, ft= 1t, It, x T1 245.00-240.00 A 0.000 0.000 2.500 0.000 0.04 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 14.241 0.000 0.11 T2 240.00-220.00 A 0.000 0.000 10.000 0.000 0.17 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 56.963 0.000 0.44 T3 220.00-200.00 A 0.000 0.000 17.440 0.000 0.23 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 56.963 0.000 0.44 T4 200.00-180.00 A 0.000 0.000 68.940 0.000 0.45 B 0.000 0.000 0.000 0,000 0.00 C 0.000 0.000 56.963 0.000 0.44 T5 180.00-160.00 A 0.000 0.000 68.940 0.000 0.45 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 56.963 0.000 0.44 T6 160.00-140.00 A 0.000 0.000 68.940 0.000 0.45 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 56.963 0.000 0.44 T7 140.00-120.00 A 0.000 0.000 68.940 0.000 0.45 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 60.513 0.000 0.47 T8 120.00-100.00 A 0.000 0.000 68.940 0.000 0.45 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 65.837 0.000 0.51 T9 100.00-80.00 A 0.000 0.000 68.940 0.000 0.45 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 65.837 0.000 0.51 T10 80.00-60.00 A 0.000 0.000 68.940 0.000 0.45 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 65.837 0.000 0.51 TII 60.00-40.00 A 0.000 0.000 68.940 0.000 0.45 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 65.837 0.000 0.51 T12 40.00-20.00 A 0.000 0.000 68.940 0.000 0.45 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 65.837 0.000 0.51 T13 20.00-0.00 A 0.000 0.000 48.258 0.000 0.32 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 46.606 0.000 0.36 Feed ,Line Center of Pressure Section Elevation CPx CPz CPr CP¢ Ice Ice ft in in in in T1 245.00-240.00 -16314 2.7358 -3.9575 2.8458 T2 240.00-220.00 -4.0391 3.0431 -4.4019 3.1653 tnxTa►wer FDH Infrastructure Services, b Jo800642 FL West Midway Page9 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX- (919) 755-1031 Section Elevation CPx CPz CPx CPz Ice Ice (t in in in in T3 220.00-200.00 -3.6964 2.0863 -4.0208 2.1958 T4 200.00-180.00 -6.9649 3.3275 -7.2567 3.4261 T5 180.00-160.00 -8.2611 3.9494 -8.6072 4.0665 T6 160.00-140.00 -9.4094 4.5005 -9.8037 4.6340 T7 140.00-120.00 -10.1305 5.2602 -10.5691 5.4087 T8 120.00-100.00 -10.5581 6.1394 -11.0379 6.3019 T9 100.00-80.00 -11.5899 6.7403 -12.1166 6.9188 T10 80.00-60.00 -12.5844 7.3195 -13.1563 7.5133 T11 60.0040.00 -13.6652 7.9488 -14.2862 8.1593 T12 40.00-20.00 -14.7266 8.5669 -15.3959 8.7938 T13 20.00-0.00 -13.7320 8.1229 -14.3608 8.3361 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice Ka Ice TI 2 AVA7-50(1-5/8) 240.00- 0.6000 0.6000 245.00 TI 3 LDF7-SOA(1-5/8) 240.00- 0.6000 0.6000 245.00 TI 4 Feedline Ladder (AD 1.5" 240.00- 0.6000 0.6000 245.00 TI 7 Feedline Ladder (At) 1.5" 240.00- 0.6000 0.6000 245.00 TI 14 Feedline Ladder (AD 1.5" 240.00- 0.6000 0.6000 245.00 TI 18 T-Brackets 240.00- 0.6000 0.6000 245.00 TI 20 Safety Line 3/8 240.00- 0.6000 0.6000 245.00 T2 2 AVA7-50(1-5/8) 220.00- 0.6000 0.6000 240.00 T2 3 LDF7-50A(1-5/8) 220.00- 0.6000 0.6000 240.00 T2 4 Feedline Ladder (AD 1.5" 220.00- 0.6000 0.6000 240.00 T2 7 Feedline Ladder (AD 1.5" 220.00- 0.6000 0.6000 240.00 T2 14 Feedline Ladder (AD 1.5" 220.00- 0.6000 0.6000 240.00 T2 18 T-Brackets 220.00- 0.6000 0.6000 240.00 T2 20 Safety Line 3/8 220.00- 0.6000 0.6000 240.00 T3 2 AVA7-50(1-5/8) 200.00- 0.6000 0.6000 220.00 T3 3 LDF7-50A(1-5/8) 200.00- 0.6000 0.6000 220.00 T3 4 Feedline Ladder (AD 1.5" 200.00- 0.6000 0.6000 220.00 T3 6 ASU9323TYP01(1-1/4) 200.00- 0.6000 0.6000 220.00 T3 7 Feedline Ladder (AD 1.5" 200.00 - 0.6000 0.6000 220.00 T3 14 Feedline Ladder (AD 1.5" 200.00- 0.6000 0.6000 to Tower l FDHlnfrastructure Services, Job 800642 FL West Midway Page 10 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Mendien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX- (919) 75S-1031 Tower Section Feed Line Record No. Description Feed Line SegmentFlev. K. No Ice. K Ice 220.00 T3 18 T-Brackets 200.00- 0.6000 0.6000 220.00 T3 20 Safety Line 3/8 200.00- 0.6000 0.6000 220.00 T4 2 AVA7-50(1-5/8) 180.00- 0.6000 0.6000 200.00 T4 3 LDF7-50A(1-5/8) 180.00- 0.6000 0.6000 200.00 T4 4 Feedline Ladder (Al) 1.5" 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 (M) 1.5" 180.00- 0.6000 0.6000 200.00 T4 9 L.DF7-50A(1-5/8) 180.00- 0.6000 0.6000 200.00 T4 10 12 PAIR( 3/8) 180.00- 0.6000 0.6000 200.00 T4 11 WR-VG86ST-BRD(3/4) 180.00 - 0.6000 0.6000 200.00 T4 14 Feedline Ladder (At) 1.5" 180.00- 0.6000 0.6000 200.00 T4 18 T-Brackets 180.00- 0.6000 0.6000 200.00 T4 20 Safety Line 3/8 180.00- 0.6000 0.6000 200.00 T5 2 AVA7-50(1-5/8) 160.00- 0.6000 0.6000 180.00 T5 3 LDF7-50A(I-5/8) 160.00- 0.6000 0.6000 180.00 T5 4 Feedline Ladder (AO 1.5" 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) 1.5" 160.00- 0.6000 0.6000 180.00 T5 9 LDF7-50A(1-5/8) 160.00- 0.6000 0.6000 180.00 T5 10 12 PAIR( 3/8) 160.00- 0.6000 0.6000 180.00 T5 11 WR-VG86ST-BRD(3/4) 160.00- 0.6000 0.6000 180.00 T5 14 Feedline Ladder (A[) 1.5" 160.00- 0.6000 0.6000 180.00 T5 18 T-Brackets 160.00- 0.6000 0.6000 180.00 T5 20 Safety Line 3/8 160.00- 0.6000 0.6000 180.00 T6 2 AVA7-50(1-5/8) 140.00- 0.6000 0.6000 160.00 T6 3 LDF7-50A(1-5/8) 140.00- 0.6000 0.6000 160.00 T6 4 Feedline Ladder (At) 1.5" 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 (A[) 1.5" 140.00- 0.6000 0.6000 160.00 T6 9 LDF7-50A(I-5/8) 140.00- 0.6000 0.6000 160.00 T6 10 12 PAIR(3/8) 140.00- 0.6000 0.6000 MxT'ower FDHlnfrastructure Services, b Jo800642 FL West Midway Page11 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX (919) 755-1031 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice Ka Ice 160.00 T6 11 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 160.00 T6 14 Feedline Ladder (AD 1.5" 140.00- 0.6000 0.6000 160.00 T6 18 T-Brackets 140.00- 0.6000 0.6000 160.00 T6 20 Safety Line 3/8 140.00- 0.6000 0.6000 160.00 T7 2 AVA7-50(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 3 LDF7-50A(I-5/8) 120.00- 0.6000 0.6000 140.00 T7 4 Feedline Ladder (At) 1.5" 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) 1.5" 120.00- 0.6000 0.6000 140.00 T7 9 LDF7-SOA(I-5/8) 120.00- 0.6000 0.6000 140.00 T7 10 12'PAIR( 3/8) 120.00- 0.6000 0.6000 140.00 T7 I I WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 T7 14 Feedline Ladder (At) 1.5" 120.00- 0.6000 0.6000 140.00 T7 16 TSZ 999 067/xxxM-8AWG( 120.00- 0.6000 0.6000 1-3/16) 128.00 T7 17 FIBER ONLY CABLE 120.00- 0.6000 0.6000 48(7/8) 128.00 T7 18 T-Brackets 120.00- 0.6000 0.6000 140.00 T7 20 Safety Line 3/8 120.00- 0.6000 0.6000 140.00 T8 2 AVA7-50(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 3 LDF7-50A(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 4 Feedline Ladder (At) 1.5" 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) 1.5" 100.00- 0.6000 0,6000 120.00 T8 9 LDF7-50A(I-5/8) 100.00- 0.6000 0.6000 120.00 T8 10 12 PAIR(3/8) 100.00- 0.6000 0.6000 120.00 T8 11 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000 120.00 T8 14 Feedline Ladder (AD 1.5" 100.00- 0.6000 0.6000 120.00 T8 16 TSZ 999 067/xxxM-8AWG( 100.00- 0.6000 0.6000 1-3/16) 120.00 T8 17 FIBER ONLY CABLE 100.00- 0.6000 0.6000 48(7/8) 120.00 T8 18 T-Brackets 100.00- 0.6000 0.6000 120.00 T8 20 Safety Line 3/8 100.00- 0.6000 0.6000 120.00 T9 2 AVA7-50(1-5/8) 80.00-100.00 0.6000 0.6000 bfixTower �( FDHlnfrastructure Services, Job 800642 FL West Midway Page 12 of 31 Project Date LLC 18SRMX14OO 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX.