Loading...
HomeMy WebLinkAboutSTRUCTURAL ANALYSIS REPORTSCANNED 110 VINFIRASTRUCTURE BY SERVICES Date: June 04, 2018 St. Lucie County EN G1NEEfl.'ING 1NN13'V.4Y1C1N Shelia Turnipseed FDH Infrastructure Services, LLC Crown Castle 6521 Meridien Drive, Suite 107 8000 Avalon Blvd, Suite 700 Raleigh, North Carolina 27616 Alpharetta, GA 30009 (919) 755-1012 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co -Locate Carrier Site Number: A2P0090A Carrier Site Name: FL W Midway Crown Castle Designation: 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 Engineering Firm Designation: Site Data: Dear Shelia Turnipseed, FDH-IS Project Number: 18SRMX1400 16800 Okeechobee Road, FORT PIERCE, St. Lucie County, FL Latitude 27° 22' S3.3", 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 1 and Table 11 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.-s.ueruaq Respectfully submitted by: L David Craft, EIT Project Engineer I tnxTower Report - version 7.0.5.1 Rev 'wed by: Dennis D. Abel, PE Director of New Product Development FL PE License No. 62750 COA 28282 ey4f-rv1g DAM/�c� Gg NSU.9��,� 245 Ft Self Support Tower Structural Analysis Project Number 18SRMX1400, Order 425007, Revision 4 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 June 04, 2018 CCI BU No 800642 Page 2 tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 18SRMX1400, Order 425007, Revision 4 1) INTRODUCTION June 04, 2018 CCl BU No 800642 Page 3 This tower is a 245 ft. Self Support tower designed by TRYLON TSF in December of 1999. The tower was originally designed for a wind speed of 110 mph per TIA/EIA-222-F. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standard for Antenna Supporting Structures and Antennas using a 3-second gust wind speed of 120 mph with no ice, 30 mph with 0 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 1. Table 1 - Proposed Antenna and Cable Information center I Number �'i ; Numbera Feed f Mounting m Le of Antenna {€` )Antenna Model of Feed :C ire Note` Level(ft). 4, Elevat�dn; Antennas Manufacturer'[ ,•'Lines Size (my ,, (R, „ 3 commscope FFHH-65C-R3 3 nokia AHFIB 220.0 223.0 3 nokia AHLOA 3 nokia FRIJ Table 2 - Existing and Reserved Antenna and Cable Information Mounting Level (ft) 245.0 Center Lme Elevation' (ft) 248.0 'Nuomber' Antenna 1 c 1 x Antenna r v Manufacturer antel r. ; Antenna Model �_ BSA-185025/12 Number of Feed Lines 12 Feed Line Size (m) 1-5/8 Note, 1 2 ante] BSA-185065/12x2 3 commscope ATSBT-TOP-FM 6 css DBC-7CAP 2 jma wireless X7CQAP-665-VRO 4 jma wireless X7CQAP-FRO-645-VRO 245.0 1 JPlatform 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-1D45B 3 nokia FRIE 3 nokia FRLB 220.0 3 nokia FRIG 3 nokia FXFB 1 3 raycap ASU9338TYPOl 1 ISector Mount [SM 1302-3] 200.0 201.0 6 andrew ETD819H-12UB 12 1 1-5/8 3/8 1 6 ericsson RRUS-11 6 kathrein 80010723K 1 raycap DC6-48-60-18-8F 6 triasx TBC0020FlVl 200.0 1 Sector Mount [SM 502-31 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 `Number Line Elevation' (ft) of Antennas Antenna Manufacturer Antenna Model Number! of Feed Lines Feed Line Size (in) Note, 3 I ericsson 80OMHZ SMR FILTER 3 ericsson RRUS 31 B25 3 1-3116 1 3 ericsson RRUS-11800MHz 9 rfs celwave ACU-A20-N 3 rfs celwave APXVSPP18-C 128.0 128.0 3 connect -it V-Frame (P/N PVFM(fw)- 3-n-mh-2] 3 commscope TTTT65AP-lXR 1 7/8 2 3 ericsson RRUS 82 W/SOLAR SHIELD 3 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 Mounting` Center Line Number Antenna Number Feed Level (ft)` Elevation t of Manufacturer i 'Antenna Model of Feed Line (ft) An Lines Size (in) 250 250 12 swedcom ALP9212N 12 1-5/8 230 230 12 swedcom ALP9212N 12 1-5/8 210 210 12 swedcom ALP9212N 12 1-5/8 190 190 12 swedcom ALP9212N' 12 1-5/8 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS I PSI, Inc. 1 369766 ) CCISITES 4-TOWER FOUNDATION Morrison Hershfield Corp. 2293716 CCISITES DRAWINGS/DESIGN/SPECS (Mapping) 4-TOWER MANUFACTURER Trylon -TSF 366603 CCISITES DRAWINGS 3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 18SRMX1400, Order 425007, Revision 4 3.2) Assumptions June 04, 2018 M BU No 800642 Page 5 1) Tower and structures were built in accordance with the manufacturers specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. FDH 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 No. Elevation (it) O°. Component a p Type ° Size critical P (K) i SF' -allow % 'pass / Fail i Element K Capacity T1 245-240 Leg 21/2 3 -8.74 112.60 7.8 Pass T2 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 15TL1.75x1/2x5/8 61 -151.77 297.97 73.0 Pass T5 180 - 160 Leg 15TL1.75x1/2x5/8 78 -257.28 297.97 86.3 Pass T6 160 - 140 Leg 18TL2x518x3/4 93 -293.62 362.90 80.9 Pass T7 140 - 120 Leg 18TL2.25x5/8x3/4 102 -366.77 1 476.08 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 Tit 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 18TL3x5/8x3/4 156 -745.27 895.57 83.2 Pass T1 245-240 Diagonal L2 1/2x2 1/2xl/4 11 -4.40 25.73 17.1 35.4 (b) Pass 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 TS 180-160 Diagonal L31/2x31/2x1/4 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 74.2 (b) Pass T10 80-60 Diagonal L5x5x3/8 134 -27.13 33.02 82.2 Pass Tit 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 65.1 Pass 88.3 (b) T1 245 - 240 Top Girt L6x6x7/16 4 -1.41 121.28 . (b) Pass 121.2 T2 240 - 220 Top Girt L6x6x7/16 16 0.10 173.72 Pass 00.1 tnxTower Report - version 7.0.5.1 June 04, 2018 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 18SRMX14001 Order 425007, Revision 4 Page 6 Section No. EleVatwn (ft) ComponentSype - Size Critical Element P ( SF•P_allow - % pass /Fail (K) Capacity - T3 I 220 - 200 Top Girt L3x3xl/4 46 -0.09 24.53 0.4 Pass 0.5 (b) 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 Component ` Elevation (ft) % Capacity Pass / Fail:' 1 'Anchor Rods 0 65.4 Pass 1 Base Foundation' 0 30.9 Pass (Structural) 1 Base Foundation 0 73.8 Pass (Soil Interaction) Structure Rating (max from all components) 8 Notes: 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 APPENDIX A TNXTOWER OUTPUT June 04, 2018 CCI BU No 800642 Page 7 tnxTower Report - version 7.0.5.1 C C s Q r= �ry S F `i 2 a rya F 3 5 3 .i o o f ii a 245.0It I I , I 2400 ft -x \ 140.0 M1 120_O M1M1 Q 100.0 R e0_D rt 60_0ft 40.0 R / \ V� 20.0ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Beacon 245 R IJS-11 200 Ughming Red 245 (2)RRUS-1/ 200 PLldarm Exterelon 245-2425 TBC0020F1V1 2W BSA-185025/12 wl Mom4 Pipe 245 (2)TBC0020F1V1 20) BSA-1850Bwiw./Maunt Rpe 245 (2)800107231(w/Mount Rpe NO BSA-I8S]W1Ww/Mount Rpe 245 (2)B0010723Kw/Mount Rpe NO (2)=QAP-FRO.84SVR0wIMowR Pipe 245 (2)9001O723Kw/Manz Rpe 200 RRUS-11 NO (z) %7COAPfiBSVRO W Maum Pipe 245 (2) RRUS-11 WO (z)1000AP-FR0445- R0w/Mount Pipe 245 TBCO020F1V1 200 (2)T IMMFM 200 ATSBT-TOP-FM 245 13CB<8fi0.18-BF 200 ATSBT-TOP-FM ATSBT-TOP-FM 245 245 Sppp Mount lSM 502J1 WO AP 1V 18Cwl Mountpipe in (2)DBG7CAP (2)DBGTCAP 245 245 A "SPP18Cw/Mount Pipe 128 A WSppl8 w/Mount Pipe 120 (2)DBG7CAP z45 R IJS-11800MH1 in PI°N°ml M"t [LP 63311 245 R S-11800M1tr 128 Empty Mount Rpe 245 RRDS-11 ammM IN EmptyMont Rpe 245 800MHZ SMR RLTER IN Empty MaMPipe 245 800MHZSMRFILTER 128 ADFMOM-3338I0.1Mw/Moun1Rpe 20 BOOMHZ EMIR FILTER IN ADFMBM4333B-M)Mw/Mount Pipe 220 (3)ACU-A2 N IN ADFD182033 M1M w/Mount Pipe 220 (3)AGLLMM IN FXFB F%FB 2M �g (3)ACUMM IN RRUS 31 EN IN F%FB m IJS 31825 128 ASU9338rYPB1 mR RR US 31B25 128 ASU93381 I m 128 ASU9338 l mTTTT65AP-1Miw/Mour TTTT6 1Mt/Mount M, Pipe 128 FFHH4i5GR3 wl Mount Pipe 220 TTTrfvrgp-1Myw/Mount Pipe 128 FFHH{SGR3w/Haunt Rpe NO RRUS82W50LARSHIELD IN FFHH,SSGM wl Mwu Pipe 220 RRUS 82WISOLAR SHIELD in AHLOA 2M R IJS82WISOLARSHIEW IN AHLOA z20 RADAR RLTER IN AHLOA 2M RADAR FILTER in FRIJ 220 RADAR FILTER IN (2)FRIJ 220 (2)Empy Mount Pipe 128 AHFIB - z20 (2) Empty Mount Pipe IN (2)AHFIB 220 (2) Empty Haunt Rpe 128 S M.QSMIW2-31 m(3)Con -It KFmme PM: PVFM(fwH30-m1 2 , IN (2)M8111H.121J13 200 (2t EiD819H-izUB 200 Sidem.r 1z5 (2)Ef0219H-12UB 200 Sidemadler in FDH Infrastructure Services, LL aa` 800642 FL IeFA.°iRUCJRC 6521 Meridien Drive, Suite 107 pmlect fasawxt. ^= Raleigh, North Carolina 27616 C°ne crown cas FDH-IS Phone: (919) 755-1012 �Bp TIA-222-G C ry V N lX a O O 3 a a a S g H 2 ryx F � 3 R � Fry s a g 2 22 M.0 fl 2000 M1M1 \ 180.0 ft �\v" /\ 160.0 fl / \ 140.0 fl 20OM1 Q t00.Oft 60_0 ftft 60_0 flfl / \ 40_efl / \ '." I TOWER DESIGN NOTES 1. Tower is located in Saint Lucie County, Florida. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 120 mph basic wind In accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.00 If 7. TOWER RATING: 99.7% ALL REACTIONS AREFACTORED MAX. CORNER REACTIONS AT BASE: DOWN: 779 K SHEAR: 84 K UPLIFT.' -688K SHEAR: 75 K AXIAL 105K5 K SHEAR/ I \ MOMENT 132 K \` 18147 kip-ft TORQUE 98 kip-R REACTIONS - 120 mph WIND FDH Infrastructure Services, LL ""' 800642 FL West 6521 Meridien Drive, Suite 107 POeh18SRMX1400 Raleigh, North Carolina 27616 c"a"` crown casde FDWS Phone: (919) 755-1012 Ca°B0 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 Meridian 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 tap 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 H. 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 KLr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules 4 Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation q Consider Feed Line Torque q Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-GTension lice Exemption .. Poles-....:..:--1 Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets t= T o}': er ,( FDH Infrastructure Services, Job 800642 FL West Midway Page e 2 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 Wind 180 Leg A Wind 90 m c me Leg C Z Leg B Face C Wind Norval Triangular To Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections ft ft ft Tl 245.00-240.00 6.00 1 5.00 T2 240.00-220.00 6.00 I 20.00 T3 220.00-200.00 6.00 I 20.00 T4 200.00-180.00 8.00 1 20.00 T5 180.00-160.00 10.00 1 20.00 T6 160.00-140.00 12.00 1 20.00 T7 140.00-120.00 14.00 1 20.00 T8 120.00-100.00 16.00 1 20.00 T9 100.00-80.00 18.00 1 20.00 TIO 80.00-60.00 20.00 1 20.00 T11 60.0040.00 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 f} ft Panels in in Tl 245.00-240.00 5.00 X Brace No No 0.0000 0.0000 T2 240.00-220.00 5.00 X Brace No No 0.0000 0.0000 titxT©}1 er FDH Infrastructure Services, Job 800642 FL West Midway Page3 of 31 Project Date LLC 18SRMX14O0 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 Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End ft ft Panels in in T3 220.00-200.00 10.00 XBrace No No 0.0000 0.0000 T4 200.00-180.00 10.00 XBrace No No 0.0000 0.0000 T5 180.00-160.00 10.00 XBruce No No 0.0000 0.0000 T6 160.00-140.00 20.00 XBrace No No 0.0000 0.0000 T7 140.00-120.00 20.00 XBruce 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 T10 80.00-60.00 20.00 XBrace No No 0.0000 0.0000 Tll 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 Type Size Grade A