-(919) 755-1031 Tower Section Feed Line Record No. Description Feed Line Se ment Elev. K No Ice K Ice T9 3 LDF7-50A(1-5/8) 80.00-100.00 0.6000 0.6000 T9 4 Feedline Ladder (Al) 1.5" 80.00 - 100.00 0.6000 0.6000 T9 6 ASU9323TYP01(1-1/4) 80.00 - 100.00 0.6000 0.6000 T9 7 Feedline Ladder (At) 1.5" 80.00 - 100.00 0.6000 0.6000 T9 9 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T9 10 12 PAIR( 3/8) 80.00 - 100.00 0.6000 0.6000 T9 11 WR-VG86ST-BRD(3/4) 80.00 - 100.00 0.6000 0.6000 T9 14 Feedline Ladder (At) 1.5" 80.00 - 100.00 0.6000 0.6000 T9 16 TSZ 999 067/xxxM-8AWG( 80.00 - 100.00 0.6000 0.6000 I-3/16) T9 17 FBER ONLY CABLE 80.00 - 100.00 0.6000 0.6000 48(7/8) T9 18 T-Brackets 80.00 - 100.00 0.6000 0.6000 T9 20 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 TIO 2 AVA7-50(1-5/8) 60.00 - 80.00 0.6000 0.6000 TIO 3 LDF7-50A(I-5/8) 60.00 -80.00 0.6000 0.6000 T10 4 Feedline Ladder (Al) 1.5" 60.00 - 80.00 0.6000 0.6000 TIO 6 ASU9323TYP01( 1-1/4) 60.00 - 80.00 0.6000 0.6000 TIO 7 Feedline Ladder (At) 1.5" 60.00 - 80.00 0.6000 0.6000 T10 9 LDF7-50A(1-5/8) 60.00 -80.00 0.6000 0.6000 T10 10 12 PAIR( 3/8) 60.00 - 80.00 0.6000 0.6000 T10 11 WR-VG86ST-BRD(3/4) 60.00-80.00 0.6000 0.6000 T10 14 Feedline Ladder (Al) 1.5" 60.00 - 80.00 0.6000 0.6000 T10 16 TSZ 999 067/xxxM-8AWG( 60.00 - 80.00 0.6000 0.6000 1-3/16) T10 17 FIBER ONLY CABLE 60.00 - 80.00 0.6000 0.6000 48(7/8) T10 18 T-Brackets 60.00 - 80.00 0.6000 0.6000 T10 20 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 Tit 2 AVA7-50(1-5/8) 40.00-60.00 0.6000 0.6000 T11 3 LDF7-SOA(1-5/8) 40.00-60.00 0.6000 0.6000 TI1 4 Feedline Ladder (At) 1.5" 40.00 - 60.00 0.6000 0.6000 T11 6 ASU9323TYP01( 1-1/4) 40.00 - 60.00 0.6000 0.6000 T11 7 Feedline Ladder (At) 1.5" 40.00 - 60.00 0.6000 0.6000 T11 9 LDF7-50A(I-5/8) 40.00 -60.00 0.6000 0.6000 T11 10 12 PAIR( 3/8) 40.00 - 60.00 0.6000 0.6000 T11 11 WR-VG86ST-BRD(3/4) 40.00 - 60.00 0.6000 0.6000 T11 14 Feedline Ladder (Al) 1.5" 40.00 - 60.00 0.6000 0.6000 T11 16 TSZ 999 067/xxxM-8AWG( 40.00 - 60.00 0.6000 0.6000 1-3/16) T11 17 FIBER ONLY CABLE 40.00 - 60.00 0.6000 0.6000 48(7/8) T11 18 T-Brackets 40.00-60.00 0.6000 0.6000 T11 20 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 T12 2 AVA7-50(1-5/8) 20.00-40.00 0.6000 0.6000 T12 3 LDF7-50A(1-5/8) 20.00-40.00 0.6000 0.6000 T12 4 Feedline Ladder (At) 1.5" 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) 1.5" 20.00 - 40.00 0.6000 0.6000 T12 9 LDF7-50A(I-5/8) 20.00 -40.00 0.6000 0.6000 T12 IO 12 PAIR( 3/8) 20.00 - 40.00 0.6000 0.6000 T12 11 WR-VG86ST-BRD(3/4) 20.00-40.00 0.6000 0.6000 T12 14 Feedline Ladder (Al) 1.5" 20.00 - 40.00 0.6000 0.6000 T12 16 TSZ 999067/xxxM-8AWG( 20.00-40.00 0.6000 0.6000 1-3/16) T12 17 FIBER ONLY CABLE 20.00 -40.00 0.6000 0.6000 48(7/8) T12 18 T-Brackets 20.00-40.00 0.6000 0.6000 . T12 20 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 T13 2 AVA7-50(1-5/8) 6.00 - 20.00 0.6000 0.6000 T13 3 LDF7-SOA(1-5/8) 6.00-20.00 0.6000 0.6000 T13 4 Feedline Ladder (At) 1.5" 6.00 - 20.00 0.6000 0.6000 tnxTfAwer FDHlnfrastructure Services, Job 800642 FL West Midway Page13 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX.- (919) 755-1031 Tower Section Feed Line Record No. Description Feed Line SegmentElev. K. No Ice K Ice T13 6 ASU9323TYP01(1-1/4) 6.00-20.00 0.6000 0.6000 T13 7 Feedline Ladder (Ai) 1.5" 6.00 - 20.00 , 0.6000 0.6000 T13 9 LDF7-50A(1-5/8) 6.00 -20.00 0.6000 0.6000 T13 10 12 PAIR( 3/8) 6.00 - 20.00 0.6000 0.6000 T13 11 WR-VG86ST-BRD(3/4) 6.00-20.00 0.6000 0.6000 T13 14 Feedline Ladder (Ai) 1.5" 6.00 - 20.00 0.6000 0.6000 T13 16 TSZ 999 067/xxxM-8AWG( 6.00 - 20.00 0.6000 0.6000 1-3/16) T13 17 FIBER ONLY CABLE 0.00 - 20.00 0.6000 0.6000 48(7/8) T13 18 T-Brackets 6.00-20.00 0.6000 0.6000 T13 20 Safety Line 3/8 6.00 - 20.00 0.6000 0.6000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hon Adjustment Front Side Leg Lateral Vert ft ft ft: Jl= K Beacon B From Leg 0.00 0.00 6.00 Lightning Rod C From Leg 0.00 0.00 2.00 Platform Extension C None Sidemarker B From Leg 1.00 0.00 0.00 Sidemarker C From Leg 1.00 0.00 0.00 BSA-185025/12 w/ Mount A From Leg 4.00 Pipe 0.00 3.00 BSA-185065/12x2 w/ Mount B From Leg 4.00 Pipe 0.00 3.00 BSA-185065/12x2 w/ Mount C From Leg 4.00 Pipe 0.00 3.00 (2) X7CQAP-FRO-645-VRO A From Leg 4.00 w/ Mount Pipe 0.00 3.00 (2) X7CQAP-665-VRO w/ B From Leg 4.00 Mount Pipe 0.00 3.00 (2) X7CQAP-FRO-645-VRO C From Leg 4.00 w/ Mount Pipe 0.00 0.0000 245.00 No Ice 2.00 2.00 0.02 0.0000 245.00 No Ice 0.20 0.20. 0.03 0.0000 242.50-245.00 No Ice 10.93 10.93 0.20 0.0000 125.00 No Ice 0.38 0.38 0.01 0.0000 125.00 No Ice 0.38 0.38 0.01 0.0000 245.00 No Ice 8.76 3.61 0.06 0.0000 245.00 No Ice 5.02 3.61 0.04 0.0000 245.00 No Ice 5.02 3.61 0.04 0.0000 245.00 No Ice 12.07 8.81 0.08 0.0000 245.00 No Ice 9.79 7.12 0.07 0.0000 245.00 No Ice 12.07 8.81 0.08 WxTQwer FDHlnfrastracture Services, Job 800642 FL West Midway Page 14 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX.- (919) 755-1031 Description Face Offset Offsets: Azimuth Placement CAAA CtAA Weight or Type Hon Adjustment Front Side Leg Lateral [pert ft 0 ft ft, ft, K ft ft 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 Ice 0.61 0.12 0.01 0.00 3.00 Platform Mount [LP 603-1] C None 0.0000 245.00 No Ice 42.10 42.10 2.06 Empty Mount Pipe A From Leg 4.00 0.0000 245.00 No Ice 1.20 1.20 0.02 0.00 0.00 Empty Mount Pipe B From Leg 4.00 0.0000 245.00 No Ice 1.20 1.20 0.02 0.00 0.00 Empty Mount Pipe C From Leg 4.00 0.0000 245.00 No Ice 1.20 1.20 0.02 0.00 0.00 ***220*** ADFD1820-3333B-XDMw/ A From Leg 4.00 0.0000 220.00 No Ice 10.81 4.43 0.06 Mount Pipe 0.00 3.00 ADFD1820-3333E-XDM w/ B From Leg 4.00 0.0000 220.00 No Ice 10.81 4.43 0.06 Mount Pipe 0.00 3.00 ADFD1820-3333B-XDM w/ C From Leg 4.00 0.0000 220.00 No Ice 10.81 4.43 0.06 Mount Pipe 0.00 3.00 FXFB A From Leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 0.00 0.00 FXFB B From Leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 0.00 0.00 FXFB C From Leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 0.00 0.00 ASU9338TYPOl A From Leg 4.00 0.0000 220.00 No Ice 3.20 1.03 0.02 0.00 0.00 ASU9338TYPOI B From Leg 4.00 0.0000 220.00 No Ice 3.20 1.03 0.02 0.00 0.00 ASU9338TYPOI C From Leg 4.00 0.0000 220.00 No Ice 3.20 1.03 0.02 0.00 0.00 MxTower FDHlnfrastructure Services, Job 800642 FL West Midway Page 15 of 31 Project Date LLC 18SRMX14OO 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 17616 Phone: (919) 755-1012 Crown Castle doraft FAX..- (919) 755-1031 Description Face Offset Offsets: Azimuth Placement C,,AA CAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert n ft f It' K ft n FFHH-65C-R3 w/ Mount A From Leg 4.00 0.0000 220.00 No Ice 21.38 11.50 0.16 Pipe 0.00 3.00 FFHH-65C-R3 w/ Mount B From Leg 4.00 0.0000 220.00 No Ice 21.38 11.50 0.16 Pipe 0.00 3.00 FFHH-65C-R3 w/ Momt C From Leg 4.00 0.0000 220.00 No Ice 21.38 11.50 0.16 Pipe 0.00 3.00 AHLOA A From Leg 4.00 0.0000 220.00 No Ice 2.23 1.39 0.08 0.00 3.00 AHLOA B From Leg 4.00 0.0000 220.00 No Ice 2.23 1.39 0.08 0.00 3.00 AHLOA C From Leg 4.00 0.0000 220.00 No Ice 2.23 1.39 0.08 0.00 3.00 FRU A From Leg 4.00 0.0000 220.00 No Ice 2.43 1.01 0.04 0.00 3.00 (2) FRD B From Leg 4.00 0.0000 220.00 No Ice 2.43 1.01 0.04 0.00 3.00 AHFIB A From Leg 4.00 0.0000 220.00 No Ice 3.68 2.31 0.09 0.00 3.00 (2) AHFIB B From Leg 4.00 0.0000 220.00 No Ice 3.68 2.31 0.09 0.00 3.00 Sector Moat [SM 1302-31 C None 0.0000 220.00 No Ice 39.23 39.23 1.42 (2) ETD819H-12UB A From Leg 4.00 0.0000 200.00 No Ice 1.31 0.34 0.02 0.00 1.00 (2) ETD819H-12UB B From Leg 4.00 0.0000 200.00 No Ice 1.31 0.34 0.02 0.00 1.00 (2) ETD819H-12UB C From Leg 4.00 0.0000 200.00 No Ice 1.31 0.34 0.02 0.00 1.00 RRUS-11 A From Leg 4.00 0.0000 200.00 No Ice 2.52 1.07 0.06 0.00 1.00 (2) RRUS-I I B From Leg 4.00 0.0000 200.00 No Ice 2.52 1.07 0.06 0.00 1.00 TBC0020FIVI A From Leg 4.00 0.0000 200.00 No Ice 0.51 0.37 0.01 0.00 1.00 (2) TBC0020F1 V 1 B From Leg 4.00 0.0000 200.00 No Ice 0.51 0.37 0.01 0.00 1.00 (2) 800 10723K w/ Momt A From Leg 4.00 0.0000 200.00 No Ice 11.16 8.62 0.10 Pipe 0.00 1.00 (2) 800 10723K w/ Mount B From Leg 4.00 0.0000 200.00 No Ice 11.16 8.62 0.10 Inx.7'�►wer FDHlnfrastrucrure Services, Job 800642 FL West Midway Page 16 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 7S5-1012 Crown Castle dcraft FAX: (919) 755-1031 Description Face or Leg Offset Type Offsets: Aorz Lateral Vert fr0 n ft Azimuth Adjustment Placement ft CAAA Front ft' CAAA Side fY Weight K Pipe 0.00 1.00 (2) 800 10723K w/ Mount C From Leg 4.00 0.0000 200.00 No Ice 11.16 8.62 0.10 Pipe 0.00 1.00 RRUS-11 A From Leg 4.00 0.0000 200.00 No Ice 2.52 1.07 0.06 0.00 1.00 (2) RRUS-11 C From Leg 4.00 0.0000 200.00 No Ice 2.52 1.07 0.06 0.00 1.00 TBC0020FI V 1 A From Leg 4.00 0.0000 200.00 No Ice 0.51 0.37 0.01 0.00 1.00 (2)TBC0020FlVl C From Leg 4.00 0.0000 200.00 No Ice 0.51 0.37 0.01 0.00 1.00 DC6-48-60-18-8F B From Leg 4.00 0.0000 200.00 No Ice 1.21 1.21 0.03 0.00 1.00 Sector Mount[SM 502-3] C None 0.0000 200.00 No Ice 33.02 33.02 1.67 err APXVSPPI8-C w/ Mount A From Leg 4.00 0.0000 128.00 No Ice 8.26 6.95 0.08 Pipe 0.00 0.00 APXVSPPI8-Cw/Mount B From Leg 4.00 0.0000 128.00 No Ice 8.26 6.95 0.08 Pipe 0.00 0.00 APXVSPP18-C w/ Mount C From Leg 4.00 0.0000 128.00 No Ice 8.26 6.95 0.08 Pipe 0.00 0.00 RRUS-11 800MHz A From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 0.00 RRUS-11 800MHz 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 80OMHZ SMR FILTER A From Leg 4.00 0.0000 128.00 No Ice 0.72 0.36 0.02 0.00 0.00 80OMHZ SMR FILTER 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 tnxTQ1ber FDH Infrastructure Services, Job 800642 FL West Midway Page17 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX.- (919) 755-1031 Description Face Offset Offsets: Azimuth Placement Cp1,, C,yh Weight or Type Hon Adjustment Front Side Leg Lateral Vert n n ft, ft, K n n 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 TTTT65AP-1XR w/ Mount A From Leg 4.00 0.0000 128.00 No Ice 7.18 4.95 0.07 Pipe 0.00 0.00 TTTT65AP-IXR w/ Mount B From Leg 4.00 0.0000 128.00 No Ice 7.18 4.95 0.07 Pipe 0.00 0.00 TTTT65AP-1XR w/ Mount C From Leg 4.00 0.0000 128.00 No Ice 7.18 4.95 0.07 Pipe 0.00 0.00 RRUS 82 W/SOLAR A From Leg 4.00 0.0000 128.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 0.00 RRUS 82 W/SOLAR B From Leg 4.00 0.0000 128.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 0.00 RRUS 82 W/SOLAR C From Leg 4.00 0.0000 128.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 0.00 RADAR FILTER A From Leg 4.00 0.0000 128.00 No Ice 0.98 0.27 0.02 0.00 0.00 RADAR FILTER B From Leg 4.00 0.0000 128.00 No Ice 0.98 0.27 0.02 0.00 0.00 RADAR FILTER C From Leg 4.00 0.0000 128.00 No Ice 0.98 0.27 0.02 0.00 0.00 (2) Empty Mount Pipe A From Leg 4.00 0.0000 128.00 No Ice 1.20 1.20 0.02 0.00 0.00 (2) Empty Mount Pipe B From Leg 4.00 0.0000 128.00 No Ice 1.20 1.20 0.02 0.00 0.00 (2) Empty Mount Pipe C From Leg 4.00 0.0000 128.00 No Ice 1.20 1.20 0.02 0.00 0.00 (3) Connect -It V-Frame PIN: C None 0.0000 128.00 No Ice 33.02 33.02 1.67 PVFM(fw)-3-n-mh-2 rtrtrt Truss -Leg 'Properties tnx over j FDH Infrastructure Services, Job 800642 FL West Midway Page 18 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6511 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX- (919) 755-1031 Section Area Area Self Ice Equiv. Equiv. Leg Designation Ice Weight Weight Diameter Diameter Area Ice in' in K K in in int 15TLI.5x1/2x5/8 2501.4163 2501.4163 0.76 0.00 8.6855 8.6855 5.3014 15TL1.75xl/2x5/8 2628.4298 2628.4298 0.89 0.00 9.1265 9.1265 7.2158 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 1.24 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 18TL2.75x5/8x3/4 3252.2380 3252.2380 1.64 0.00 11.2925 11.2925 17.8187 18TL3x5/8x3/4 2421.7359 2421.7359 1.59 0.00 8.4088 8.4088 21.2058 Force Totals Load Case Vertical Sum of Forces Forces X -K K Sum of Forces Z K Sum of Overturning Moments, M. ki -t Sum of Overturning Moments, M ki -t Sum of Torques Leg Weight 43.37 Bracing Weight 21.98- Total Member Self -Weight 65.35 24.10 24.32 . Total Weight 87.57 24.10 24.32 . Wind deg -No Ice 1: -0.07 -80.81 -11154.09 38.70 -51.80 Wind 30 deg - No Ice 37.28 -64.81 -9069.07 -5193.99 -27.11 Wind 60 deg - No Ice 61.31 -35.45 -4938.52 -8545.16 -0.29 Wind 90 deg - No Ice _ 72.78 0.07 38.48 -10008.16 26.18 Wind 120 deg - No Ice 69.80 40.44 5558.13 -9506.11 51.97 Wind 150 deg - No Ice 41.10 71.28 9847.19 -5632.01 61.17 Wind 180 deg - No Ice _;, ";� 0.07 76.50 10713.12 9.94 48.12 Wind 210 deg - No Ice i-37.28 64.81 9117.28 5242.62 27.11 Wind 240 deg - No Ice -65.04 37.61 5231.32 9017.43 0.32 Wind270 deg - No Ice -72.78 -0.07 9.72 10056.80 -26.18 Wind 300 deg - No Ice -66.07 -38.29 -5265.34 9131.10 -48.32 Wind 330 deg - No Ice s' -41.10 -71.28 -9798.98 5680.64 -61.17 Total Weight 87.57"".' -, 24.10 24.32 '. Wind deg - Service -0.02 -20.20 -2794.46 1.85 -12.95 Wind 30 deg - Service 9.32 -16.20 -2273.20 -1306.32 -6.78 Wind 60 deg - Service 15.33 -8.86 -1240.56 -2144.11 -0.07 Wind 90 deg - Service 18.20 0.02 3.69 -2509.87 6.55 Wind 120 deg - Service 17.45 10.11 1383.60 -2384.35 12.99 Wind 150 deg -Service 10.27 17.82 2455.86 -1415.83 15.29 Wind 180 deg - Service 0.02 19.13 2672.31 -5.34 12.03 Wind 210 deg -Service -9.32 16.20 2273.38 1302.83 6.78 Wind 240 deg - Service -16.26 9.40 1301.89 2246.53 0.08 Wind 270 deg - Service - -18.20 -0.02 -3.50 2506637 -6.55 Wind 300 deg -Service -16.52 -9.57 -1322.27 2274.95 -12.08 Wind 330 de -Service -10.27 -17.82 -2455.68 1412.34 -15.29 Load Combinations Comb. Description tnxT wer FDHlnfrastructure Services, Job 800642 FL West Midway Page19 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX: (919) 755-1031 Comb. Description 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice. 