TI 245.00-240.00 Solid Round 2112 A572-50 Equal Angle L2 1/2x2 1/2xl/4 300W (50 ksi) (44 ksi) T2240.00-220.00 Solid Round 21/2 A572-50 Equal Angle L2 1/2x2 1/2xl/4 300W (50 ksi) (44 ksi) T3220.00-200.00 Tnvss Leg 15TLI.5xl/2x5/8 A572-50 Equal Angle L3x3xl/4 300W (50 ksi) (44 ksi) T4200.00-180.00 Truss Leg 15TLI.75xl/2x5/8 A572-50 Equal Angle L3x3xl/4 300W (50 ksi) (44 ksi) T5 180.00-160.00 Truss Leg 15TL1.75xl/2x5/8 A572-50 Equal Angle L3 1/20 1/2xl/4 300W (50 ksi) (44 ksi) T6160.00-140.00 Truss Leg 18TL2x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T7140.00-120.00 Truss Leg I8TL2.25x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T8 120.00-100.00 Truss Leg 18TL2.25x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T9100.00-80.00 Truss Leg 18TL2.5x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T1080.00-60.00 Truss Leg 18TL2.75x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) TI160.00-40.00 Truss Leg I8TL2.75x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T1240.00-20.00 Truss Leg I8TL2.75x5/8x3/4 350W Equal Angle I5x5x3/8 300W (51 ksi) (44 ksi) T1320.00-0.00 Truss Leg 18TL3x5/8x3/4 350W Equal Angle L6x6x7/16 300W (51 ksi) (44 ksi) Tower Section Geometry cont'd Bottom Girt Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft T1245.00-240.00 Equal Angle L6x6x7/16 300W Solid Round A36 (44 ksi) (36 ksi) 72240.00-220.00 Equal Angle L6x6x7/16 300W Solid Round A36 tnx ower FDHInfrastructureServices, Job 800642 FL West Midway Page 4 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 Top Girt Top Girt Top Girt Bottom Girt Bottom Gin 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 Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (perjace) A, Spacing Spacing Spacing Diagonals Horizontals Redundants JI fis in In in in TI 0.00 0.0000 A36 I I 1 36.0000 36.0000 36.0000 245.00-240.00 (36 ksi) T2 0.00 0.0000 A36 I 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 I 1 1 36.0000 36.0000 36.0000 160.00-140.00 (36 ksi) T7 0.00 0.0000 A36 I 1 1 36.0000 36.0000 36.0000 140.00-120.00 (36 ksi) T8 0.00 0.0000 A36 I 1 I 36.0000 36.0000 36.0000 I20.00-100.00 (36 ksi) T9 0.00 0.0000 A36 I 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) Tll 0.00 0.0000 A36 I 1 1 36.0000 36.0000 36.0000 60.00-40.00 (36 ksi) T12 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 40.00-20.00 (36 ksi) T13 20.00-0.00 0.00 0.0000 A36 I 1 1 36.0000 36.0000 36.0000 (36 ksi) Tower Section Geometry cont'd K Factors' Tower Cale 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 jt Y Y Y Y Y Y Y T1 Yes No I 1 I 1 1 I 1 1 245.00-240.00 1 1 1 1 l 1 1 T2 ' Yes No 1 1 1 1 1 1 1 1 240.00-220.00 I 1 1 1 l 1 1 T3 Yes No I l 1 1 1 I 1 I 220.00-200.00 1 1 1 1 1 1 1 WkTower FDH Infrastructure 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 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX..- (919) 755-1031 KFactorst Tower Calc Cale Legs X K Single Girts Horiz. sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X R Y Y Y Y Y Y Y T4 Yes No 1 1 1 I 1 1 1 1 200.00-180.00 1 1 I 1 1 1 1 TS Yes No I I 1 I 1 1 1 I 180.00-160.00 1 1 I 1 1 1 1 T6 Yes No 1 1 1 1 I 1 1 I 160.00-140.00 1 1 I I I 1 I T7 Yes No 1 1 1 1 I I 1 l 140.00-120.00 1 1 I 1 I 1 1 T8 Yes No 1 1 1 1 1 1 1 1 120.00-100.00 1 1 1 1 1 1 I T9 Yes No 1 1 I 1 1 1 1 I 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 Tll Yes No I 1 I 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 I 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 conVd 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 0.85 200.00-180.00 T5 1 0.5 0.85 1 0.5 0.85 180.00-160.00 T7 1 0.5 0.85 1 0.5 0.85 140.00-120.1)0 T8 1 0.5 0.85 I 0.5 0.85 120.00-100.00 T9 1 0.5 0.85 1 0.5 0.85 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 60.0040.00 T12 I 0.5 0.85 1 0.5 0.85 T13 I 0.5 0.85 1 0.5 0.85 20.00-0.00 tnxz ower FDH Infrastructure Services, Job 800642 FL West Midway Page 6 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 Tower Section Geometry cont'd Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net ll,dth U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in Tl 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 245.00-240.00 T2 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 240.00-220.00 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 T5 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 180.00-160.00 T6 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 160.00-140.00 T7 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 140.00-120.00 T8 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 120.00-100.00 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 I00.00-80.00 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 20.00-0.001 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 ft Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size No. Boll Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in TI Flange 0.8750 6 0.6250 1 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 245.00-240.00 A325N A325N A325N A325N A325N A325N A325N T2 Flange 0.8750 6 0.6250 1 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 240.00-220.00 A325N A325N A325N A325N A325N A325N A325N T3 Flange 0.7500 18 0.6250 2 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 220.00-200.00 A325N A325N A325N A325N A325N A325N A325N T4 Flange 0.7500 18 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 200.00-180.00 A325N A325N A325N A325N A325N A325N A325N T5 Flange 0.8750 18 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 180.00-160.00 A325N A325N A325N A325N A325N A325N A325N T6 Flange 0.8750 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 160.00-140.00 A325N A325N A325N A325N A325N A325N A325N 77 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 tnx-7 ower FDH Infrastructure Services, Job 800642 FL West Midway Page 7 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 Tower Elevation jt 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 (Frac F99 Row in in in pl ««« AVA7-50(I-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 (Al) 1.5° ASU9323TYP A No At (CaAa) 220.00 - 6.00 0.0000 0.4 3 3 0.5000 1.2400 1.05 01(1-1/4) Feedline A No Af (CaAa) 245.00 - 6.00 0.0000 0.4 1 1 1.5000 1.5000 4.20 Ladder (Af) 1.5" ««« LDF7-50A(1- A No At (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 As (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) 1.5" TSZ 999 C No As (CaAa) 128.00 - 6.00 0.0000 -0.4 3 2 0.5000 1.1900 1.07 067/xxxM-8A WG( 1-3/16) FIBER ONLY C No At (CaAa) 128.00 - 0.00 1.2500 .0.4 1 1 0.5000 0.8670 0.25 CABLE 48(7/8) T-Brackets C No Af (CaAa) 245.00 - 6.00 0.0000 -0.5 1 1 1.0000 1.0000 8.40 Safety Line C No Ar (CaAa) 245.00 - 6.00 0.0000 -0.5 1 1 0.3750 0.3750 0.22 MXTOW.er FDH Infrastructure Services, Job 800642 FL West Midway Page 8 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Mendien Drive, Suite 107 Raleigh, North Carolina 17616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX.- (919) 755-1031 1 Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FRS Row in in in pl Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR Ae CAAA CAAA Weight Section Elevation In Face Out Face R Itt fi ft t, x Tl 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 T11 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 CPx CPz Ice Ice f} in in in in T1 245.00-240.00-3.6314 2.7358 -3.9575 2.8458 T2 240.00-220.00-4.0391 3.0431 -4.4019 3.1653 x Wowed j FDIIInfrastructure Services, Job 800642 FL West Midway Page 9 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Mendien Drive, Suite 107 Raleigh, North Carolina 27616 Client Designed by Phone: (919)755-1012 Crown Castle dcraft FAX.- (919) 755-1031 Section Elevation CPx CPy CPx CPy Ice Ice ft 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 Tll 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 83361 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice Tl 2 AVA7-50(1-5/8) 240.00- 0.6000 0.6000 245.00 Tl 3 LDF7-50A(1-5/8) 240.00- 0.6000 0.6000 245.00 Tl 4 Feedline Ladder (Af) 1.5" 240.00- 0.6000 0.6000 245.00 Tl 7 Feedline Ladder (Af) 1.5' 240.00- 0.6000 0.6000 245.00 Tl 14 Feedline Ladder (Af) 1.5" 240.00- 0.6000 0.6000 245.00 Tl 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 12 2 AVA7-50(1-5/8) 220.00- 0.6000 0.6000 240.00 72 3 LDF7-50A(1-5/8) 220.00- 0.6000 0.6000 240.00 12 4 Feedline Ladder (Al) 1.5" 220.00- 0.6000 0.6000 240.00 T2 7 Feedline Ladder (Al) 1.5" 220.00- 0.6000 0.6000 240.00 T2 14 Feedline ladder (Al) 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 (Af) 1.5" 200.00- 0.6000 0.6000 220.00 73 6 ASU9323TYP01(1-1/4) 200.00- 0.6000 0.6000 220.00 73 7 Feedline Ladder (Af) 1.5" 200.00- 0.6000 0.6000 220.00 T3 14 Feedline Ladder (Af) 1.5" 200.00- 0.6000 0.6000 taxT(, wer FDH Infrastructure Services, Job 800642 FL West Midway Page10 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 Section Feed Line Record No. Description Feed Line Segment Elev. 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(I-5/8) 180.00- 0.6000 0.6000 200.00 T4 4 Feedline Ladder (Af) 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 LDF7-50A(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 (Af) 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 TS 3 LDF7-50A(I-5/8) 160.00- 0.6000 0.6000 180.00 TS 4 Feedline Ladder (At) 1.5" 160.00- 0.6000 0.6000 180.00 T5 6 ASU9323TYPOl(1-1/4) 160.00- 0.6000 0.6000 180.00 T5 7 Feedline Ladder (Af) 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 TS 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 TS 14 Fccdline Ladder (Af) 1.5" 160.00- 0.6000 0.6000 180.00 TS 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-SOA(I-5/8) 140.00- 0.6000 0.6000 160.00 T6 4 Fecdline 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 (At) 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 tnxTower FDH Infrastructure Services, Jab 800642 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) 7554031 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice 160.00 T6 11 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 160.00 T6 14 Feedline Ladder (Al) 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 77 3 LDF7-SOA(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 4 Feedline Ladder (A1) 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 (Af) 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 11 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 T7 14 Feedline Ladder (Al) 1.5" 120.00- 0.6000 0.6000 140.00 T7 16 TSZ 999 067/x=M-8AWG( 120.00- 0.6000 0.6000 1-3116) 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 318 120.00- 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 (Al) 1.5" 100.00- 0.6000 0.6000 120.00 TS 9 LDF7-50A(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 10 12 PAIR( 318) 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 (Af) 1.5" 100.00- 0.6000 0.6000 120.00 T8 16 TSZ 999067/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 318 