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice , 22 1.2 Dead+1.6 Wind 300 deg -No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg -Service 36 Dead+Wind 300 deg -Service 37 Dead+Wind 330 deg - Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kipft Tl 245 - 240 Leg Max Tension 15 6.34 0.02 -0.12 Max. Compression 2 -8.74 -0.03 0.14 Max. Mx 8 4.74 0.18 -0.00 Max. My 2 2.32 0.00 -0.20 Max. Vy 20 2.89 0.00 0.00 Max. Vx 2 3.05 0.00 0.00 Diagonal Max Tension 17 4.19 0.00 0.00 Max. Compression 4 4.40 0.00 0.00 Max. Mx 4 4.14 0.01 0.00 Max. My 4 -4.37 0.00 0.00 Max. Vy 4 -0.01 0.01 0.00 Max. Vx 4 -0.00 0.01 0.00 Top Girt Max Tension 2 1.55 0.00 0.00 Max. Compression 15 -1.41 0.00 0.00 Max. Mx 2 -0.67 -0.09 0.00 Max. Vy 2 -0.06 0.00 0.00 [l x o}1 er FDH Infrastructure Services, Job 800642 FL West Midway Page 20 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX: (919) 755-1031 Section No. Elevation n Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip -fit Minor Axis Moment kip-ft T2 240 - 220 Leg Max Tension 15 53.28, 0.01 -0.01 Max. Compression 2 -58.90 -0.05 0.28 Max. Mx 10 -57.83 -0.26 -0.10 Max. My 2 -58.90 -0.05 0.28 Max. Vy 10 0.11 -0.26 -0.10 Max. Vx 2 -0.11 -0.05 0.28 Diagonal Max Tension 16 6.88 0.00 0.00 Max. Compression 4 -6.93 0.00 0.00 Max. Mx 2 5.99 0.05 -0.00 Max. My 12 -6.18 -0.02 -0.01 Max. Vy 2 -0.02 0.05 -0.00 Max. Vx - 12 0.00 0.04 -0.01 Top Girt Max Tension 10 0.11 0.00 0.00 Max. Compression l 0.00 0.00 0.00 Max. Mz 2 0.09 -0.09 0.00 Max. Vy 2 -0.06 0.00 0.00 T3 220-200 Leg Max Tension 15 104.94 -6.33 -0.00 Max. Compression 2 -116.77 7.33 0.05 Max. Mx 2 -116.77 7.33 0.05 Max. My 12 -4.71 -0.33 -11.24 Max. Vy 22 -2.22 -0.23 0.04 Max. Vx 4 -1.86 0.02 0.08 Diagonal MaxTension 4 11.47 0.00 0.00 Max. Compression 4 -I IA3 0.00 0.00 Max. Mx 2 9.25 0.14 0.01 Max. My 8 -10.06 -0.07 -0.03 Max. Vy 2 -0.03 0.14 0.01 Max. Vx 8 0.01 0.00 0.00 Top Girt Max Tension 16 0.12 0.00 0.00 Max. Compression 3 -0.09 0.00 0.00 Max. Mx 2 0.11 -0.03 0.00 Max. My 2 -0.08 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 15 169.58 -8.36 0.00 Max. Compression 2 -188.19 8.70 0.08 Max. Mx 14 167.34 -8.94 -0.09 Max. My 12 -9.09 -0.22 -12.02 Max. Vy 6 -2.14 -6.61 0.05 Max. Vx 24 1.91 0.15 4.05 Diagonal Max Tension 8 13.47 0.00 0.00 Max. Compression 8 -13.46 0.00 0.00 Max. Mx 2 10.62 0.12 0.01 Max. My 24 -6.63 -0.06 0.01 Max. Vy 2 -0.03 0.12 0.01 Max. Vx 24 -0.00 0.00 0.00 T5 180 -160 Leg Max Tension 15 233.03 -10.51 0.01 Max. Compression 2 -257.28 13.00 0.32 Max. Mx 3 -254.88 13.05 0.33 Max. My 12 -11.36 -0.17 -16A6 Max. Vy 2 -0.56 11.57 -0.01 Max. Vx 12 1.73 -0.17 -16A6 Diagonal Max Tension 5 14.25 0.00 0.00 Max. Compression 4 -14.56 0.00 0.00 Max. Mx 14 8.47 0.21 0.02 Max. My 16 -13.02 -0.11 -0.04 Max. Vy 14 0.05 0.21 0.02 Max. Vx 16 0.01 0.00 0.00 T6 160 - 140 Leg Max Tension IS 266.64 -12.87 -0.33 Max. Compression 2 -293.62 16.49 0.37 Max. Mx 14 263.21 -16.81 -0.39 tnxTower FDHlnfrastructure Services, Job 800642 FL West Midway Page 21 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX.- (919) 755-1031 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. it Type Load Moment Moment Comb. K kip-. t kip - Max. My 12 -12.64 -0.45 -23.18 Max. Vy 6 0.81- -16.69 0.06 Max. Vx 12 1.10 -0.45 -23.18 Diagonal Max Tension 15 21.67 0.00 0.00 Max. Compression 2 -23.61 0.00 0.00 Max. Mx 14 18.97 0.80 -0.00 Max. My 2 -23.45 -0.54 0.09 Max. Vy 2 -0.12 0.80 0.00 Max. Vx 2 -0.01 0.00 0.00 T7 140 - 120 Leg Max Tension 15 330.01 -16.69 -0.39 Max. Compression 2 -366.77 21.93 0.32 Max. Mx 2 -366.77 21.93 0.32 Max. My 12 -14.56 -0.45 -23.18 Max. Vy 22 1.87 -20.93 0.33 Max. Vx 12 -1.81 -0.45 -23.18 Diagonal Max Tension 4 23.83 0.00 0.00 Max. Compression 4 -23.71 0.00 0.00 Max. Mx 2 18.81 0.80 0.09 Max. My 12 20.98 0.66 -0.10 Max. Vy 2 -0.12 0.80 0.09 Max. Vx 12 0.01 0.00 0.00 T8 120 - 100 Leg Max Tension 15 384.25 -21.02 -0.33 Max. Compression 2 -427.96 14.78 0.33 Max. Mx 2 -426.59 21.93 0.32 Max. My 12 -19.75 -0.51 -21.77 Max. Vy 3 0.96 21.91 0.32 Max. Vx 12 1.07 -0.51 -21.77 Diagonal Max Tension 4 25.49 0.00 0.00 Max. Compression 4 -26.06 0.00 0.00 Max. Mx 2 17.41 0.76 0.05 Max. My 2 -24.78 -0.07 0.06 Max. Vy 2 -0.12 0.76 0.05 Max. Vx 24 -0.01 0.00 0.00 T9 100 - 80 Leg Max Tension 15 445.26 -15.01 -0.36 Max. Compression 2 -497.24 19.95 0.31 Max. Mx 2 -497.24 19.95 0.31 Max. My 12 -21.15 -0.51 -21.77 Max. Vy 3 -0.86 19.98 0.31 Max. Vx 12 -1.11 -0.51 -21.77 Diagonal .Max Tension 4 26.44 0.00 0.00 Max. Compression 4 -26.54 0.00 0.00 Max. Mx 2 19.67 0.72 0.08 Max. My 12 23.20 0.62 -0.09 Max. Vy 2 -0.12 0.72 0.08 Max. Vx 12 0.01 0.00 0.00 TIO 80 - 60 Leg Max Tension IS 501A9 -18.63 -0.33 Max. Compression 2 -561.62 17.18 0.28 Max. Mx 2 -559.77 19.95 0.31 Max. My 12 -26.40 -0.62 -21.32 Max. Vy 3 0.74 19.88 0.31 Max. Vx 12 1.08 -0.62 -21.32 Diagonal Max Tension 4 26.94 0.00 0.00 Max. Compression 4 -27.13 0.00 0.00 Max. Mx 2 19.59 0.63 0.06 Max. My 12 23.35 0.60 -0.06 Max. Vy 14 0.12 0.62 -0.06 Max. Vx 12 0.01 0.00 0.00 TI1 60-40 Leg Max Tension 15 556.16 -17.51 -0.32 Max. Compression 2 -624.71 20.17 0.19 Max. Mx 2 -624.71 20.17 0.19 Max. My 12 -27.43 -0.62 -21.32 tnxT'a�}iter FDHlnfrastructure Services, Job 800642 FL West Midway Page *22 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX: (919) 755-1031 Section No. Elevation jt Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-/) Minor Axis Moment kip-ft Max. Vy 2 -0.71 20.17 0.19 Max. Vx 12 -1.24 -0.62 -21.32 Diagonal Max Tension 4 28.06 0.00 0.00 Max. Compression 4 -28.47 0.00 0.00 Max. Mx 2 19.89 0.66 0.06 Max. My 24 -13.91 0.00 0.07 Max. Vy 14 0.13 0.66 -0.06 Max. Vx 12 0.01 0.00 0.00 T12 40 - 20 Leg Max Tension 15 611.43 -18.37 -0.21 Max. Compression 2 -689.48 18.73 0.56 Max. Mx 14 602.71 -20.27 -0.62 Max. My 12 -33.45 -1.24 -38.75 Max. Vy 6 0.67 -20.18 0.02 Max. Vx 12 2.04 -1.24 -38.75 Diagonal Max Tension 4 27.88 0.00 0.00 Max. Compression 4 -27.69 0.00 0.00 Max. Mx 14 18.46 0.71 -0.05 Max. My 2 -23.79 0.04 0.09 Max. Vy 14 0.14 0.71 -0.05 Max. Vx 2 -0.01 0.00 0.00 T13 20 - 0 Leg Max Tension 15 659.40 -19.95 -0.60 Max. Compression 2 -745.27 0.00 -0.00 Max. Mx 14 651.73 -20.27 -0.62 Max. My 12 -34.14 -1.24 -38.75 Max. Vy 6 -1.41 -20.18 0.02 Max. Vx 12 -2.38 -1.24 -38.75 Diagonal Max Tension 4 30.36 0.00 0.00 Max. Compression 2 -31.59 0.00 0.00 Max. Mx 16 7.53 1.24 -0.15 Max. My 12 26.07 1.09 -0.23 Max. Vy 16 -0.21 1.24 -0.15 Max. Vx 12 0.02 0.00 0.00 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Leg C Max. Vert 18 779.13 72.94 -42.11 Max. H, 18 779.13 72.94 -42.11 Max. H. 5 -617.90 -57.05 37.50 Min. Vert 7 -682.69 -64.58 37.30 Min. H. 7 -682.69 -64.58 37.30 Min. H. 18 779.13 72.94 -42.11 Leg B Max. Vert 10 778.69 -73.90 -40.64 Max. H, 23 -685.89 65.52 36.01 Max. H. 23 -685.89 65.52 36.01 Min. Vert 23 -685.89 65.52 36.01 Min. H. 10 778.69 -73.90 -40.64 Min. H. 10 778.69 -73.90 -40.64 Leg Max. Vert 2 779.43 -1.73 84.40 Max. H. 19 -346.60 5.25 -38.26 Max. H. 2 779.43 -1.73 84.40 Min. Vert 15 -687.94 1.57 -74.86 Min. % 8 32.89 -5.28 3.02 Min. H. 15 -687.94 1.57 -74.86 taxTower FDHlnfrastructure Services, Job 800642 FL West Midway Page23 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Mertdien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX- (919) 755-1031 Tower Mast Reaction Summary Torque Load Vertical Shea: Shear, Overturning Overturning Combination Moment, M. Moment, M K K K klp-/t kip ft kip -it Dead Only 87.57 -0.00 0.00 24.10 24.32 0.00 1.2 Dead+1.6 Wind 0 deg - No 105.08 -0.12 -131.05 -18050.81 52.19 -82.88 Ice 0.9 Dead+1.6 Wind 0 deg -No 78.81 -0.12 -131.05 -18058.04 44.89 -82.88 Ice 1.2 Dead+1.6 Wind 30 deg - No 105.08 65.55 -113.92 -15665.00 -8981.09 -43.38 Ice 0.9 Dead+1.6 Wind 30 deg - No 78.81 65.55 -113.92 -15672.23 -8988.38 -43.38 Ice 1.2 Dead+1.6 Wind 60 deg - No 105.08 107.19 -61.98 -8599.68 -14874.33 -0.46 Ice 0.9 Dead+1.6 Wind 60 deg - No 78.81 107.19 -61.98 -8606.91 -14881.63 -0.46 Ice 1.2 Dead+1.6 Wind 90 deg - No 105.08 131.30 0.12 51.93 -18031.21 41.89 Ice 0.9 Dead+1.6 Wind 90 deg - No 78.81 131.30 0.12 44.70 -18038.51 41.89 Ice 1.2 Dead+1.6 Wind 120 deg - 105.08 113.28 65.63 9088.72 -15575.16 83.15 No Ice 0.9 Dead+1.6 Wind 120 deg - 78.81 113.28 65.63 9081,49 -15582.46 83.15 No Ice 1.2 Dead+1.6 Wind 150 deg - 105.08 65.75 114.04 15745.86 -9020.94 97.87 No Ice 0.9 Dead+1.6 Wind 150 deg - 78.81 65.75 114.04 15738.63 -9028.24 97.87 No Ice 1.2 Dead+1.6 Wind 180 deg - 105.08 0.12 124.16 17325.98 6.17 76.99 No Ice 0.9 Dead+1.6 Wind 180 deg - 78.81 0.12 124.16 17318.74 -1.12 76.99 No Ice 1.2 Dead+1.6 Wind 210 deg - 105.08 -65.55 113.92 15722.85 9039.45 43.38 No Ice 0.9 Dead+1.6 Wind 210 deg - 78.81 -65.55 113.92 15715.62 9032.16 43.38 No Ice 1.2 Dead+1.6 Wind 240 deg - 105.08 -113.16 65.42 9048.87 15610.52 0.52 No Ice 0.9 Dead+1.6 Wind 240 deg - 78.81 -113.16 65.42 9041.64 15603.22 0.52 No Ice 1.2 Dead+1.6 Wind 270 deg - 105.08 -131.30 -0.12 5.92 18089.57 -41.89 No Ice 0.9 Dead+1.6 Wind 270 deg - 78.81 -131.30 -0.12 -1.31 18082.28 -41.89 No Ice 1.2 Dead+1.6 Wind 300 deg - 105.08 -107.31 -62.19 -8639.53 14955.70 -77.32 No Ice 0.9 Dead+1.6 Wind 300 deg - 78.81 -107.31 -62.19 -8646.76 14948.41 -77.32 No Ice 1.2 Dead+1.6 Wind 330 deg - 105.08 -65.75 -114.04 -15688.01 9079.30 -97.87 No Ice 0.9 Dead+1.6 Wind 330 deg - 78.81 -65.75 -114.04 -15695.24 9072.01 -97.87 No Ice Dead+Wind0 deg - Service 87.57 -0.02 -20A8 -2800.86 27.91 -12.95 Dead+Wind 30 deg -Service 87.57 10.24 -17.80 -2428.07 -1383.54 -6.78 Dead+Wind 60 deg - Service 87.57 16.75 -9.68 -1324.12 -2304.36 -0.07 Dead+Wind 90 deg - Service 87.57 20.52 0.02 27.70 -2797.62 6.55 Dead+Wind 120 deg - Service 87.57 17.70 10.25 1439.70 -2413.86 12.99 Dead+Wind 150 deg - Service 87.57 10.27 17.82 2479.87 -1389.76 15.29 1'nxTower FDHlnfrastructure Services, Job 800642 FL West Midway Page24 of 31 Project Date 18SRMX1400 16:05:31 06/04/18 LLC 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX.- (919) 755-1031 Load Vertical Shear. Shear, Overturning Overturning Torque Combination Moment, M Moment, M. K K K kipft kip-ft kipft Dead+Wind 180 deg - Service 87.57 0.02 19.40 2726.77 20.72 12.03 Dead+Wind210 deg -Service 87.57 -10.24 17.80 2476.28 1432.17 6.78 Dead+Wind 240 deg - Service 87.57 -17.68 10.22 1433.47 2458.90 0.08 Dead+Wind 270 deg - Service 87.57 -20.52 -0.02 20.51 2846.25 -6.55 Dead+Wind 300 deg- Service 87.57 -16.77 -9.72 -1330.34 2356.59 -12.08 Dead+Wind 330 deg- Service 87.57 -10.27 -17.82 -2431.67 1438.40 -15.29 Solution Summary Sum of Applied Forces Sum ofReactians Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -87.57 0.00 0.00 87.57 -0.00 0.000% 2 -0.12 -105.08 -131.05 0.12 105.08 131.05 0,000% 3 -0.12 -78.81 -131.05 0.12 78.81 131.05 0.000% 4 65.55 -105.08 -113.92 -65.55 105.08 113.92 0.000% 5 65.55 -78.81 -113.92 -65.55 78.81 113.92 0.000% 6 107.19 -105.08 -61.98 -107.19 105.08 61.98 0.000% 7 107.19 -78.81 -61.98 -107.19 78.81 61.98 0.000% 8 131.30 -105.08 0.12 -131.30 105.08 -0.12 0.000% 9 131.30 -78.81 0.12 -131.30 78.81 -0.12 0.000% 10 113.28 -105.08 65.63 -113.28 105.08 -65.63 0.000% 11 113.28 -78.81 65.63 -113.28 78.81 -65.63 0.000% 12 65.75 -105.08 114.04 -65.75 105.08 -114.04 0.000% 13 65.75 -78.81 114.04 -65.75 78.81 -114.04 0.000% 14 0.12 -105.08 124.16 -0.12 105.08 -124.16 0.000% 15 0.12 -78.81 124.16 -0.12 78.81 -124.16 0.000% 16 -65.55 -105.08 113.92 65.55 105.08 -113.92 0.000% 17 -65.55 -78.81 113.92 65.55 78.81 -113.92 0.000% 18 -113.16 -105.08 65.42 113.16 105.08 -65.42 0.000% 19 -113.16 -78.81 65.42 113.16 78.81 -65.42 0.000% 20 -131.30 -105.08 -0.12 131.30 105.08 0.12 0.000% 21 -131.30 -78.81 -0.12 131.30 78.81 0.12 0.000% 22 -107.31 -105.08 -62.19 107.31 105.08 62.19 0.000% 23 -107.31 -78.81 -62.19 107.31 78.81 62.19 0.000% 24 -65.75 -105.08 -114.04 65.75 105.08 114.04 0.000% 25 -65.75 -78.81 -114.04 65.75 78.81 114.04 0.000% 26 -0.02 -87.57 -20.48 0.02 87.57 20.48 0.000% 27 10.24 -87.57 -17.80 -10.24 87.57 17.80 0.000% 28 16.75 -87.57 -9.68 -16.75 87.57 9.68 0.000% 29 20.52 -87.57 0.02 -20.52 87.57 -0.02 0.000% 30 17.70 -87.57 10.25 -17.70 87.57 -10.25 0.000% 31 10.27 -87.57 17.82 -10.27 87.57 -17.82 0.000% 32 0.02 -87.57 19.40 -0.02 87.57 -19.40 0.000% 33 -10.24 -87.57 17.80 10.24 87.57 -17.80 0.000% 34 -17.68 -87.57 10.22 17.68 87.57 -10.22 0.000% 35 -20.52 -87.57 -0.02 20.52 87.57 0.02 0.000% 36 -16.77 -87.57 -9.72 16.77 87.57 9.72 0.000% 37 -10.27 -87.57 -17.82 10.27 87.57 17.82 0.000% Maximum TowerDeflections - Service Wind tnxTower FDH Infrastructure Services, Job 800642 FL West Midway Page 25 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX.-.(919) 755-1031 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° Tl 245 - 240 5.926 34 0.2395 0.0182 T2 240 - 220 5.673 34 0.2388 0.0181 T3 220-200 4.684 33 0.2255 0.0163 T4 200 - 180 3.773 33 0.1997 0.0145 T5 180 - 160 2.966 33 0.1742 0.0125 T6 160 - 140 2.277 33 0.1439 0.0105 T7 140 - 120 1.708 33 0.1195 0.0088 T8 120 - 100 1238 33 0.0990 0.0073 T9 100 - 80 0.852 33 0.0775 0.0059 T10 80 - 60 0.550 33 0.0596 0.0045 Tll 60-40 0.315 33 0.0444 0.0033 T12 40 - 20 0.144 33 0.0289 0.0020 T13 20 - 0 0.035 33 0.0131 0.0008 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Till Twist Radius of Load Curvature R Comb. in ft 245.00 Beacon 34 5.926 0.2395 0.0182 352265 243.75 Platform Extension 34 5.863 0.2394 0.0182 352265 242.50 Platform Extension 34 5.800 0.2392 0.0182 352265 220.00 ADFD1820-3333B-XDM w/ Mount 33 4.684 0.2255 0.0163 57422 Pipe 200.00 (2) ETD819H-12UB 33 3.773 0.1997 0.0145 43727 128.00 APXVSPP18-C w/ Mount Pipe 33 1A16 0.1072 0.0079 55936 125.00 Sidemerker 33 1.348 0.1041 0.0076 57654 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. TI 245-240 37.730 3 1.5286 0.1166 T2 240 - 220 36.116 3 1.5243 0.1156 T3 220 - 200 29.785 3 1.4396 0.1041 T4 200 - 180 23.953 12 1.2713 0.0927 TS 180 - 160 18.832 12 1.1072 0.0799 T6 160 - 140 14.456 12 0.9130 0.0669 T7 140 - 120 10.848 12 0.7580 0.0563 T8 120 - 100 7.865 12 0.6275 0.0466 T9 100-80 5Al2 12 0.4915 0.0376 T10 80 - 60 3.497 12 0.3776 0.0290 Tll 60-40 2.006 12 0.2813 0.0208 T12 40 - 20 0.915 12 0.1833 0.0129 T13 20 - 0 0.225 12 0.0833 0:0053 Critical Deflections and Radius of Curvature - Design Wind tnxTower FDHlnfrastructure Services, Job 800642 FL West Midway Page 26 of 31 Project Date LLC 18SRMX14OO 16:05:31 06/O4/18 6521 Mendien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX.- (919) 755-1031 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 0ft 245.00 Beacon 3 37.730 1.5286 0.1166 56274 243.75 Platform Extension 3 37.326 1.5278 0.1164 56274 242.50 Platform Extension 3 36.923 1.5269 0.1162 56274 220.00 ADFD1820-3333B-XDM w/Mount 3 29.785 1.4396 0.1041 8903 Pipe 200.00 (2) ETD819H-12UB 12 23.953 1.2713 0.0927 6849 I28.00 APXVSPP18-C w/ Mount Pipe 12 8.992 0.6797 0.0504 8803 125.00 Sidemarker 12 8.560 0.6604 0.0489 9077 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Loadper Load Load Ratio ft in Bolts Bolt K ARowable K Tl 245 Leg A325N 0.8750 6 1.06 40.59 0.026 1 Bolt Tension Diagonal A325N 0.6250 1 4.40 12.43 0.354 1 Bolt Shear Top Girt A325N 0.6250 1 1.55 12.43 0.125 1 Bolt Shear T2 240 Leg A325N 0.8750 6 8.88 40.59 0.219 1 Bolt Tension Diagonal A325N 0.6250 1 6.93 12.43 0.558 1 Bolt Shear Top Girt A325N 0.6250 1 0.11 12.43 0.009 1 Bolt Shear T3 220 Leg A325N 0.7500 18 5.83 29.82 0.195 1 Bolt Tension Diagonal A325N 0.6250 2 5.74 12.24 0.469 1 Member Block Shear Top Girt A325N 0.6250 2 0.06 12.24 0.005 1 Member Block Shear T4 200 Leg A325N 0.7500 18 9.42 29.82 0.316 1 Bolt Tension Diagonal A325N 0.6250 2 6.73 12.24 0.550 1 Member Block Shear T5 I80 Leg A325N 0.8750 18 12.95 40.59 0.319 1 Bolt Tension Diagonal A325N 0.6250 2 7.28 12.43 0.586 1 Bolt Shear T6 160 Leg A325N 0.8750 18 14.81 40.59 0.365 1 Bolt Tension Diagonal A325N 0.7500 2 11.81 17.89 0.660 1 Bolt Shear T7 140 Leg A325N 0.8750 18 18.33 40.59 0.452 1 Bolt Tension Diagonal A325N 0.7500 2 11.92 17.89 0.666 1 Bolt Shear T8 120 Leg A325N 0.8750 18 21.35 40.59 0.526 1 Bolt Tension Diagonal A325N 0.7500 2 13.03 17.89 0.728 1 Bolt Shear T9 100 Leg A325N 1.0000 18 24.74 53.01 0.467 1 Bolt Tension Diagonal A325N 0.7500 2 13.27 17.89 0.742 1 Bolt Shear T10 80 Leg A325N 1.0000 18 27.86 53.01 0.526 1 Bolt Tension Diagonal A325N 0.7500 2 13.56 17.89 0.758 1 Bolt Shear T11 60 Leg A325N 1.0000 18 30.90 53.01 0.583 1 Bolt Tension Diagonal A325N 0.7500 2 14.23 17.89 0.795 1 Bolt Shear T12 40 Leg A325N 1.1250 18 33.97 58.71 0.579 1 Bolt Tension >I" Diagonal A325N 0.7500 2 13.94 17.89 0.779 1 Bolt Shear T13 20 Diagonal A325N 0.7500 2 15.80 17.89 0.883 1 Bolt Shear Compression Checks tlExTower FDHlnfrastructure Services, Job 800642 FL West Midway Page27 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridian Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX: (919) 755-1031 Leg Design, Data Compression Section Elevation Size L L. KI/r A P. OP„ Ratio No. P. ft fi ft in' K K �P„ TI 245-240 2112 5.00 5.00 96.0 4.9087 -8.74 112.60 0.078' K=1.00 T2 240 -220 2 1/2 20.00 5.00 96.0 4.9087 -58.90 112.60 0.523 ' K=1.00 T3 220-200 15TLI.5xl/2x5/8 20.03 10.02 40.0 5.3014 -116.77 212.23 0.550' K=1.00 T4 200- 180 15TL1.75xl/2x5/8 20.03 10.02 34.3 7.2158 -188.19 297.97 0.632 ' K=L00 T5 180 -160 15TL1.75xl/2x5/8 20.03 10.02 34.3 7.2158 -257.28 297.97 0.863 ' K=1.00 T6 160 -140 18TL2x5/8x3/4 20.03 20.03 48.0 9.4248 -293.62 362.90 0.809' K=1.00 T7 140 - 120 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.9282 -366.77 476.08 0.770' K=1.00 T8 120 - 100 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.9282 -427.96 476.08 0.899, K=1.00 T9 100 -80 18TL2.5x5/8x3/4 20.03 20.03 38.4 14.7262 -497.24 603.04 0.825 ' K=1.00 T10 80 - 60 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 -561.62 743.67 0.755 ' K=1.00 Tll 60 -40 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 -624.71 743.67 0.840' K=1.00 T12 40 -20 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 -689.48 743.67 0.927' K=1.00 T13 20 - 0 18TL3x5/8x3/4 20.03 20.03 32.5 21.2057 -745.27 895.57 0.832' K=1.00 I P. / r P„ controls Truss -Leg Diagonal Data Stress Section Elevation Diagonal Size Ld K11r OP„ A V. ol n No. ft ft K in2 K K Ratio T3 220 -200 0.5 1.68 137.2 238.57 0.1963 2.22 2.89 0.768 T4 200 - 180 0.5 1.67 136.1 324.71 0.1963 2.14 2.93 0.730 T5 180 - 160 0.5 1.67 136.1 324.71 0.1963 1.73 2.93 0.589 T6 160 - 140 0.625 2.40 156.9 430.59 0.3068 1.10 2.93 0.377 T7 140 - 120 0.625 2.39 156.2 544.96 0.3068 1.90 2.96 0.642 T8 120 - 100 0.625 2.39 156.2 544.96 0.3068 1.09 2.96 0.369 T9 100 -80 0.625 2.38 155.4 672.79 0.3068 1.11 2.98 0.372 TIO 80 -60 0.625 2.37 154.7 814.08 0.3068 1.08 3.01 0.359 T11 60 -40 0.625 2.37 154.7 814.08 0.3068 1.24 3.01 0.413 T12 40 -20 0.625 2.37 154.7 814.08 0.3068 2.05 3.01 0.680 T13 20 - 0 0.625 2.36 154.0 968.83 0.3068 2.39 3.04 0.785 Diagonal Design Data Compression MxTo er FDHlnfrastructure Services, Job 800642 FL West Midway Page 28 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Mendien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX.- (919) 755-1031 Section Elevation Size L L. K11r A P„ gyp„ Ratio No. P. ft ft ft int K K AP. T2 240 -220 L2 1/2x2 1/2xl/4 7.81 3.63 96.6 1.1900 -6.93 25.73 0.269 ' K=1.09 T3 220-200 L3x3xl/4 12.50 5.41 112.3 1.4400 -11.43 25,28 0.452' K=1.02 T4 200 - 180 L3x3xl/4 13.80 6.14 123.4 1.4400 -13.46 21.35 0.631 ' K=0.99 TS 180 - 160 L3 1/20 1/2xl/4 14.50 6.56 115.0 1.6900 -14.56 28.53 0.511 K=1.01 T6 160 - 140 L5x5x3/8 23.86 11.23 132.4 3.6100 -23.61 46.56 0.507 ' K=0.97 T7 140 - 120 L5x5x3/8 25.01 11.85 138.0 3.6100 -23.71 42.80 0.554 K=0.96 T8 120 - 100 L5x5x3/8 26.26 12.50 144.1 3.6100 -26.06 39.29 0.663' K=0.95 T9 100-80 L5x5x3/8 27.59 13.19 150.5 3.6100 -26.54 36.02 0.737' K=0.94 TIO 80-60 L5x5x3/8 29.01 13.92 157.2 3.6100 -27.13 33.02 0.822' K=0.93 Tit 60-40 L5x5x3/8 30.49 14.67 164.1 3.6100 -28.47 30.28 0.940' K=0.92 T12 40-20 L5x5x3/8 32.02 15.45 171.3 3.6100 -27.69 27.79 0.997' K=0.91 T13 20-0 L6x6x7/16 33.61 16.25 153.5 5.0600 -31.59 48.53 0.651' K=0.94 1 P u l OP controls Top Girt Design Data Compression Ratio Section Elevation Size L L. K11r A P. Op. No. P. ft n n int K K 4L� TI 245-240 L6x6x7/16 6.00 5.52 87.8 5.0600 -1.41 121.28 0.012' K=1.58 T3 220 -200 L3x3xl/4 6.00 5.36 114.4 1.4400 -0.09 24.53 0.004 ' K=1.05 ' P. l �P„ Controls Tension Checks Leg Design Data Tension Ratio Section Elevation Size L L„ K11r A P. rpP„ No. P. ft ft ft in' K K Op Tl 245-240 21/2 5.00 5.00 96.0 4.9087 6.34 220.89 0.029, tnxTower FDH Infrastructure Services, Job 800642 FL West Midway Page29 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6S21 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dCraft FAX.