100.00- 0.6000 0.6000 120.00 T9 2 AVA7-50(1-5/8) 80.00 - 100.00 0.6000 0.6000 MxT FDH Infrastructure Services, Job 800642 FL West Midway Page e Pa12 of 31 Project Date LLC 18SRMX14O0 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 K. Ice T9 3 LDF7-50A(I-5/8) 80.00 - 100.00 0.6000 0.6000 T9 4 Feedline ladder (At) 1.5" 80.00 - 100.00 0.6000 0.6000 T9 6 ASU9323TYP01(I-1/4) 80.00 - 100.00 0.6000 0.6000 T9 7 Feedline Ladder (A1) 1.5" 80.00 - 100.00 0.6000 0.6000 T9 9 LDF7-50A(I-5/8) 80.00-100.00 0.6000 0.6000 T9 10 12 PAIR( 318) 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 (Af) 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 1-3/16) T9 17 FIBER ONLY CABLE 80.00 - I00.00 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 T10 2 AVA7-50(1-5/8) 60.00-80.00 0.6000 0.6000 T10 3 LDF7-SOA(I-5/8) 60.00-80.00 0.6000 0.6000 T10 4 Feedline Ladder (At) 1.5" 60.00 - 80.00 0.6000 0.6000 TIO 6 ASU9323TYPOI(I-I/4) 60.00 - 80.00 0.6000 0.6000 TIO 7 Feedline Ladder (Al) 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 TIO 14 Feedline Ladder (At) 1.5" 60.00 - 80.00 0.6000 0.6000 TIO 16 TSZ 999 067/x=M-BAWG( 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 T11 2 AVA7-50(1-5/8) 40.00 - 60.00 0.6000 0.6000 Tl I 3 LDF7-50A(I-5/8) 40.00 - 60.00 0.6000 0.6000 Tl l 4 Feedline Ladder (At) 1.5" 40.00 - 60.00 0.6000 0.6000 Tll 6 ASU9323TYP01(1-1/4) 40.00-60.00 0.6000 0.6000 Tit 7 Feedline Ladder (At) 1.5" 40.00 - 60.00 0.6000 0.6000 Tit 9 LDF7-SOA(1-5/8) 40.00-60.00 0.6000 0.6000 TII 10 12 PAIR( 3/8) 40.00 - 60.00 0.6000 0.6000 Tit 11 WR-VG86ST-BRD(3/4) 40.00-60.00 0.6000 0.6000 Tit 14 Feedline ladder (At) 1.5" 40.00 - 60.00 0.6000 0.6000 Tit 16 TSZ 999067/xxxM-8AWG( 40.00-60.00 0.6000 0.6000 1-3/16) Tit 17 FIBER ONLY CABLE 40.00 - 60.00 0.6000 0.6000 48(7/8) TII 18 T-Brackets 40.00 - 60.00 0.6000 0.6000 TII 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(I-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(I-I/4) 20.00-40.00 0.6000 0.6000 T12 7 Feedline Ladder (Af) 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 10 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 (Af) 1.5" 20.00 - 40.00 0.6000 0.6000 T12 16 TSZ 999 067/x M-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 LDF7-50A(I-5/8) 6.00-20.00 0.6000 0.6000 T13 4 Feedline Ladder (At) 1.9' 6.00 - 20.00 0.6000 0.6000 tnxTl war FDH Infrastructure Services, Job 800642 FL West Midway e Page 13 of 31 Project Date LLC 18SRMX14OO 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 Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T13 6 ASU9323TYP01(I-1/4) 6.00-20.00 0.6000 0.6000 T13 7 Feedline Ladder (Al) 1.5' 6.00 - 20.00 0.6000 0.6000 T13 9 LDF7-50A(I-518) 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 (Af) 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 Weight Description Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Horz Adjustment Front Side Leg Lateral Pert fr ft f1r ft, K f: n Beacon B From Leg 0.00 0.0000 245.00 No Ice 2.00 2.00 0.02 0.00 6.00 Lightning Rod C From Leg 0.00 0.0000 245.00 No Ice 0.20 0.20 0.03 0.00 2.00 Platform Extension C None 0.0000 242.50-245.00 No Ice 10.93 10.93 0.20 « Sidemarker B From Leg 1.00 0.0000 125.00 No Ice 0.38 0.38 0.01 0.00 0.00 Sidemarker C From Leg 1.00 0.0000 125.00 No Ice 0.38 0.38 0.01 0.00 0.00 BSA-185025/12 w/ Mount A From Leg 4.00 0.0000 245.00 No Ice 8.76 3.61 0.06 Pipe 0.00 3.00 BSA-185065/12x2 w/ Mount B From Leg 4.00 0.0000 245.00 No Ice 5.02 3.61 0.04 Pipe 0.00 3.00 BSA-185065/12x2 w/ Mount C From Leg 4.00 0.0000 245.00 No Ice 5.02 3.61 0.04 Pipe 0.00 3.00 (2) X7CQAP-FRO-645-VRO A From Leg 4.00 0.0000 245.00 No Ice 12.07 8.81 0.08 w/ Mount Pipe 0.00 3.00 (2) X7CQAP-665-VRO w/ B From Leg 4.00 0.0000 245.00 No Ice 9.79 7.12 0.07 Mount Pipe 0.00 3.00 (2) X7CQAP-FRO-645-VRO C From Leg 4.00 0.0000 245.00 No Ice I2.07 8.81 0.08 w/ Mount Pipe 0.00 WxTower FDIIInfrastructure Services, Job 800642 FL West Midway Page14 of 31 Project Date LLC 18SRMX140O 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 Description Face Offset Ojfsers: Azimuth Placement CAAAA CAAA Weight or Type Horz Adjustment Front Side leg Lateral Vert fl fr jF ft: X 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 1.20 120 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 ADFD1820-3333B-XDM w/ A From Leg 4.00 0.0000 220.00 No Ice 10.81 4A3 0.06 Mount Pipe 0.00 3.00 ADFD1820-3333B-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 4A3 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 ASU9338TYP0I A From Leg 4.00 0.0000 220.00 No Ice 3.20 1.03 0.02 0.00 0.00 ASU9338TYP0I B From Leg 4.00 0.0000 220.00 No Ice 3.20 1.03 0.02 0.00 0.00 ASU9338TYP0I C From Leg 4.00 0.0000 220.00 No Ice 3.20 1.03 0.02 0.00 0.00 tnxTower FDHlnfrasiructure Services, Job 800642 FL West Midway Page15 of 31 Project Date LLC 18SRMX140O 16:05:31 06/04/18 6521 Mendien Drive, Suite 107 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX..- (919) 755-1031 1 Description Face Offset Offsets. Azimuth Placement CAAA C,yh Weight or Type Harz Adjustment Front Side Leg Lateral Pert n 0 ft ft, j, x 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/ Mount C From Leg 4.00 0.0000 220.00 No Ice 21.38 I1.50 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) FRU 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 Mount [SM 1302-3] 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-1 l A From Leg 4.00 0.0000 200.00 No Ice 2.52 1.07 0.06 0.00 1.00 (2) RRUS-11 B From Leg 4.00 0.0000 200.00 No Ice 2.52 1.07 0.06 0.00 1.00 TBC0020F1 V 1 A From Leg 4.00 0.0000 200.00 No Ice 0.51 0.37 0.01 0.00 1.00 (2) TBC0020FI 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/ Mount 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 ZtnxTower FDH Infrastructure Services, Job 800642 FL West Midway Page16 of 31 Project Date LLC 18SRMX14OO 16:05:31 06/04/18 6521 Meridian 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 CAA CAAA Weight or Type Han Adjustment Front Side Leg Lateral Vert ft ft fF f 2 K R ft Pipe 0.00 1.00 (2) 800 I0723K 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-1I 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 I.07 0.06 0.00 1.00 TBC0020FlVl 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 502-31 C None 0.0000 200.00 No Ice 33.02 33.02 1.67 APXVSPP 18-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 APXVSPP18-Cw/Mount B From Leg 4.00 0.0000 128.00 No Ice 8.26 6.95 0.08 Pipe 0.00 0.00 APXVSPPI8-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 8001AHz B From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 0.00 RRUS-11 8001AHz C From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 0.00 800MHZ SMR FILTER A From Leg 4.00 0.0000 128.00 No Ice 0.72 0.36 0.02 0.00 0.00 800MHZ SMR FILTER B From Leg 4.00 0.0000 128.00 No Ice 0.72 0.36 0.02 0.00 0.00 800MHZ 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 taxTower FDH Infrastructure Services, Job 800642 FL West Midway Pa 9 e 17 of 31 Project Date LLC 18SRMX140O 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 C,yiq Weight or Type Horz Adjustment Front Side Leg Lateral Vert jt o ft ft, ft, X f1 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 1.62 128 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/ Momt 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/ Momt 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 I.20 120 0.02 0.00 0.00 (3) Connect -It V-Frame P/N: C None 0.0000 128.00 No Ice 33.02 33.02 1.67 PVFM(fw)-3-n-mh-2 Truss -Leg Properties tnxTower FDH Infrastructure Services, Job 800642 FL West Midway Page 18 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 Jecrum Area Area Jell Ice Cquly. L'quly. Leg Designation Ice Weight Weight Diameter Diameter Area Ice in' in° K K in in in' 15TL1.5xl/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 15TL1.75x1/2x5/8 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 18T12.25x5/8x3/4 2991.0895 2991.0895 124 0.00 10.3857 10.3857 11.9282 1STL2.5x5/80/4 3121.1404 3121.1404 1.43 0.00 10.8373 10.8373 14.7262 18TL2.750/80/4 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 Forces K Sum of Forces X K Sum of Forces Z K Sum of Overturning Moments, M. ki - t Sum of Overturning Moments, M, ki - Sum of Torques ki - t Leg Weight 43.37 Bracing Weight 21.98 NOMMIM Total Member Self -Weight 65.35 24.10 24.32 Total Weight 87.57 24.10 24.32 Wind 0 deg - No Ice -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 lee -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 Wind 270 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 ,- -41.10 -71.28 -9798.98 5680.64 -61.17 Total Weight 87.57 24.10 24.32 Wind 0 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 -I240.56 -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 2672.35 -5.34 12.03 Wind 210 deg - Service -9.32 16.20 2273.38 1302.83 fi.78 Wind 240 deg - Service -1fi:26 9.40 I30L89 2246.53 0.08 Wind 270 deg - Service -18.20 -0.02 -3.50 2506.37 -6.55 Wind 300 deg -,Service -1fi.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 t=Tower FDH Infrastructure Services, Job 800642 FL West Midway Page 19 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridian Drive, Suite 107 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX: (919) 755-1031 Comb. Description No. I 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 lee 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 Iee 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 MajorAxts Minor Asir No. ft Type Load Moment Moment Comb. K ktp ft kip Jt 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 tnxTowei ,[ 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 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX.- (919) 755-1031 Section Elevation Component Condition Gov. Axial Major Axis MinorAris No. jt Type Load Moment Moment Comb. K kip- t kip- 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 1 0.00 0.00 0.00 Max. Mx 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 Max Tension 4 11.47 0.00 0.00 Max. Compression 4 -11.43 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 -16.46 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 InxTower FDHlnfrastructure Services, Job 800642 FL West Midway Page 21 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Meridian Drive, Suite 107 Raleigh, North Carolina 27616 Client Designed by Phone: (919)755-1012 Crown Castle dcraft FAX.