- (919) 755-1031 Section No. Elevation ,J7 Size L ft L„ Jt K11r A in' P. K op„ K Ratio P. op„ T2 240 - 220 2 112 20.00 5.00 96.0 4.9087 53.28 220.89 0.241 ' T3 220-200 15TL1.5xl/2x5/8 20.03 10.02 40.0 5.3014 104.94 238.57 0.440' T4 200 - 180 15TLI.75xl/2x5/8 20.03 10.02 34.3 7.2158 169.58 324.71 0.522 TS 180 - 160 15TL1.75x1/2x5/8 20.03 10.02 34.3 7.2158 233.03 324.71 0.718' T6 160-140 18TL2x5/8x3/4 20.03 20.03 48.0 9.4248 266.64 430.59 0.619' T7 140 - 120 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.9282 330.01 544.96 0.606' T8 120 - 100 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.9282 384.25 544.96 0.705' T9 100-80 18TL2.5x5/8x3/4 20.03 20.03 38.4 14.7262 445.26 672.79 0.662' TIO 80-60 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 501.49 814.08 0.616' T11 60 -40 18TL2:75x5/8x3/4 20.03 20.03 34.9 17.8187 556.16 814.08 0.683 ' T12 40 - 20 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 61 143 814.08 0.751 ' T13 20 - 0 18TL3x5/8x3/4 20.03 20.03 32.5 21.2057 659.39 968.83 0.681 ' I P u / mP„ controls Truss Leg Diagonal Data Section No. Elevation ft Diagonal Size La ft K11r �P„ K A int V. K V K Stress Ratio T3 220 -200 0.5 1.68 137.2 238.57 0.1963 2.22 2.89 0.768 T4 200 - I80 0.5 1.67 136.1 324.71 0.1963 2.14 2.93 0.730 T5 180 -160 0.5 1.67 136.1 324.71 0.1963 1.73 2.93 0.589 T6 160 - 140 0.625 2.40 156.9 430.59 0.3068 1.10 2.93 0.377 T7 140 - I20 0.625 2.39 156.2 544.96 0.3068 1.90 2.96 0.642 T8 120 - 100 0.625 2.39 156.2 544.96 0.3068 1.09 2.96 0.369 T9 100 -80 0.625 2.38 155.4 672.79 0.3068 1.11 2.98 0.372 T10 80 - 60 0.625 2.37 154.7 814.08 0.3068 1.08 3.01 0.359 T11 60 -40 0.625 2.37 154.7 814.08 0.3068 1.24 3.01 0.413 T12 40 -20 0.625 2.37 154.7 814.08 0.3068 2.05 3.01 0.680 T13 20-0 0.625 2.36 154.0 968.83 0.3068 2.39 3.04 0.785 Diagonal Design: Data Tension Section Elevation Size L L. KUr A P. OP„ Ratio No. P. ft ft ft in' K K Op" Tl 245-240 L21/2x21/2xl/4 7.81 3.63 58.8 0.7519 4.19 36.80 0.114' T2 240-220 L2 1/2x2 1/2xl/4 7.81 3.63 58.8 0.7519 6.88 36.80 0.187' T3 220-200 L3x3xl/4 12.50 5.41 72.6 0.9394 11.47 45.98 0.250' T4 200 - 180 L3x3xl/4 13.80 6.14 82.0 0.9394 13.47 45.98 0.293 ' TS 180 - 160 L3 1/20 1/2x1/4 14.50 6.56 74.5 1,1269 14.25 55.16 0.258 ' T6 160 - 140 L5x5x3/8 23.86 11.23 88.3 2.4614 21.67 120.49 0.180' T7 140 - 120 L5x5x3/8 25.01 11.85 93.0 2.4614 23.83 120A9 0.198' T8 120 - 100 L5x5x3/8 26.26 12.50 98.0 2.4614 25.49 120.49 0.212' T9 100-80 L5x5x3/8 27.59 13.19 103.3 2.4614 26.44 120.49 0.219' TIO 80-60 L5x5x3/8 29.01 13.92 108.9 2.4614 26.94 120.49 0.224' T11 60-40 L5x5x3/8 30.49 14.67 114.7 2.4614 28.06 120.49 0.233' T12 40 - 20 L5x5x3/8 32.02 15.45 120.7 2.4614 27.88 120.49 0.231 ' T13 20-0 L6x6x7/16 33.61 16.25 105.8 3.5079 30.36 171.71 0.177' tnxTower FDHlnfrastructure Services, Job 800642 FL West Midway Page30 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft ' FAX.- (919) 755-1031 1 P„ / ¢P, controls Top Girt Design Data Tension Section Elevation Size L L. K11r A P. OP„ Ratio No: P. ft ft ft in K K OP Tl 245-240 L6x6x7/16 6.00 5.52 37.2 3.5489 1.55 173.72 0.009' T2 240-220 L6x6x7/16 6.00 5.52 37.2 3.5489 0.11 173.72 0.001' T3 220-200 L3x3xl/4 6.00 5.36 74.7 0.9394 0.12 45.98 0.003 ' 1 P„ / P. controls Section Capacity Table Section Elevation Component Size Critical P opal. % Pass No. ft Type Element K K Capacity Fail T1 245 -240 Leg 2 1/2 3 -8.74 112.60 7.8 Pass 72 240 -220 Leg 2 1/2 15 -58.90 112.60 52.3 Pass T3 220-200 Leg 15TL1.5xl/2x5/8 44 -82.39 212.23 76.8 Pass T4 200-180 Leg 15TLL75xl/2x5/8 61 -151.77 297.97 73.0 Pass T5 180-160 Leg 15TLL75xl/2x5/8 78 -257.28 297.97 86.3 Pass T6 160 - 140 Leg 18TL2x5/8x3/4 93 -293.62 362.90 80.9 Pass T7 140 - 120 Leg 18TL2.25x5/8x3/4 102 -366.77 476.08 77.0 Pass T8 120 - 100 Leg 18TL2.25x5/8x3/4 111 -427.96 476.08 89.9 Pass T9 100-80 Leg 18TL2.5x5/8x3/4 120 -497.24 603.04 82.5 Pass TIO 80-60 Leg 18TL2.75x5/8x3/4 129 -561.62 743.67 75.5 Pass Tll 60-40 Leg 18TL2.75x5/8x3/4 138 -624.71 743.67 84.0 Pass T12 40 -20 Leg 18TL2.75x5/8x3/4 147 -689.48 743.67 92.7 Pass T13 20.-0 Leg I8TL3x5/8x3/4 156 -745.27 895.57 83.2 Pass TI 245 -240 Diagonal L2 1/2x2 1/2xl/4 11 -4.40 25.73 17.1 Pass 35.4 (b) T2 240 -220 Diagonal L2 1/2x2 1/2xl/4 23 -6.93 25.73 26.9 Pass 55.8 (b) T3 220-200 Diagonal L3x3xl/4 53 -11.43 • 25.28 45.2 Pass 46.9 (b) T4 200-180 Diagonal L3x3zl/4 65 -13.46 21.35 63.1 Pass T5 180-160 Diagonal L31/2x31/2xl/4 89 -14.56 28.53 51.1 Pass 58.6 (b) T6 160 - 140 Diagonal L5x5x3/8 98 -23.61 46.56 50.7 Pass 66.0 (b) T7 140 - 120 Diagonal L5x5x3/8 107 -23.71 42.80 55.4 Pass 66.6 (b) T8 120-100 Diagonal L5x5x3/8 116 -26.06 39.29 66.3 Pass 72.8 (b) T9 100-80 Diagonal L5x5x3/8 125 -26.54 36.02 73.7 Pass 74.2 (b) TIO 80-60 Diagonal L5x5x3/8 134 -27.13 33.02 82.2 Pass Tit 60-40 Diagonal L5x5x3/8 143 -28A7 30.28 94.0 Pass T12 40-20 Diagonal L5x5x3/8 152 -27.69 27.79 99.7 Pass T13 20-0 Diagonal L6x6x7/16 161 -31.59 48.53 65.1 Pass 88.3 (b) Tl 245-240 Top Girt L6x6x7/16 4 -1.41 121.28 1.2 Pass 12.5 (b) T2 240 - 220 Top Girt L6x6x7/16 16 0.10 173.72 0.1 Pass 0.9 (b) WxTower FDHlnfrastructure Services, Jab 800642 FL West Midway Page31 of 31 Project Date LLC 18SRMX14OO 16:05:31 06/04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX- (919) 755-1031 Section Elevation Component Size Critical P opel „. % Pass No. it Type Element K K Capacity Fail T3 220 - 200 Top Girt L3x3xl/4 46 -0.09 24.53 0.4 Pass 0.5 (h) Summary Leg(Tl2) 92.7 Pass Diagonal 99.7 Pass (Tl2) Top Girt 12.5 Pass (T1) Bolt Checks 88.3 Pass RATING= 99.7 Pass Program Version 7.0.5.1 - 2/1/2016 File:C:/Users/dcraft/Desktop/My Projects/Crown/2018/06/SA/FU800642_FL West Midway/18SRMX1400-STASOO_TMO/R.0/Analysis/ReportedTower/800642, West Midway.eri V45 Ft Self Support Tower Structural Analysis Project Number 18SRMX1400, Order 425007, Revision 4 June 04, 2018 CCI BU No 800642 Page 8 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 7.0.6.1 i 1 QN5fIllID) R6ERVE1)) 1 S/B' TO P00 Fr lF P T ) 200 Ff lF 13S 86 t J/tl' ro zoo Ff lP z S/4' TO TDO R 1Y) 1—s/tt' ro zoo Fr tz) t— NS 1—S e' ro zu 9 aoeoas N e 2 t & c_e mev. 6t1ii4Tii' To Im yr u '245 Ft Self Support Tower Structural Analysis Project Number 18SRMX1400, Order 425007, Revision 4 June 04, 2018 M BU No 800642 Page 9 APPENDIX C ADDITIONAL CALCULATIONS 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 A : 1425007 Rev. 4 Anchor Rod Data Qty: 6' Diam: 2 _ in Rod Material: Other Strength Fu : 105 ksi Yield Fy : 81 ksi * Rod Circle: I in `e:1 lin * # of Rodsl 11 or 2 Mu= Pu x e: Ift-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, r) 1 0.55' 1 Detail Type Uplift, Pu: 1 688 Ikips Shear, Vu:1 75 1 kips ar In Mu = 0.65%r*V ft-kips Anchor Rod Results: Max Rod (Cu+ Vu/rl): 137.4 Kips Allowable Axial, m*Fu*Anet: 210.0 Kips Anchor Rod Stress Ratio: 65.4% 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): (VJ/ Rnv)2+ ((Po/�Rn) + (Mu/�Rn.))Z < =1 j>A j)8 ORnv�*0.45«Fub*Ab= kips A B �Rnt=�*Fu*Anet= kips ft-kips SECTION A -A SECTION 8-a Detail Type (a) Detail Type (b) 71=a.90 YL =O.90 0 CF C D D canaa __3 SECTION C-C SECTION D-D Detail Type (c) Detail Type (d) Maximum Acceptable Ratio: _ 105' % '7-0.5S (SeaNote 1 elov) Governing Stress Ratio: 65.4% Pass Figure 4-4 of TIA-222-G CCI SST Anchor Rod Check-TIA G-Rev 5 2.2.12 Drilled Pier Foundation BU # : 800642 ' Site Name: FL„Wesl;Midwa App. Number: 1425007 Rev. 4 TIA-222 Revison: G Tower Type:-:::s,�Self Bu ort • Comp. Uplift Moment kI ft : -.,, 0 :.t0 Axial For,(kips)e":: - _779 '688 Shear Force (kips)[r 841 75 Concrete Strength, fc: •_ 4 ksi Reber Strength, F . d 60 ksi µ 50 it Ext. Above Grade :'0.8 ft Pier Section 1 From O.B'above Arode to 50'below prods Pier Diameter c> 6 ft Reber Quanhze 26 Rabat Si.:9 Clear Cover to Ties -. .::.2.9 in Tie Size y ': 4 Sall lateral Capacitv Compression Uplift -. :D„o(ftfrom TOC)l 27.81 27.81 Sol) Safety Factor 15.07 16.87 MaxMoment (kip-ft) 734.12. 