- (919) 755-1031 1 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Camb. K kip-/i 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 1-9 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 19.88 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 T10 80 - 60 Leg Max Tension 15 501.49 -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 T11 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 tnxTRWe'r FDHInfrastructure Services, Job 800642 FL West Midway Page22 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 Section Elevation Component Condition Gov. Axial MajorAxir MinorAn's No. J7 Type Load Moment Moment 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 A0.64 Leg Max. Vert 2 779.43 -1.73 84.40 Max. H. 19 -346.60 5.25 -38.26 Max. % 2 779.43 -1.73 84.40 Min. Vert 15 -687.94 1.57 -74.86 Min. H. 8 32.89 -5.28 3.02 Min. H. 15 -687.94 1.57 -74.86 tnxTowei FDH Infrastructure Services, Job 800642 FL West Midway Page23 of 31 Project D ate LLC 18SRMX140O 16:05:3106l04/18 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: (919) 755-1012 Crown Castle dcraft FAX.- (919) 755-1031 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M. K K K lap ft kip ft kip-fl 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+l.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- I05.08 113.28 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 I80 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 - I05.08 -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 - I05.08 -I07.31 -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+Wind 0deg -service 87.57 -0.02 -20.48 -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 I20 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 tnxToweer FDH Infrastructure Services, Job 800642 FL West Midway Page 24 of 31 Project Date LLC 18SRMX1400 16:05:31 06/04/18 6521 Merldien Drive, Suite 107 Raleigh, North Carolina 27616 Client Designed by Phone., (919) 755-1012 Crown Castle dcraft FAX.-.(919) 755-1031 Load Vertical Shea, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M- Dead+Wind 180 deg - Service 87.57 0.02 19.40 2726.77 20.72 12.03 Dead+Wind2l0 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 284625 -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 of Reactions 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 -62.19 107.31 105.09 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 -1025 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 Tower Deflections - Service Wind MxTQWe'P FDH Infrastructure Services, Jab 800642 FL West Midway Page25 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 Section Elevation Harz. Gov. Tilt Twist Na. 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 TIO 80-60 0.550 33 0.0596 0.0045 T11 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 Tilt Twist Radius of Load - Curvature 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) EID819H42UB 33 3.773 0.1997 0.0145 43727 128.00 APXVSPP I8-Cw/Mount Pipe 33 1.416 0.1072 0.0079 55936 125.00 Sidennuker 33 1.348 0.1041 0.0076 57654 Maximum Tower Deflections - Design Wind Section No. Elevation f7 Hom. Deflection in Gov. Load Comb. Tilt Twist ° Tl 245 - 240 37.730 3 1.5286 0.1166 T2 240 - 220 36.116 3 1.5243 0.1156 13 220-200 29.785 3 1.4396 0.1041 T4 200 - 180 23.953 12 1.2713 0.0927 T5 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 5.412 12 0.4915 0.0376 T10 80 - 60 3A97 12 0.3776 0.0290 T11 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 tnxT'ower FDH Infrastructure Services, Job 800642 FL West Midway Page26 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) 7S5-1012 Crown Castle dcraft FAX.- (919) 755-1031 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 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 128.00 APXVSPPI8-Cw/Mount Pipe 12 8.992 0.6797 0.0504 8803 125.00 Side marker 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 Allowable 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 180 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 TIO 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 Tll 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 TI2 40 Leg A325N 1.1250 18 33.97 58.71 0.579 1 Bolt Tension >1" 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 taxTower FDH Infrastructure Services, Job 800642 FL West Midway e Page 27 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 Leg Design Data (Compression) Section Elevation Size L L. K11r A P. rpP„ Ratio Na. P. ft ft ft in' K K V. TI 245-240 21/2 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 0.5231 K=1.00 T3 220-200 15TL1.5xl/2x5/8 20.03 10.02 40.0 5.3014 -116.77 21223 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=1.00 T5 180-160 15TL1.75x1/2x5/8 20.03 10.02 34.3 7.2158 -257.28 297.97 0.863 K=1.00 T6 160 - I40 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 18TL2.250/80/4 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 TIO 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 ' P u / r P. controls Truss -Leg Diagonal Data Section Elevation Diagonal Size Ld K11r V. A V. 0 V. Stress No. ft ft K int K K Ratio 73 220 - 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 155A 672.79 0.3068 1.11 2.98 0.372 Tlo 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 OA13 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 tnxTower FDH Infrastructure Services, Jab 800642 FL West Midway e Page 28 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 Size L L. K11r A P. OP„ Ratio No. P. ft ft ft in' K K 6p� Tl 245 -240 L2 1/2x2 1/2xl/4 7.81 3.63 96.6 1.1900 -4.40 25.73 0.171 ' K=1.09 12 240-220 L2 1/2x2 1/2xl/4 7.91 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 L9x3xl/4 13.80 6.14 123.4 1.4400 -13.46 21.35 0.631' K-0.99 T5 180-160 L31/201/2x1/4 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 132A 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 LSx5x3/8 27.59 13.19 150.5 3.6100 -26.54 36.02 0.7371 K=0.94 TIO 80-60 I.5x5x3/8 29.01 13.92 157.2 3.6100 -27.13 33.02 0.822' K=0.93 T11 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 1713 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 ' P u / �P„ controls Top Girt Design Data Compression Section Elevation Size L L. K1/r A P. OP„ Ratio No. P. ft ft ft in' K K 6P. Tl 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 114A 1.4400 -0.09 24.53 0.004� K=1.05 ' P. l �P„ controls Tension Checks Leg Design Data Tension Section Elevation Size L L„ Kl/r A P. �P„ Ratio No. P. ft ft ft in' K K 6p TI �LLI'0 IL'ILI 9£'O£ 6L05'E 8'501 SZ'91 19'EE 91/Lx9x9I 0-OZ EIS IEZ'0 6VOZI 88'LZ 4I9VZ L'OZI 91"SI ZO'ZE 8/ExSxgl OZ-OY Z1S �££Z'0 64'OZI 90'8Z 4I9Y'Z L'4II L9'4I 6d0£ 8/£xsxgl 011-09 IIS �KZ'O WOZI Y6'9Z P19t"Z 6'801 Z6'EI 10'6Z 8/ExSxSI 09-08 Oil �61Z'0 6YOZI ",9Z b19117 £'EOI 61'EI 65'LZ 8/£xSxSI 08-001 61 ZIZ'O 6VOZI 6V5Z b194'Z 0'86 OS'ZI 9Z'9Z 8/ExSxS'I 001-OZI 81 �861'0 64'OZI ES'EZ 11I94'Z O'£6 58'I1 10'5Z 8/ExSxSI OZI-ObI Li. 1081'0 6VOZI L9'IZ bI94'Z E'88 EZ'll 98'6Z 8/ExSxS'I ON-091 911 185Z'0 91'95 SZ'VI 69ZI'I S'YL 95'9 OSYI 4/IXVI ExZ/l E'I 091-08I SS I E6Z'O 86'Sb LVEI b6£6'0 O'Z8 41'9 OSEI 4/IxEx£'I 081-ON bS i O9Z'0 86'94 LVII ME6'0 97L IbY 0971 b/IxExEI ON-OZZ ES L81.0 08,9E 88'9 6ISL'O 8'85 £9'E 18'L 4/IxZ/I ZxZ/I Z'I ON- ObZ ZS 4I I'0 08,9E 611, 6ISL'O 8'89 £9'E 18'L 4/IXVI ZxZ/I Ti ObZ- 5K IS d x x lu1 t< +J +J "d oN opvll "do "d v 1/1X "7 7 ans uo.Uvnalg uogaas uoisuol) a;ea uB,saa ieuo6ela 58L'0 YO'E 6E'Z 890E'0 £8'896 0'119I 9£'Z SZ9'0 0-OZ EIS 089'0 101E 507 890E'0 801118 L'451 L£'Z SZ9'0 OZ-04 Zli £I4'0 WE K,I 890E'0 WKS C1,51 LE'Z SZ9'0 Oh-09 I111. 65E'O 101E 80'1 890£'0 803,18 C451 LEZ SZ9'0 09-08 Oil ZLE'O 867 111 890E'0 6L'ZL9 V991 8£'Z SZ9'0 08-001 61 69E'O 967 60'I 890E'0 96'44S Z'951 6£'Z 5Z9'0 001-OZI 81 Z49'0 967 06'I 890E'0 96""S Z'951 6EZ SZ9'0 OZI-ON LS LLEO E67 OFT 890E0 65'0E4 6'951 OYZ SZ9'0 Of 91 685'0 E6'Z EL'I E96T'O ICKE I'9E1 L9'I 5'0 091-081 SZ OEL'O E6Z 111'Z E961'0 IL'bZ£ I'9£1 L9'I 9'0 081-OOZ 4i 89L'O 687 ZZ'Z E961'O LS'8EZ Z'L£I 89'I 5'0 ON-OZZ ES opvy x_ x +vl X. 1( +J ON e;ea leuo6eia Bo-j-sswjL S104UOO'A/ "d1 189'0 E8'896 6E'659 LSOZ'IZ S'Z£ EO'OZ EO'OZ 4/Ex8/S M81 0-OZ EIS 19L'0 80'418 Be119 L8I8'LI 614E £0'OZ EO'OZ 4/Ex8/9x5L'ZU8I OZ-04 Z11 �£89'0 80*1118 9I'955 L8I8'LI 614E EO'OZ £0'OZ 4/Ex8/9x9L'ZU8I oil -09 111 '9I9'0 803,18 6VIO9 L818'LI 6'17E EO'OZ EO'OZ b/Ex8/9x9L'Z'U8I 09-08 Oil �Z99'0 6L'ZL9 9Z'S44 Z97:L'4l 418E EO'OZ £O'OZ b/£x8/9x9'ZZL8T 08-001 61 �SOL'0 96'h65 SZ178E ZSZ6'II L71, EO'OZ COW 4/fx8/SxSZ'ZZL8l 001-OZI 81 1909'0 96'445 TO'OEE Z8Z6'II L'Z4 f0'OZ EO'OZ 4/Ex8/SxSZ'Z-1181 OZI-04I LS �6T9'0 65'OE4 119'99Z 84ZV6 0'8b EO'OZ EO'OZ 4/Ex8/Sxzu8l WIT -091 9.1 �8IL'0 TL'4ZE EO'E£Z 851Z'L E'4E Z0'0I f0'OZ 8/9xZ/Ix5L'IU9I 09T-08I SS �ZZS'0 IL'4Z£ 89'691 851Z'L E'VE Z0'0I EO'OZ 8/SxZ/IX5L'PI.15T 081-OR bS �0WO LS'SEZ 46,01 4TOE'5 0'OY MOT EO'OZ 8/SxZ/Ix5'I'LLST ON -OZZ ES � IVZ'O 68'OZZ 8Z'£5 L806'4 0'96 00'9 00'0Z Z/I Z OZZ-OPZ U d x x +ul rJ +J +J "d onr o,Ovg "dO "d v 1/Ix 17 7 ME uol+vnalg uogaas ueJop Rq pau6lsaa R J UMOJ o 2S@ Wall0 I£0l SSL (616) -XNd Z101-SSL (616) rauoyd 919LZ vulloava gllom ,g;k'alvy LOl agns 'aqua ualpijw 1Z59 8070/90 6£:20:91 0044XMjM 377 saainaaS aavlan4sv-fu1 Hal ales Joalad JpAj"— jTx j 6£ bO 6Z Aemp!W IsaM l=1 Zb9008 abed qof WxTower FDH Infrastructure Services, Job 800642 FL West Midway Page 30 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 1 1 P„ / �P. controls Top Girt Design Data Tension Section Elevation Size L L. K11r A P. op. Ratio No. P. ft ft ft lot K K W. TI 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 eP0.,,. % Pass No. ft Type Element K K Capacity Fail TI 245-240 Leg 21/2 3 -8.74 112.60 7.8 Pass T2 240 - 220 Leg 2 1/2 15 -58.90 112.60 52.3 Pass T3 220-200 Leg 15TLl.5xl/2x5/8 44 -8239 212.23 76.8 Pass T4 200 - 180 Leg 15TL1.75xl/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 18TL2.25x5/8x3/4 111 -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 TIl 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 18TL3x5/8x3/4 156 -745.27 895.57 83.2 Pass Tl 245 -240 Diagonal L2 1/2x2 1/2x1/4 11 -4.40 25.73 17.1 Pass 35.4 (b) T2 240 -220 Diagonal L2 1/2x2 I/2xl/4 23 -6.93 25.73 26.9 Pass 55.8 (b) T3 220-200 Diagonal L3x3xl/4 53 -IIA3 25.28 45.2 Pass 46.9 (b) T4 200-180 Diagonal L3x3xl/4 65 -13A6 21.35 63.1 Pass T5 180 - 160 Diagonal 13 1/20 I/2x1/4 89 -14.56 28.53 51.1 Pass 58.6 (b) T6 160 -140 Diagonal ISx5x3/8 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 TII 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 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) Wxl.,( l�wer FDIIInfrastructure Services, Job 800642 FL West Midway Page 31 of 31 Project Date LLC 18SRMX14O0 16:05:31 06/O4/18 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Client Designed by Phone., (919) 755-1012 Crown Castle dcraft FAX..- (919) 755-1031 Section Elevation Component Size Critical P op, . % Pass No. it Type Element K K Capacity Fail T3 220-200 Top Girt L3x3x1/4 46 -0.09 24.53 0.4 Pass 0.5 (b) Suannary Leg(T12) 92.7 Pass Diagonal 99.7 Pass (T12) Top Girt 12.5 Pass (TO 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/2018106/SA/FIJ800642_FL West Midway/18SRMX1400-STASOO_TMO/R.0/Analysis/ReportedTower/800642, West Midway.eri �245 Ft Self Support Tower Structural Analysis Project Number 18SRMX1400, Order 425007, Revision 4 APPENDIX B BASE LEVEL DRAWING June 04, 2018 CCI BU No 800642 Page 8 tnxTower Report - version 7.0.6.1 INSfALLID) JR6ER ID) 7) 3/6' TO 200 H 2 J/4' TO 200 Ff (INSTI1lID) (1)) J 200 FT n 1) J/4' 200 12) 1-5/8' 10 200 (INSfALLM `12) L1/)8' M 245 9®a55 U LOM4a lOiaR V C$ISflENl i ryaaiTTl= M 128 Ff LLVEI. 