639.91 !. Ratinlij 8.8% 7.9% Sall Vertical Capacity Compression Uplift Skin friction (kips) 1035.14 808.05 Ert&Bearing kips) 786.95 'Weight of Concrete :(kips) 165.38 124.04 Total Capacity (ki s) 1 1822.08 932.09 . Axial: (kips) 944.38 688.00 Rating 51.8% Reinforced Concrete Capacity Compression Uplift :Critical.Depthlfft,fromTOC) 28.58 25.07 6riticaLMoment(ki--ft) 1 -.73412 639.91 - ' Critical'Moment CapacityCapacityl 4975.88. 2073.06.1: 'Ratingi 14.87. 30.9% Sell Interaction Ratin 73.8% ;StructuralFoundation Ratinjil 30.9% Groundwater Depth i.'6L. 'ft I #of Layers Sc§e:.12.. CROWN y.CASTLE ` Layer Top " Bottom ',^ "; Thickness" ywn (p[f) V r (Odq ! Cohesion (ksf) •, Angle of •Friction • . - %,-(degrees) Calculated Ultimate Skin Fdctioh Comp ;• - Calculated Ultlmate5kin Friction Uplift - Ultimate Skin, : Friction Comp. Override - - - - Ultimate Skim Friction,UPlift" Override (ksf),' Ult. Gross Bearing " Capacity SPTBIow Codnt„ Soil Type'✓ - . 11 0 ` i. 3 3 _ 110 150 . .:D 0 .': 0.000 ,- = 0.000 I OLD 0.00 Cohesionless .2 3,v. _,4 1 ,. 115 150 i0p,31 [0.000 s s0:000 i,029 0.22 Cohesionless - 3 4'.. S-" .:6 2 110 150 :: 'r0 !.". : . 30 : ,_`:0.000 s0.000 -'01691 0153 Cohesionless `_4 6:_:, -_ 12 6 - :47.6 87.6 "Oi6° . ' 0 <` 0.440 ':"0:540 '0,69 089 Cohesive °•'-5 12 C. , .._17 5- 47.6 87.6 "0 '. 29 0.000 '-0.000 i0.50 ..0.38 Cohesionless -9 61 17 231 6, 47.61 87.61 O. `• " _.0 _.0.440 'DA40 0.69 0.69 Cohesive � 7 23 -AV" 28 5 •--'62.6 87.6 : '0 iw . 36 , .¢ _.( 0..00 4%T 0.00 . _ 1186 : 1.4Q Cohesionless 28 -.-.:._33 5 :_..67.6 87.6 -0 m: , 38 0.00 ', 0,00 F2.38 IJ9 Cohesionless •-.9 33 A, 38 5 ,6T6 87.6' 0 '^ _38 =" 0.00 '0.00, =2.53 1.90 Cohesionless • �s90 38 - 43 5 _. 67.6 87.6 01 38 _.:.0.00 ._-r0.00 2.67 ':2.00 Cohesionless ' .11 43 _ fP t48 5 ;..-5Z:6 87.6 r +;0 :. .. - 33 d<: '.0.00 .e 0:00 • f1.78 > -: 1;33 Cohesionless .12 48 .Z:1 50 2'' .62:6 87.6 0':`* ` '36 :'0.00 i3O:00 =2.44 ` _. .. 1,83 _... '37:11 Cohesionless Version 1.1.3 Modified R VELOCITEL, e CN HINECFIINO IN Np'VATION FnN Velctl[e1-65$I Metldlen Orfue, R+lelrh N[]]616-4h 939.]SS.10II-fa919A5s.3031 WILE 2016 Foundation Inputs Projea Number: ° 185R.Mx1400 Site Name: FLWest.Midway _ .Site ID: SDO642. Code ANSI] IA-222-G Water Table Depth (it) ! 6�.�. Caisson Diameter(ft) `;.. J-A _ .9! Caisson Length (it) 50.8 Ext. Above Grade (ft) ,8 Frost Depth (ft) 'a OD Neglected Depth (fit) 3:00 Total p of Soll Layers •+32T' Boring Log "1, Foundation Type Self-$upportCalsson.t, Musie9' Uo16 _ Vvston _ i.5 issue twte 31i3Jdd17 e °-73+17.2"' _ Momentm„,° k-k. Compression '779' k Moment,-„ n „63"1.:. k-ft Tenslon 168B' " k for Soil Layer ; Parameters • ,"thickness- Iftl .{". er Geotechnical UnSt Welgfi g (p� 1, Investigation +RfiCohesion•''' �..*�O Soil . '" '.. R. s ... '?'}.,' Cd,. IPA ." r' Soll Type¢ .x �e ...„..• =�m .!°, Parameters "Ft iop ofLoyec (ft) '�+ LPILE Bottom o layer" fft) ®& INPUT * + 1,1 Angle" l') .; # w „Cofies(on 1psfl .._ "L' 6.{feC Clive Un@�L Alglit::. i' 4 gn (pefti", 1 JLf,, 3 _. 110 "; n 'neglect, _ Sand (Reese) 0.8 _ _ 3.8 .0.001 - .. 110 2 :. 1 x h 115 a... . 0 Sand (Reese) 3.8 4.8 31. _ 0 115 3 :+'? 2 r " 110. al'. o "s (Reese) :,, Sand Reese 4.8 6.8 30 0 110: 4 - 6 ,: :. 110 . 800 Mod. Stiff Clay without Free Water 6.8 12.8 0 Sao 47.6 5 5 :� is 110 * r :;'. . 0 Sand (Reese)' 12.8 17.8 29 0 47.6- E Y•` 6 �`f' 110 '"'' : 800 .) Mod. Stiff Clay without Free Water 17.8 23.8 0 - 800 47.6.7 ^ :": S - 125 . C _,. 0 ^. _ Sand (Reese) 23.8 28.8 36 0 62.6 8 " „A r?.: 5 := 130 :,e± +:. 38 * .•: '.0 J , Sand (Reese)' 28.8- 33.8 38 0 67.6 9 = '; 5 ±[ .,:, 13tl 38 ' ? - - 0 Sand (Reese) 33.8 38.8- 38 0 671 10 "'„.; 5 . - „„ 230 `=,. ...;. 38, ,; ,: 0 :. Sand (Reese) _ 38.8 43.8 38 0 67.6 11 7j5 .e ` 120 ` ;, ;' .. 33 * ' 0 ; . '-:Sand (Reese) . 43.8 48.8 33 0 57.6 12 +?�. 2 ,'. ", 125 `, ,; 36. ? ° 0 -,: Sand(Reese)_ 48.8 50.8 36 0 62.6� - 't , 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 BUM 800642 Site Name: FL West Midway App #: 425007 Rev. 4 Loads Already Factored For M For P DL : 1.00 1.00 Pier Diameter = ft Concrete Area = 4071.5 in Reinforcement. Clear Cover to Tie in Horiz. Tie Bar Size= e2,90 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 ACI 10.5 , ACI 21.10.4, and IBC 1810. Min As for Flexural, Tension Controlled. Shafts: (3)'(Sgrt(f c)/Fy: 0.0032 200 / Fy: 0.0033 Minimum Rho Check: Actual Req'd Min. Rho: 0.33% Flexural Provided Rho: 0.64% OK Ref. Shaft Max Axial Capacities, o Max(Pn orTn): Max Pu = ((p=0.65) Pn. Pn per ClA318 10-2 7963.65 Ikips at Mu=((b=0.65)Mn= 1 4160.22 ft-kips Max Tu, =0.9 Tn = 1 1404 Ikips at Mu=¢=(0.90)Mn= 1 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 .'-734,12 779`4`' Comp. (*l 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: 734.12 ft-kips kips 1.00 779 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 Limitina comoressive strain = ,U Solve <— Press Upon Completing All Input (Run) Results: Governing Orientation Case: 2 Mu 'Eq LE2 Mu T r � Case 1 Dist. From Edge to Neutral Axis: 14.43 in Extreme Steel Strain, et: 0.0111 ct > 0.0050, Tension Controlled Reduction Factor,(p: 0.900 Output Note: Negative Pu=Tension For Axial Compression, (p Pn = Pu: 701.10 kips Drilled Shaft Moment Capacity, (pMn: 4975.88 ft-kips Drilled Shaft Superimposed Mu: 734.12 ft-kips (Mu/q)Mn, Drilled Shaft Flexure CSR: Drilled -Shaft -Moment -Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 6/4/2018 1 •1 p 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 BUM 800642 Site Name: FL West Midway App #: 425007 Rev. 4 Loads Already Factored or 1.00 For P DL : 1.00 Pier Properties Concrete: Pier Diameter = 6.0 ft Concrete Area = 4071.5 in Reinforcement: Clear Cover to Tie= 1 2.90 lin Hodz. Tie Bar Size=E77T Vert. Cage Diameter = 5.34 ft Vert. Cage Diameter = 64.07 in Vertical Bar Size = 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: 0.64% OK Ref. Shaft Max Axial Capacities. cb Max(Pn orTn): Max Pu = (9=0.65) Pn. Pn per ACI 318 10-2 7963.65 Ikips at Mu=(¢=0.65)Mn= 4160.22 ft-kips Max Tu, =0.9 Tn = 1 1404 1kips at Mu=d)=(0.90)Mh= 1 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 639.91 688 'Tension - • Note: Max Shaft Superimposed Moment does not necessarily equal to the shaft top reaction moment Load Factor Shaft Factored Loads 1.00 Mu: Pu: 639.91 ft-kips 1 kips 1.00 688 Material Properties Concrete Comp. strength, f c = 4000 psi Reinforcement yield strength, Fy = " -, 60 4 ksi Reinforcing Modulus of Elasticity, E = 29000ksi Reinforcement yield strain = 0.00207 Limiting compressive strain = , 9 a;0.003 ACI 318 Code Select Analysis ACI Code= F 2008 .Solve <— Press Upon Completing All Input Run Results: Governing Orientation Case: 2 Mu Case 1 Mu I- + Case 2 Dist. From Edge to Neutral Axis: 6.72 in Extreme Steel Strain, et: 0.0273 ct > 0.0050, Tension Controlled Reduction Factor,cp: 0.900 Output Note: Negative Pu=Tension For Axial Compression, rp Pn = Pu:-619.20 kips Drilled Shaft Moment Capacity, TMn: 2073.06 ft-kips Drilled Shaft Superimposed Mu: 639.91 ft-kips (Mu/cpMn, Drilled Shaft Flexure CSR: Drilled —Shaft —Moment —Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 6/4/2018