245 Ft Self Support Tower Structural Analysis Project Number 18SRMX1400, Order 425007, Revision 4 APPENDIX C ADDITIONAL CALCULATIONS June 04, 2018 CC/ BU No 800642 Page 9 tnxTower Report - version 7.0.5.1 Anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Site Data BU#:800642 Site Name: I FL WEST MIDWAY App: 1425007 Rev.4 Anchor Rod Data Qty: 6 Diam: 2 ; in Rod Material: ocher Strength Fu): 105 ksi Yield Fy): 81 ksi * Rod Circle: 1 lin * e: lin # of Rodsl 11 or 2 Mu= Pu x e: ft-kips Enter rod circle, offset (a) and number of anchor rods at the extreme fiber to consider if eccentric load due to leg reinforcement exists. Reactions Eta Factor, rl 0.55 Detail Type Uplift, Pu: 688 kips Shear, Vu:1 75 1 kips ar in Mu = 0.65'lar'Vu ft-kips Anchor Rod Results: Max Rod (Cu+ Vuffi): 137.4 Kips Allowable Axial, tp*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): (Vut�Roj2+ 1(PARnt) + (MJl Rnm)12 < = 1 cOo 0 0 - �Rnv=�*0.45+Fub*Ab= kips o d° A A S o o S �Rnt=�*Fu•Anet= kips �- •� �Rnm*FyZ= ft-kips SECTION A -A SECTION S-S Detail Type (a) Detail Type (b) 72=0•90 YZQo-7o 0 0 0 C D � D m snnrk °anvaamut Cmut*e-1 SECTION C-C SECTION D-D Detail Type (c) Detail Type (d) Maximum Acceptable Ratio: _. 105 % (Sw Note 1s low) Governing Stress Ratio: 65.4% Pass Figure 4-4 of TIA-222-G CC] SST Anchor Rod Check-TIA G-Rev 5 2.2.12 Drilled Pier Foundation 8U # : 800642 Site Name: FLWest Midway App. Number: 1425001 Rev.4 TIA-222 Revison:. ,,,,„„ G. „.;yyg�.. t Tower Type: . ' Self :Sup ort....:.. Comp. Uplift Moment ki R 0 '._:0 Axial Force ki s 779 " 2688 Shear Force (kips) - . _°„ 84 5 Depth =°S' 50It Fitt. Above Grade `:0.8 It Pier Section 1 From Offnbove grade ro 5o'below grace - 6 ft -,.:26 Reber--.-°:. �;:'« `9 gmTieSize "- ^" ,29 in 4 Solt lateral Capacity Compression UDfi# - D„2 fffrom TOC)l 27.81 27.81 Soil Safely Factor 15.07 1 16.87 Max MomenN(ki -ft) -. 734.12 "' .639491 .... ,_... .,',QRafjrigj 6.8% Z9% Sall VerticalCapacity ComDression Wilt Skin Friction (kips) 1035.14 1 808.05 EnclBearing(kips) 786.95 Weight of Concrete (kips) 165.38 124.04 'Total :Capacity y (kips) 1822.08 932.09 ,' , . Axial: ki s 944.38 688.00 W ;!'-Rahn- 51.8% 73.8% Reinforced Concrete Capacity ComDression Uofift - CriBCaI Oepthl(ftfrom TOC) 28.58 25.07 Eritical Moment (klp-ft) 734.12 _. ..:639.9.1, _. .Critical Moment Capacity 4975.88 '-1 2073.06. `."-Ratio 14.8% ,Soil interaction Rating 73.8% :Stru2tdralFoundation':Rating 30.9% Groundwater Depth 6 .:. _ ft I # of Layers I CROWN v CASTLE layer Tops' (it) -Bottom (8) "Thickness` (k) .. Y. (pcf) k, Vconnae ,(pd) Cohesion' (ksF) `he =. `LL Angie of Friction (degrees) °I"'Cdlpulaseda; Ultimate Skin, Friction Comp tk$tl' _ =Caloulated+-i 'llltimate Skim Friction Uplift (ksfl ultimato Sk�in` Friction Comp Override (� _ _ ,Ultimate Skin Frtoti nUplift ' Override (kst) Bearing ` Capacity (ksf),.._ SPT Blow Count . Soil Type 1 0 3 3 '110 150 0 _,0 .: 0.000 0.000 0.00 0.00 Cohesionless :2 3 :;.._4 1 Al 150 „ .0 '.. :31. ::0.000 :"0'A00' ..., 0.29 :Oi22 Cohesionless .:3 4 s,.;:.:6 2 110 150 r.„--," , 30 `.ar:-:0.000 : =i0:000 ':et+ =�0159 .: - ,0163 Cohesionless :4 6 -12 6 "-47k 87.67 ' ;' OA s. s - 0 , 0.440 . ' 9440 '. i0:60 ',0I69 Cohesive 5 12, '17 5 r47.6 87.6 .. D ,.. ?29 0.000. '::0:000 i0.50 ;; .. 038 Cohesionless :.i61 171 23 61 47.6 87.6 1 0:8. 01 0.440 _;�0.44 . 91, G.691 Cohesive 7 23 28 5: 62.6 87.6 -:0-. ;; 36 0.00 0.00. 1.86 _ 1.40 1 Cohesionless 28 _. ,.:. 33 5 -:676 87.6 : 0 38 ',. . 0.00. .!.0.00 2.38 1.79 Cohesionless I.9 33 . 38 5 � W,.13 87.6 .: O,::r .•' 3B = :I0.00 0.00 2.53 .'t' ::1:i90 Cohesionless ° =90 38 "f§i¢43 5 ' =`n6T.6 87.6 c', S; h�' D + .°f38 *i:4• , aO:00 t... .- 00,00 'AO, 2:6Z °t.. 2iDD Cohesionless 11. 43 : "148 5 .57t6 87.6 ',; ," 0 :: 33 -: ODD 0!00 - .Ti78 i1.33 Cohesionless 12 48 _=: 50 2 =: 62.6 87.61 01 36 O OD 0.00 2.44 1.83 `37.11 Cohesionless Version 1.1.3 Modified O VELOOMEL ENOINEEPINO INND VPTION FDPVe1o@el-021 Meddlen Dh ,Welrh, NQ7616-Ph. 919.M.IDQ-Fa 919.755.1031 [.. Project Number: 19SRMX1400 Site Name: FL West Midway Site ID: - SLOW. Code ANSl(TIA322-G„i;a:... Water Table Depth (ft) 6. Caisson Diameter (ft) 6 Caisson Length (ft) "50.8 Ext. Above Grade (ft) 0.8 Frost Depth (ft) '0.00 - Neglected Depth (ft) 3,00. .: s• Total#of Sall Layers 7 v912 Boring Log 1 Foundation Type " Self Support Calsson Mus< 6DMIIditI mM CDmPressbnScenerios. Verston 1,5 izsl•e ttp:e 3113/2017 on 06-04-2018 at 16:07:17 Reaction ( Maximum ( Unit- , .Reaction' Moment, ,P, (;1734•'12M4 . k-ft Compression -' 779 k Moments n •639.91 k-ft Tension rau; I k SoA Parameters er Geotechnical Investigation Soil Parameters for LPILE INPUT Layer ` Thfckdesr (ft), 'unit Weight; g (Pcf) `Phi Amlfe' 6 : CohislriP (Psf) n ;_ ". Sod"Type' •. k - * ToP ofLaYer (It) *Bo'ttom of Leger (ft). 5" Phi Angle (e) ` h. 'Coheslon' (Psi) Eftedive Un, Weight,; (Pcfl 1 3 110 neglect. neglect : Sand (Reese) 0.8 3.8 0.001 - 110 2 1 115 31 D,:- ' Sand (Reese) 3.8 4.8 31 0 115 3 ,:. `: 2 r „ 110 30 . b Sand (Reese) 4.8 6.8 30 0 1110 4 ''.6 120 4. 0: *;% \.?SQOi 1 Mod. Stiff Clay without Free Water 6.8 1218 0 800 47.6 5 $ �' 110' 29 0' Sand (Reese) 12.8 17.8 29 0 47.6 6 6' 110. 0 i800" Mod. Stiff Clay without Free Water 17.8 23.8 0 800 47.6 7 5 125' 36 0 Sand (Reese) 23.8 28.8 36 0 62.6 130 _38 0 Sand (Reese) 28.8 33.8 38 0 67.6 9 $ ! 130 38 "; 0: Sand (Reese) 33.8 38.8 38 0 67.6 130 _,,.�, .38T, r0!-. Sand (Reese) 38.8 43.8 38 0 67.6 120 " , .._ 33 `.`'" • , •Ot . ' Sand (Reese) 43.8 48.8 33 0 57.6 12 Z 125 36 0 Sand (Reese) 48.8 50.8 36 0 62.6 Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data BUM 800642 Site Name: FL West Midway App #: 425007 Rev. 4 Loads Already Factored For M ( 1.00 For P (DL : 1.00 Pier Properties Concrete: Pier Diameter = 60' ft Concrete Area = 4071.5 in Reinforcement: Clear Cover to Tie=l 2.90 lin Horiz. Tie Bar Size= 4 ` Vert. Cage Diameter= 5.34 ft Vert. Cage Diameter = 64.07 in Vertical Bar Size =7777 Bar Diameter = 1.13 in Bar Area = 1 in Number of Bars = 2Eil°" 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)*(Sgrt(f c)/Fy: 0.0032 200 / Fy: 0.0033 Minimum Rho Check: Actual Req'd Min. Rho: 1 0.33% IFlexural Provided Rho: 0.64% OK Ref. Shaft Max Axial Capacities, dt Max(Pn orTn): Max Pu = ((p=0.65) Pn. Pn per ACI 318 10-2 7963.65 ki s at Mu=(,p=0.65)Mn= 4160.22 ft-kips Max Tu, =0.9 Tn = 1 1404 1kips 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 ';;m734A ` 779, ,Comp. * Note: Max Shaft Superimposed Moment does not necessarily equal to the shaft top reaction moment Load Factor Shaft Factored Loads 1.00 Mu: Pu: 734.12 ft-kips 1kips 1.00 779 Concrete Comp. strength, fc = Reinforcement yield strength, Fy = Reinforcing Modulus of Elasticity, E _ Reinforcement yield strain = Solve. <— Press Upon Completing All Input Run Results: Governing Orientation Case: 2 Mu 1 Case 1 i, M(Tu ' \ / r, . y Case 2 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, N Pn = Pu: 701.10 kips Drilled Shaft Moment Capacity, cpMn: 4975.88 ft-kips Drilled Shaft Superimposed Mu: 734.12 ft-kips (Mu/(pMn, Drilled Shaft Flexure CSR: 1 14.8% Drilled —Shaft —Moment —Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 6/4/2018 Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data BU#: 800642 Site Name: FL West Midway App #: 425007 Rev. 4 Loads Already Factored For M For P DL : 1.00 1.00 Pier Diameter = 6'A' ft Concrete Area = 4071.5 in Clear Cover to Tle=1 2.90 m Horiz. Tie Bar Size= 4 :° Vert. Cage Diameter = 5.34 ft Vert. Cage Diameter = 64.07 in Vertical Bar Size = 9, -71 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)*(Sq rt(f c)/Fy: 0.0032 200 / Fy: 0.0033 Minimum Rho Check: Actual Req'd Min. Rho: 0.330% IFlexural Provided Rho: 0.64% OK Ref. Shaft Max Axial Capacities, m Max(Pn orTn): Max Pu = ((p=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 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 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 kips 1.00 688 Concrete Camp. strength, fc = Reinforcement yield strength, Fy = Reinforcing Modulus of Elasticity, E = Reinforcement yield strain = .Solve' <-- Press Upon Completing All Input Run Results: Governing Orientation Case: 2 Mu Mu � .\may Case 1 Dist. From Edge to Neutral Axis: 6.72 in Extreme Steel Strain, et: 0.0273 et > 0.0050, Tension Controlled Reduction Factor,(p: 0.900 Output Note: Negative Pu=Tension For Axial Compression, (p Pn = Pu:-619.20 kips Drilled Shaft Moment Capacity, qMn: 2073.06 ft-kips Drilled Shaft Superimposed Mu: 639.91 ft-kips (Mu/(pMn, Drilled Shaft Flexure CSR: Drilled -Shaft -Moment -Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 6/4/2018 Date: April 12, 2018 Tiffany Farmer Crown Castle 8000 Avalon Blvd, Suite 700 Alpharetta, GA 30009 Subject: Structural Analysis Report tIVFRASTR 10TURE IRvlcits 9NMNECrumrs 7NNOvATIMN FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 (919)755-1012 Carrier Designation: T-Mobile Co -Locate Carrier Site Number: A2P0090A Carrier Site Name: FL W Midway Crown Castle Designation: 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: 1554608 Crown Castle Application Number: 425007 Rev. 0 Engineering Firm Designation: FDH-IS Project Number: 18SJWI1400 Site Data: 16800 Okeechobee Road, FORT PIERCE, St. Lucie County, FL Latitude 270 22'53.3", Longitude -80° 29'48.4" 245 Foot - Self Support Tower Dear Tiffany Farmer, 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 1169728, in accordance with application 425007, revision 0. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity Note: See Table 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 F tnxTower Report - version 7.0.5.1 I Dennis D. Abel, PE Director of New Product E FL PE License No. 62750 April 12, 2018 245 Ft Self Support Tower Structural Analysis CC/ BU No 800642 Project Number 18SJWI1400, Application 425007, Revision 0 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 April 12, 2018 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 18SJW11400, Application 425007, Revision 0 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 TIAlEIA-222-F. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 120 mph with no ice, 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 Liner =`Number' Number t,Jd ,' Mounting of Antenna,'g Antenna Model of Feed I •Line Note; Level (ft) Elevation' Antennas Manufacturer ' .Lines Size (m) d` I a R Fkix 3 commscope FFHH-65C-R3 nokia AHLOA 220.0 223.0 3 - 3 nokia FHFB tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 18SJW11400, Application 425007, Revision 0 Table 2 - Existing and Reserved Antenna and Cable Information April 1 Z 2018 CCI BU No 800642 Page 4 Mounting,Line Level (ft)i Center Elevation (ft) i Number,. of Antennas Antenna Manufacturer fi , Ahtenna Moc]el Number of Feed Lines Feed ' �. Lane Siie (in)1 Note; 245.0 248.0 ante[ BSA-185025/12 12 1-5/8 1 2 ante[ BSA-185065/12x2 3 commscope ATSBT-TOP-FM 6 css DBC-7CAP 2 jma wireless X7CQAP-665-VRO 4 jma wireless X7CQAP-FRO-645-VRO 245.0 1 Platform Mount [LP 603-1]' 220.0 223.0 3 commscope SBNHH-1D45B 3 �— I 3 I nokia FRIE 3 nokia FRLB 6 andrew ADFD1820-3333E-XDM 3 1-1/4 1 220.0 1 Sector Mount [SM 1302-3] 3 nokia I FRIG 3 nokia FXFB 3 raycap ASU9338TYP0l 200.0 201.0 6 andrew ETD819H-12UB 2 1 18 3 4 3/8 1 6 ericsson RRUS-11 6 kathrein 800 10723K 1 raycap DC6-48-60-18-8F 6 tdasx TBC0020FlVl 200.0 1 Sector Mount [SM 508-31 128.0 128.0 3 connect -it V-Frame [PIN: PVFM(fw)- 3-n-mh-2] 1 7/8 2 3 commscope TTTT65AP-1XR 3 ericsson RRUS 82 W/SOLAR SHIELD 3 nokia RADAR FILTER 3 edesson 800MHZ SMR FILTER 3 1-3116 1 3 ericsson RRUS 31 B25 3 ericsson RRUS-11800MHz 9 rfs celwave ACU-A20-N 3 rfs celwave APXVSPP18-C Notes: 1) Existing Equipment 2) Reserved Equipment, Considered in Analysis 3) Equipment to be Removed, Not Considered in Analysis tnxTower Report - version 7.0.5.1 I , April 12, 2018 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 18SJWI1400, Application 425007, Revision 0 Page 5 Table 3 - Design Antenna and Cable Information �Cenfer' Mounting Lme Number `< Antenna y ' Number Feed. L"eve[ (ft) Elevation € °f i Manufacturer Antenna Model of Feed ,Line, ft pnterinas Lines Size (iri) (16)1 250 250 12 swedcom ALP9212N 12 1-5/8 { 230 { 230 { 12 { swedcom ALP9212N 12 T 1-5/8 { 2 00 { 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 `' r t )' E r"esa Reference * � k Source a ,!Remarks _ E t,r 4-GEOTECHNICAL REPORTS PSI, Inc. 369766 CCISITES 4-TOWER FOUNDATION Morison Hershfield Corp. 2293716 CCISITES DRAWINGS/DESIGN/SPECS (Mapping) 4-TOWER MANUFACTURER Trylon - TSF 366603 CCISITES DRAWINGS 3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the 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 should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 7.0.5.1 April 12, 2018 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 18SJW11400, Application 425007, Revision 0 Page 6 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Section No. Elevation (ft) Component Type - Size Critical' . Element P (K) ! ! SF'P allow - % Capacity ' Pass / Fail . (K) T1 245 - 240 Leg 2 112 3A... -8.74 112.60 7.8 Pass T2 240 - 220 Leg 2 1 /2 15 -58.89 112.60 52.3 Pass T3 220 - 200 Leg 15TU ZA/2x5/8 43 -83.99 212.23 86.9 Pass T4 200 - 180 Leg 15TL1.75xl/2x5/8 61 -156.84 297.97 75.4 Pass T5 180 - 160 Leg 15TL1.75xl/2x5/8 78 -264.85 1 297.97 88.9 Pass T6 160 - 140 Leg 18TL2x5/8x3/4 93 -301.89 362.90 83.2 Pass T7 140 - 120 Leg 18TL2.25x5/8x3/4 100 -376.37 476.08 79.1 Pass T8 120 - 100 Leg 18TL2.254/80/4 109 -438.37 476.08 1 92.1 Pass T9 100 - 80 Leg 18TL2.54/80/4 118 -508.47 603.04 84.3 Pass T10 80 - 60 Leg 18TL2.75x5/8x3/4 127 -573.51 743.67 77.1 Pass T11 60-40 Leg 18TL2.754/80/4 136 -637.19 743.67 85.7 Pass T12 40 - 20 Leg 18TL2.754/8x3/4 145 -702.51 743.67 94.5 Pass T13 20 - 0 Leg 18TL3x3/4x7/8 154 -759.04 895.57 84.8 Pass T1 245-240 Diagonal L21/2x21/2x1/4 11 4.40 25.73 17.1 Pass 35.4 (b) T2 240-220 Diagonal L21/2x21/2x1/4 23 -6.94 25.73 27.0 55.8 (b) Pass T3 220-200 Diagonal L3x3xl/4 53 -12.24 25.28 48.4 50.2 (b) Pass T4 200 - 180 Diagonal L&W/4 68 -14.09 21.35 66.0 Pass T5 180-160 Diagonal L31/2x31/2AM 89 -15.14 28.53 53.1 Pass 60.9 (b) T6 160 - 140 Diagonal L5x5x3/8 98 -24.25 46.56 52.1 67.8 (b) Pass T7 140 - 120 Diagonal L5x5x3/8 107 -24.19 42.80 56.5 pass 67.9 (b) T8 120 - 100 Diagonal L5x5x3/8 116 -26.45 39.29 67.3 Pass 73.9 (b) T9 ioo - 8b Diagonal L5x5x3/8 125 -26.88 36.02 74.6 Pass 75.1 (b) T10 80 - 60 Diagonal L5x5x3/8 134 -27.41 33.02 83.0 Pass T11 60-40 Diagonal L5x5x3/8 143 -28.72 30.28 94.9 Pass T12 I 40 - 20 Diagonal L5x5x3/8 152 -27.88 27.79 100.3 Pass' T13 20 - 0 Diagonal L6x6x7/i6 161 -31.99 48.53 65.9 Pass 89.4 (b) T1 245 - 240 Top Girt L6x6x7/16 4 -1.41 121.28 @) Pass 121. T2 240 - 220 Top Girt L6x6x7/16 16 0.10 173.72 0.91 0 Pass T3 220 - 200 Top Girt L3xW/4 48 -0.09 24.53 0.4 Pass 0.6 (b) Summary Leg (T12) 94.5 Pass Diagonal 100.3 Pass' (T12) Top Girt 12.5 Pass (Ti) Bolt Checks 89.4 Pass Rating = 100.3 Pass' tnxTower Report - version 7.0.5.1 April 12, 2018 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 18SJWI1400, Application 425007, Revision 0 Page 7 Table 6 - Tower Component Stresses vs. Capacity — LC7 Notes Component Elevation (ft) % Capacity Pass /Fail 1 Anchor Rods 0 66.5 r Pass 1 Base Foundation 0 31.8 Pass (Structural) 1 Base Foundation 0 75.1 Pass (Soil Interaction) Structure Rating (max from all components)= 100.3%' ___ Notes 1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity consumed. 2) Capacities up to 105% are considered acceptable based on analysis methods used. 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 April 12, 2018 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 18SJW11400, Application 425007, Revision 0 Page 8 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 7.0.5.1 N d u@5 ry� F d Z ry� F 3 @l N 245.0 R I I =11 240.0 ft / 220_Bft IIII 1800 Rft I I /\ 160.0 ft / \ 140.0 R 20.0It 100.0 ft 80_0 ftft 60_0ft / \ dO.Oft / \ 20.0 R DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Beacon 245 (2)80010723Kw/Mount Pipe Me Ught ng Rod 245 (2)800107MKw/Mo Pipe 200 pevann Eaenelan 245-242.5 (2) 800 1 OMKw/Mound Pipe 200 BW85025112 W1 Vwd Pipe 245 (2) ErD819H-12oB 200 BSA-185065112Rw/Mount Pipe 245 (2) E70319H-121JB no aSA-16506 Ww/Mums Rpe 245 (2)Ero819H-12W 200 (2)X7CGAP-FR04i4&VRO w/ Vo Pipe 245 (2)RRU&11 200 (2) RRUS-11 2W (2) MOAPL66-VRO wl Mount Pipe 245 (2)RRU&11 200 (2) VCOAPFRo-64&VRO cal Mount Pipe 245 (2)TBC0020F1Vi 2W (2)TBC0020FiV1 200 AT58F-TOP-FM 245 (2)T3C0020F1V1 200 ATSBT-TOP-FM 245 DC84&e&1"F WO ATSBT-TOP-FM (2)DBO7CAP (2)DBGXC (2)DBC-7CAP (2)DSCMount 245 245 245 245 Seeley Were[SM We'll 2W APXVSPPi&CwlMwnt Pipe In A XVSM&Cwl Mount Pipe In APXVSPPI&Cwl Mount Pipe In ILP60&1] 245 RRU&11 B00MHz 1a Empy Mwnl Pipe 245 RRUS11&XmM 120 EmptyMount Rpe 245 RRU&11800mt In Empty Mwnl Pipe 245 800MH2 SMR FILTER in (2)ADFD1820-3333&l0]Mw1Mount PIP. no 800MHZ SMR FILTFA 128 (2)ADFD18M-3333&xoMW1Maunl PIPe no 800MHZ SMR FILTER 120 (3)ACU-A O-N 128 (2)ADFD182033 XDIAw/Mamt Pipe 220 (3)ACU-A O-N in (3)ACU-A2&N 128 FRIG 220 RRUS31SM 128 FRIG no RRUS 31 B25 128 FRIG 220 RRUS 31 B25 128 FxFB 220 TTrr65ARixR Wl Mount Pipe 128 FXFB no TTTT65AP-IXRwl Mount Pipe 128 FxFB no TTTT6dA IXRwIMaunt Pipe 128 ASU9338TYP01 no RRUsuwmotARswno 128 ASU9338TYP01 no RRUS82WM0 SHIFID 128 ASU9338IYP01 220 RRUS 82 W/SO SHIELD 128 FFHH8 MWIMount pipe 220 RADAR FILTER 128 FFHHASGR3.1Mwnt Pipe no RADAR FILTER 128 FFHH- Raw/Mount Pipe no RADAR FILTER 128 ANLOA no (2)Empy Mount Pipe 128 AHLOA no (2)Bnpy Mo pipe 128 AHLOA no (2) Empty Mount Pipe In FHFB T20 (3)Conrect-ItV-Frame PM: PVFM(hv)`''n-,nh'2 128 FHFB no FHFB 120 Sldemak 10 SectorMwnt[sMlms] no Sidemadcer In MATERIAL STRENGTH GRADE Fy Fu GRADE F Fu Am eox l eow anew 151 ei Itzize show 44xa1 ashi TOWER DESIGN NOTES 1. Tower is located in Saint Lucie County, Florida. 2. Tower designed for Exposure C to the TIA-222-G Standard. ALL REAC OTower designed for a 120 mph basic wind in accordance with the TIA-222-G Standard. ARE RDeflections are based upon a 60 mph wind. c�ower Structure Class II. MAX. COR�f`Topographic Category 1 with Crest Height of 0.00 ft M�IMWER RATING: 100.3 DOWN: 793 K SHEAR: 86 K UPLIFT.' -700 K SHEAR: 76 K AXIAL 107 K SHEAR MOMENT 134 K 18471 kip-ft TORQUE 100 kip-R REACTIONS - 120 mph WIND 6521 Meridien Drive, Suite 1 e t18SJW11400 ivrtw+W�:� Raleigh, North Carolina 2761 coh Crown CasOe FOH-Is Phone: (919) 755-1012 COde' TIA-222-G �7ExTow4i' Job 800842 FL West Midway Page 1 of 31 Project 18SJW 11400 Date 14:32:18 04/12/18 FDHInjrastructureServices 6511 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Phone: (919) 755-1012 FAX.- (919) 755-1031 Client Crown Castle Designed by dcraft 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 KIIr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules J Calculate Redundant Bracing Forces Ignore Redundant Members in PEA J SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation 4 Consider Feed Line Torque q Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension S lick a Exemption Pdles. -.,� Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets irt�T over Lf(«1.j Job 800642 FL West Midway Page 2 of 31 FDH Infrastructure Services 6521 Meridian Drive, Suite 107 Project 18SJW 11400 Date 14:32:18 04/12/18 Raleigh, North Carolina 27616 Phone: (919) 755-1012 FAX (919) 755-1031 Client Crown Castle Designed by dcraft Wind 180 Lea A Wind 90 � P c e Leggy Z 4 Leg B Face C Wind Normal Trianoular To wer Tower Section Geometry Tower Section Tower Assembly Elevation Database ft Description Section Mdth ft Number of Sections Section Length ft Tl 245.00-240.00 6.00 1 5.00 T2 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 T5 180.00-160.00 10.00 1 20.00 T6 160.00-140.00 12.00 1 20.00 T7 140.00-120.00 14.00 1 20.00 T8 120.00-100.00 16.00 1 20.00 T9 100.00-80.00 18.00 1 20.00 TIO 80.00-60.00 20.00 1 20.00 TI1 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 ft ft Panels in in Tl 245.00-240.00 5.00 XBrace No No 0.0000 0.0000 T2 240.00-220.00 5.00 X Brace No No 0.0000 0.0000 xTower Job Page 800642 FL West Midway 3 of 31 FDH Infrastructure Services Project Date 6511 Meridian Drive, Suite 107 18SJ W 11400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX (919) 755-1031 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Gin Section Elevation Spacing Type KBrace Horizontals Offset Offset End ft 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 XBrace 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 T7 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 XBrace No No 0.0000 0.0000 T10 80.00-60.00 20.00 XBrace No No 0.0000 0.0000 Tll 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 XBrace No No 0.0000 0.0000 Tower Section Geometry, (cont'd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft TI 245.00-240.00 Solid Round 212 A572-50 Equal Angle L2 1/2x2 1/2xl/4 30OW (50 ksi) (44 ksi) T2240.00-220.00 Solid Round 212 A572-50 Equal Angle L212x212xl/4 30OW (50 ksi) (44 ksi) T3220.00-200.00 Truss Leg 15TL1.5x1/2x5/8 A572-50 Equal Angle L3x3xl/4 30OW (50 ksi) (44 ksi) T4200.00-180.00 Truss Leg 15TL1.75xl/2x5/8 A572-50 Equal Angle L3x3xl/4 30OW (50 ksi) (44 ksi) T5180.00-160.00 Truss Leg 15TL1.75xl/2x5/8 A572-50 Equal Angle 1312012xl/4 30OW (50 ksi) (44 ksi) T6160.00-140.00 Truss Leg 18TL2x5/8x3/4 350W Equal Angle L5x5x3/8 30OW (51 ksi) (44 ksi) T7140.00-120.00 Truss Leg 18TL2.25x5/8x3/4 350W Equal Angle L5x5x3/8 30OW (51 ksi) (44 ksi) T8120.00-100.00 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) TIO 80.00-60.00 Truss Leg 18TL2.75x5/8x3/4 350W Equal Angle L5x5x3/8 30OW (51 ksi) (44 ksi) T1160.00-40.00 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 L5x5x3/8 30OW (51 ksi) (44 ksi) T13 20.00-0.00 Truss Leg 18TL3x3/4x7/8 35OW Equal Angle L6x6x7/16 30OW Tower Section Geometry cont'd Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft T1245.00-240.00 Equal Angle L6x6x7/16 30OW Solid Round A36 (44 ksi) (36 ksi) T2240.00-220.00 Equal Angle L6x6x7/l6 30OW Solid Round A36 tnxT(a1t er Job Page4 800642 FL West Midway of 31 Project Date FDH Infrastructure Services 6521 Meni ien Drive, Suite 107 18SJW 11400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX.. (919) 755-1031 Tower Top Girl Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade T3 220.00-200.00 Equal Angle I3x3xl/4 30OW Solid Round A36 Tower Section Geometry cont'd Tower Gusset 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) A, Spacing Spacing Spacing Diagonals Horizontals Redundents it it, in in in in 245.00-240.00 (36 ksi) T2 0.00 0.0000 A36 I 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 I 1 1 36.0000 36.0000 36.0000 I80.00-160.00 (36 ksi) T6 0.00 0.0000 A36 I 1 1 36.0000 36.0000 36.0000 160.00-140.00 (36 ksi) T7 0.00 0.0000 A36 I 1 1 36.0000 36.0000 36.0000 140.00-120.00 (36 ksi) T8 0.00 0.0000 A36 I 1 1 36.0000 36.0000 36.0000 120.00-100.00 (36 ksi) T9 0.00 0.0000 A36 I 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) Tll 0.00 0.0000 A36 1 I 1 36.0000 36.0000 36.0000 60.00-40.00 (36 ksi) T12 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 40.00-20.00 (36 ksi) T1320.00-0.00 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 (36 ksi) Tower Section Geometry cont'd K Factors' Tower Cale Cale Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y TI Yes No 245.00-240.00 T2 Yes No 240.00-220.00 13 Yes No 220.00-200.00 WxT Tower Job Page5 800642 FL West Midway of 31 FDH Infrastructure Services Project Date 6521 Meridien Drive, Suite 107 18SJW 11400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle deraft FAX.-.(919) 755-1031 K Factorst Tower Calc Cale Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace single Solid Dings Diags Angles Rounds X X X X X X X (1 y y y y y y y 200.00-180.00 1 1 1 1 1 1 T5 Yes No I 1 1 I 1 1 1 180.00-160.00 1 1 1 1 1 I T6 Yes No 1 1 1 I I 1 I 160.00-140.00 1 I 1 1 1 1 T7 Yes No 1 1 1 1 1 1 1 140.00-120.00 1 1 1 1 1 1 T8 Yes No 1 1 1 1 1 1 1 120.00-100.00 1 1 1 1 1 1 T9 Yes No 1 1 1 1 1 1 1 100.00-80.00 1 1 1 1 1 1 T10 Yes No 1 1 1 1 1 1 1 80.00-60.00 1 1 1 1 1 1 T11 Yes No I 1 I I 1 1 1 60.00-40.00 1 1 1 1 1 1 T12 Yes No 1 1 1 1 1 1 1 40.00-20.00 1 1 1 1 1 1 T13 Yes No 1 1 1 1 1 1 1 20.00-0.00 1 1 1 1 1 1 'Note: Kfactors are applied to member segment lengths. K-braces without inter supporting members will have the Kfactor in the out-qf-plane direction applied to the overall length. Tower Section Geometry cont'd Truss -Legs Used As Leg Members Truss -Legs Used As Inn erMembers Tower Leg X Z Leg X Z Elevation Panels Brace Brace Panels Brace Brace ft Diagonals Diagonals Diagonals Diagonals T3 I 0.5 0.85 1 0.5 0.85 0.85 T5 1 0.5 0.85 1 0.5 0.85 180.00-160.00 T6 1 0.5 0.85 1 0.5 0.85 T8 1 0.5 0.85 1 0.5 0.85 120.00-100.00 79 1 0.5 0.85 1 0.5 0.85 100.00-80.00 T11 1 0.5 0.85 1 0.5 0.85 60.00-40.00 T12 1 0.5 0.85 1 0.5 0.85 40.00-20.00 T13 1 0.5 0.85 1 0.5 0.85 20.00-0.00 tnxTower Job Page6 800642 FL West Midway of 31 FDHInfrastructure Services Project Date 6521 Meridiem Drive, Suite 107 18SJW11400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX-(919) 755-1031 Tower Section Geometry (cont'd Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt LongHormomal 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 72 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 240.00-220.00 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 T5 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 I80.00-160.00 T6 0.0000 1 0.0000 0.75 0,0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 160.00-140.00 T7 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 140.00-120.00 T8 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 I20.00-100.00 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 Tll 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 20.00-0.001 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 ft Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Sue No. Bolt Sue No. Bolt Sue No. Bolt Size No. Bolt Sue No. Bolt Sue 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 tnxTower Job 800642 FL West Midway Page7 of 31 FDH Infrastructure Services 6521 MeridienDrive, Suite 107 Project 18SJWI1400 Date 14:32:18 04/12/18 Raleigh, North Carolina 27616 Phone., (919) 755-1012 FAX: (919) 755-1031 Client Crown Castle Designed by dcraft Tower Elevation ft Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Gin Long Horizontal Shorl Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Sue 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 60.00-40.00 A325N A325N A325N A325N A325N A325N A325N T12 Flange 1.1250 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 40.00-20.00 A325N A325N A325N A325N A325N A325N A325N >1" T1320.00-0.00 Flange 2.0000 0 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 Williams A325N A325N A325N A325N A325N A325N High Teasile 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 Jt in (Frac FW) Row in in in pl sss 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 (Af) 1.5" sss ASU9323TYP A No At (CaAa) 220.00-6.00 0.0000 0.4 3 3 0.5000 1.2400 1.05 01(1-1/4) Feedline A No Af (CaAa) 245.00 - 6.00 0.0000 0.4 1 1 1.5000 1.5000 4.20 Ladder (Af) 1.5" LDF7-50A(1- A No At (CaAa) 200.00-6.00 0.0000 -0.4 12 9 0.5000 1.9800 0.82 5/8) 12 PAB2(3/8) A No Ar (CaAa) 200.00 - 6.00 0.7500 -0.36 1 1 0.4000 0.4000 0.08 WR-VG86ST- A No Ar (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) 1.5" s TSZ 999 C No Ar (CaAa) 128.00 - 6.00 0.0000 -0.4 3 2 0.5000 1.1900 - 1.07 067/xxxM-8A WG( I-3/16) FIBER ONLY C No At (CeAa) 128.00 - 0.00 1.2500 -0.4 1 1 0.5000 0.8670 0.25 CABLE 48(7/8) T-Brackets C No Af (CaAa) 245.00 - 6.00 0.0000 -0.5 1 1 1.0000 1.0000 8.40 Safety Line C No At (CaAa) 245.00 - 6.00 0.0000 -0.5 1 1 0.3750 0.3750 0.22 tnxTower Job Page8 800642 FL West Midway of 31 Project Date FDH Infrastructure Services 6511 Meridien Drive, Suite 107 18SJW 11400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by 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 pl Feed_Line/Linear Appurtenances-- Entered As'Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Feed Line/Linear Appurtenances Section Areas Tower Tower Face Ax AF CAAA CAAA Weight Section Elevation In Face Out Face ft ftt fiz ftt fit, K Tl 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 Tll 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 MxT Job Pageower 800642 FL West Midway 9 of 31 Project Date FDH Infrastructure Services 6521 Mendien Drive, Suite 107 18SJW I1400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX.- (919) 755-1031 Feed Line Center of Pressure Section Elevation CPx CPy CPx CPy Ice Ice ft in in in in T1 245.00-240.00 -3.6314 2.7358 -3.9575 2.8458 T2 240.00-220.00 -4.0391 3.0431 -4.4019 3.1653 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 I60.00-140.00 -9.4094 4.5005 -9.8037 4.6340 T7 140.00-120.00 -10.1305 5.2602 -10.5691 5AO87 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 -12.6226 7.4667 -13.2006 7.6627 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Se ment Elev. K. No ke K. Ice Tl 2 AVA7-50(1-5/8) 240.00 - 0.6000 0.6000 245.00 Tl 3 LDF7-50A(1-5/8) 240.00- 0.6000 0.6000 245.00 Tl 4 Feedline Ladder (Af) 1.5" 240.00- 0.6000 0.6000 245.00 Tl 7 Feedline Ladder (Af) 1.5" 240.00- 0.6000 0.6000 245.00 Tl 12 Feedline Ladder (At) 1.5" 240.00- 0.6000 0.6000 245.00 TI 16 T-Brackets 240.00- 0.6000 0.6000 245.00 Tl 18 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 (At) 1.5" 220.00- 0.6000 0.6000 240.00 T2 7 Feedline Ladder (Af) 1.5" 220.00- 0.6000 0.6000 240.00 T2 12 Feedline Ladder (Af) 1.5" 220.00- 0.6000 0.6000 240.00 T2 16 T-Brackets 220.00- 0.6000 0.6000 240.00 T2 18 Safety Line 318 220.00 - 0.6000 0.6000 240.00 T3 2 AVA7-50(1-5/8) 200.00- 0.6000 0.6000 220.00 T3 3 LDF7-SOA(I-5/8) 200.00- 0.6000 0.6000 220.00 tnxTower Jab Page 800642 FL West Midway 10 of 31 Project Date FDH Infrastructure Services 6521 Meridian Drive, Suite 107 18SJWI1400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone. (919) 755-1012 Crown CasUe dcraft FAX..- (919) 755-1031 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice I:, Ice T3 4 Feedline Ladder (At) 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 (Al) 1.5" 200.00- 0.6000 0.6000 220.00 T3 12 Feedline Ladder (Al) 1.5" 200.00- 0.6000 0.6000 220.00 T3 16 T-Brackets 200.00- 0.6000 0.6000 220.00 T3 18 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 (At) 1.5" 180.00- 0.6000 0.6000 200.00 T4 6 ASU9323TYP01(I-1/4) 180.00- 0.6000 0.6000 200.00 T4 7 Feedline Ladder (Al) 1.5" 180.00- 0.6000 0.6000 200.00 T4 9 LDF7-50A(I-5/8) 180.00- 0.6000 0.6000 200.00 T4 10 12 PA1R(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 12 Feedline Ladder (At) 1.5" 180.00- 0.6000 0.6000 200.00 T4 16 T-Brackets 180.00- 0.6000 0.6000 200.00 T4 18 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(1-5/8) 160.00- 0.6000 0.6000 180.00 TS 4 Feedline Ladder (At) 1.5" 160.00- 0.6000 0.6000 180.00 T5 6 ASU9323TYP01(t-1/4) 160.00- 0.6000 0.6000 180.00 T5 7 Feedline Ladder (Al) 1.5" 160.00- 0.6000 0.6000 180.00 T5 9 LDF7-50A(I-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 12 Feedline Ladder (At) 1.5" 160.00- 0.6000 0.6000 180.00 T5 16 T-Brackets 160.00- 0.6000 0.6000 180.00 TS 18 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(I-5/8) 140.00 - 0.6000 0.6000I 160.00 T6 4 Feedline Ladder (At) 1.5" 140.00 - 0.6000 0.6000 160.00 " xTower Jab Page 800642 FL West Midway 11 of 31 Project Date FDH Infrastructure Services 6521 Meridien Drive, Suite 107 18SJW 11400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone. (919) 7SS-1012 Crown Castle dcraft FAX.,(919) 755-1031 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K No Ice K Ice T6 6 ASU9323TYP01(I-1/4) 140.00- 0.6000 0.6000 160.00 T6 7 Feedline Ladder (AD 1.5" 140.00- 0.6000 0.6000 160.00 T6 9 LDF7-50A(1-5/8) 140.00- 0.6000 0.6000 160.00 T6 10 12 PAIR(3/8) 140.00- 0.6000 0.6000 160.00 T6 11 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 160.00 T6 12 Feedline Ladder (AD 1.5" 140.00- 0.6000 0.6000 160.00 T6 16 T-Brackets 140.00- 0.6000 0.6000 160.00 T6 18 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(1-5/8) 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 (AD 1.5" 120.00- 0.6000 0.6000 140.00 T7 9 LDF7-50A(1-518) 120.00- 0.6000 0.6000 140.00 T7 10 12 PAIR( 3/8) 120.00- 0.6000 0.6000 140.00 T7 I WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 T7 12 Feedline Ladder (At) 1.5" 120.00- 0.6000 0.6000 140.00 T7 14 TSZ 999 067/xx M-8AWG( 120.00- 0.6000 0.6000 1-3/16) 128.00 T7 15 FIBER ONLY CABLE 120.00- 0.6000 0.6000 48(7/8) 128.00 T7 16 T-Brackets 120.00- 0.6000 0.6000 140.00 T7 18 Safety Line 3/8 120.00- 0.6000 0.6000 140.00 T8 2 AVA7-50(I-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 FeedHne Ladder (At) 1.5" 100.00- 0.6000 0.6000 120.00 T8 9 LDF7-SOA(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 12 Feedline Ladder (At) 1.5" 100.00- 0.6000 0.6000 120.00 T8 14 TSZ 999 067/xxxM-8AWG( 100.00- 0.6000 0.6000 I-3/16) 120.00 WxTowe� Job 800642 FL West Midway Page 12 of 31 Project 18SJW11400 Date 14:32:18 04/12/18 FDH Infrastructure Services 6521 Mandien Drive, Suite 107 Raleigh, North Carolina 27616 Client Designed by Phone. (919) 755-1012 FAX.- (919) 755-1031 Crown Castle dcraft Tower Section Feed Line Record No. Description Feed Line SeginetaElev. K. No Ice K. Ice T8 15 FIBER ONLY CABLE 100.00- 0.6000 0.6000 48(7/8) 120.00 T8 16 T-Brackets 100.00- 0.6000 0.6000 120.00 T8 18 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 T9 3 LDF7-SOA(1-5/8) 80.00- 100.00 0.6000 0.6000 T9 4 Feedlice Ladder (At) 1.5" 80.00 - 100.00 0.6000 0.6000 T9 6 ASU9323TYP01(1-1/4) 80.00- I00.00 0.6000 0.6000 T9 7 Feedline Ladder (At) 1.5" 80.00 - I00.00 0.6000 0.6000 T9 9 LDF7-50A(I-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 12 Feedline Ladder (Af) 1.5" 80.00 - 100.00 0.6000 0.6000 T9 14 TSZ 999 067/xxxM-8AWG( 80.00 - 100.00 0.6000 0.6000 I-3/16) T9 15 FIBER ONLY CABLE 80.00 - 100.00 0.6000 0.6000 48(7/8) T9 16 T-Brackets 80.00 - 100.00 0.6000 0.6000 T9 18 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 T10 2 AVA7-50(I-5/8) 60.00 -80.00 0.6000 0.6000 T10 3 LDF7-50A(I-5/8) 60.00 - 80.00 0.6000 0.6000 T10 4 Feedline Ladder (Af) 1.5" 60.00 - 80.00 0.6000 0.6000 T10 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 TIO 9 LDF7-SOA(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 TIO 12 Feedline Ladder (At) 1.5" 60.00 - 80.00 0.6000 0.6000 TIO 14 TSZ 999 067&x M-8AWG( 60.00 - 80.00 0.6000 0.6000 1-3/16) T10 15 FIBER ONLY CABLE 60.00 - 80.00 0.6000 0.6000 48(7/8) T10 16 T-Brackets 60.00 - 80.00 0.6000 0.6000 T10 18 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 Tll 2 AVA7-50(1-5/8) 40.00-60.00 0.6000 0.6000 Tit 3 LDF7-50A(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 Tll 6 ASU9323TYP01(1-1/4) 40.00-60.00 0.6000 0.6000 Tl1 7 Feedline Ladder (Af) 1.5" 40.00 - 60.00 0.6000 0.6000 T11 9 LDF7-50A(1-5/8) 40.00 -60.00 0.6000 0.6000 Tl I 10 12 PAIR( 3/8) 40.00 - 60.00 0.6000 0.6000 TI1 I WR-VG86ST-BRD(3/4) 40.00 - 60.00 0.6000 0.6000 TI1 12 Feedline Ladder (Ai) 1.5" 40.00 - 60.00 0.6000 0.6000 TI I 14 TSZ 999 067/x W-8AWG( 40.00 - 60.00 0.6000 0.6000 1-3/16) T11 15 FIBER ONLY CABLE 40.00 - 60.00 0.6000 0.6000 48(7/8) T11 16 T-Brackets 40.00 - 60.00 0.6000 0.6000 T11 18 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 (Af) 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 (Af) 1.5" 20.00 - 40.00 0.6000 0.6000 T12 9 LDF7-SOA(I-5/8) 20.00 -40.00 0.6000 0.6000 T12 10 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 12 Feedline Ladder (Af) 1.5" 20.00 - 40.00 0.6000 0.6000 T12 14 TSZ 999067/xxxM-8AWG( 20.00-40.00 0.6000 0.6000 1-3/16) WxTower Job Page 800642 FL West Midway 13 of 31 FDH Infrastructure Services Project Date 6521 Meridien Drive, Suite 107 18SJW1140O 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX..- (979) 755-1031 Tower Section Feed Line Record No. Description Feed Line SegmentElev. K. No Ice Ka Ice T12 15 FIBER ONLY CABLE 20.00 - 40.00 0.6000 0.6000 48(7/8) T12 16 T-Brackets 20.00-40.00 0.6000 0.6000 T12 18 Safety Line 318 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 LDF7-50A(1-5/8) 6.00-20.00 0.6000 0.6000 T13 4 Feedline Ladder (Al) 1.5" 6.00 - 20.00 0.6000 0.6000 T13 6 ASU9323TYP01(I-1/4) 6.00=20.00 0.6000 0.6000 T13 7 Feedline Ladder (At) 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 12 Feedline Ladder (At) 1.5" 6.00 - 20.00 0.6000 0.6000 T13 14 TSZ 999 067/xxxM-8AWG( 6.00 - 20.00 0.6000 0.6000 I-3/16) T13 15 FIBER ONLY CABLE 0.00 - 20.00 0.6000 0.6000 48(7/8) T13 16 T-Brackets 6.00 - 20.00 0.6000 0.6000 T13 18 Safety Line 318 6.00 - 20.001 0.60001 0.6000 Discrete Tower Loads Weight Description Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Horz Adjustment Front Side Leg Lateral Pert jt " ft ftt ftr K n n «r« Beacon B From Leg 0.00 0.0000 245.00 No Ice 2.00 2.00 0.02 0.00 6.00 Lightning Rod C From Leg 0.00 0.0000 245.00 No Ice 0.20 0.20 0.03 0.00 2.00 Platform Extension C None 0.0000 242.50 - 245.00 No Ice 10.93 10.93 0.20 r Sidemarker B None 0.0000 125.00 No Ice 0.38 0.38 0.01 Sidemarker C None 0.0000 125.00 No Ice 0.38 0.38 0.01 rrr BSA-185025/12 w/ Mount A From Leg 4.00 0.0000 245.00 No Ice 8.76 3.61 0.06 Pipe 0.00 3.00 BSA-185065/12x2 w/ Mount B From Leg 4.00 0.0000 245.00 No Ice 5.02 3.61 0.04 Pipe 0.00 3.00 BSA- I 85065/12x2 w/Mount C From Leg 4.00 0.0000 245.00 No Ice 5.02 3.61 0.04 Pipe 0.00 3.00 (2) X7CQAP-FRO-645-VRO A From Leg 4.00 0.0000 245.00 No Ice I2.07 8.81 0.08 w/ Mount Pipe 0.00 3.00 (2) X7CQAP-665-VRO w/ B From Leg 4.00 0.0000 245.00 No Ice 9.79 7.12 0.07 Mount Pipe 0.00 WxTower Job Page 800642 FL West Midway 14 of 31 Project Date FDH Infrastructure Services 6521 Meridien Drive, Suite 107 18SJW 11400 14:32:18 04/12/18 Raleigh, North Carolina 17616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX' (919) 755-1031 Description Face Offset Offsets: Azimuth Placement - C,yh CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert It ft ft, ft, K n n 3.00 (2) X7CQAP-FRO-645-VRO C From Leg 4.00 0.0000 245.00 No Ice 12.07 8.81 0.08 w/ Mount Pipe 0.00 3.00 ATSBT-TOP-FM A From Leg 4.00 0.0000 245.00 No Ice 0.17 0.09 0.00 0.00 3.00 ATSBT-TOP-FM B From Leg 4.00 0.0000 245.00 No Ice 0.17 0.09 0.00 0.00 3.00 - ATSBT-TOP-FM C From Leg 4.00 0.0000 245.00 No Ice 0.17 0.09 0.00 0.00 3.00 (2) DBC-7CAP A From Leg 4.00 0.0000 245.00 No Ice 0.61 0.12 0.01 0.00 3.00 (2) DBC-7CAP B From Leg 4.00 0.0000 245.00 No Ice 0.61 0.12 0.01 0.00 3.00 (2) DBC-7CAP C From Leg 4.00 0.0000 245.00 No 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... (2) ADFD1820-3333B-XDM A From Leg 4.00 0.0000 220.00 No Ice 10.81 4A3 0.06 w/ Mount Pipe 0.00 3.00 (2) ADFD 1 820-3333B-XDM B From Leg 4.00 0.0000 220.00 No Ice 10.81 4A3 0.06 w/ Mount Pipe 0.00 3.00 (2) ADFD1820-3333B-XDM C From Leg 4.00 0.0000 220.00 No Ice 10.81 4A3 0.06 w/ Mount Pipe 0.00 3.00 FRIG A From Leg 4.00 0.0000 220.00 No Ice 2.39 0.97 0.06 0.00 0.00 FRIG B From Leg 4.00 0.0000 220.00 No Ice 2.39 0.97 0.06 0.00 0.00 FRIG C From Leg 4.00 0.0000 220.00 No Ice 2.39 0.97 0.06 0.00 0.00 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 t11xTower Job Page15 800642 FL West Midway of 31 FDH Infrastructure Services Project Date 6521 Meridian Drive, Suite 107 18SJW 11400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX- (919) 755-1031 Description Face Offset Offsets: Azimuth Placement CAAA C 4A Weight or Type Hom Adjustment Front Side Leg Lateral Vert R 0ft jF ft° K ft f 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 ASU9338TYPOl 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 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/ Mount 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 FHFB A From Leg 4.00 0.0000 220.00 No Ice 3.63 2.39 0.05 0.00 3.00 FHFB B From Leg 4.00 0.0000 220.00 No Ice 3.63 2.39 0.05 0.00 3.00 FHFB C From Leg 4.00 0.0000 220.00 No Ice 3.63 2.39 0.05 0.00 3.00 Sector Mount [SM 1302-31 C None 0.0000 220.00 No Ice 39.23 39.23 1.42 rrr (2) 800 10723K w/ Mount 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 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 (2) ETD819H-I2UB 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 tnxTower Job Page16 800642 FL West Midway of 31 Project Date FDIIInfrastructure Services 6521 Meridien Drive, Suite 107 18SJW 11400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX' (919) 755-1031 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hor_ Adjustment Front Side Leg Lateral Vert n rt rt2 n2 K n ft 0.00 1.00 (2) RRUS-I1 A From Leg 4.00 0.0000 200.00 No Ice 2.52 1.07 0.06 0.00 1.00 (2) RRUS-11 B 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 (2) TBC0020FIVI A From Leg 4.00 0.0000 200.00 No Ice 0.51 0.37 0.01 0.00 1.00 (2)TBC0020F1V1 B From Leg 4.00 0.0000 200.00 No Ice 051 0.37 0.01 0.00 1.00 (2) TBC0020FI V I 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 508-3] C None 0.0000 200.00 No Ice 36.69 36.69 1.78 APXVSPP18-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-C w/ Momt B From Leg 4.00 0.0000 128.00 No Ice 8.26 6.95 0.08 Pipe 0.00 0.00 APXVSPPI8-Cw/Momt 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 ' 800MHZ SMR FILTER B From Leg 4.00 0.0000 128.00 No Ice 0.72 0.36 0.02 0.00 0.00 800MHZ 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 tnxTower Job Page 800642 FL West Midway 17 of 31 Project Date FDH Infrastructure Services 6521 Meridien Drive, Suite 107 18SJW1140O 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX.-(919) 755-1031 Description Face Offset Offsets. Azimuth Placement CAAA CAAA Weight or Type hors Adjustment Front Side Leg Lateral Vert ft ft ft, ft, K (3) ACU-A20-N C From Leg 4.00 0.00 0.00 RRUS 3l B25 A From Leg 4.00 0.00 0.00 RRUS 31 B25 B From Leg 4.00 0.00 0.00 RRUS 31 B25 C From Leg 4.00 0.00 0.00 TTTT65AP-IXRw/Mount A From Leg 4.00 Pipe 0.00 0.00 TTTT65AP-1XR w/ Mount B From Leg 4.00 Pipe 0.00 0.00 TTTT65AP-1XR w/ Mount C From Leg 4.00 Pipe 0.00 0.00 RRUS 82 W/SOLAR A From Leg 4.00 SHIELD 0.00 0.00 RRUS 82 W/SOLAR B From Leg 4.00 SHIELD 0.00 0.00 RRUS 82 W/SOLAR C From Leg 4.00 SHIELD 0.00 0.00 RADAR FILTER A From Leg 4.00 0.00 0.00 RADAR FILTER B From Leg 4.00 0.00 0.00 RADAR FILTER C From Leg 4.00 0.00 0.00 (2) Empty Mount Pipe A From Leg 4.00 0.00 0.00 (2) Empty Mount Pipe B From Leg 4.00 0.00 0.00 (2) Empty Mount Pipe C From Leg 4.00 0.00 0.00 (3) Connect -It V-Frame P/N: C None PVFM(fw)-3-n-mh-2 skt 0.0000 128.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 128.00 I28.00 No Ice 0.07 0.12 No Ice 1.62 1.28 No Ice 1.62 1.28 128.00 No Ice 1.62 1.28 128.00 No Ice 7.18 4.95 128.00 No Ice 7.18 4.95 128.00 No Ice 7.18 4.95 128.00 No Ice 2.98 1.43 I28.00 No Ice 2.98 1.43 128.00 No Ice 2.98 IA3 128.00 No Ice 0.98 0.27 128.00 No Ice 0.98 0.27 128.00 No Ice 0.98 0.27 128.00 No Ice 1.20 1.20 128.00 No Ice 1.20 1.20 128.00 No Ice 1.20 1.20 128.00 No Ice 33.02 33.02 0.00 0.06 0.06 0.06 0.07 0.07 0.07 0.06 0.06 0.06 0.02 0.02 0.02 0.02 0.02 0.02 1.67 WxTower Job Page 800642 FL West Midway 18 of 31 FDHInfrastructure Services Project Date 6521 Mendien Drive, Suite 107 18SJW1140O 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX..- (919) 755-1031 Truss -Leg Properties Section Area Area Self Ice Equiv. Equiv. Leg Designation Ice Weight Weight Diameter Diameter Area Ice in tnt K K in in int 15TL1.5xl/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 18TL2.25x5/8x3/4 2991.0895 2991.0895 1.24 0.00 10.3857 10.3857 11.9282 18TL2.Sx5/8x3/4 3121.1404 3121.1404 1.43 0.00 10.8373 10.8373 14.7262 18TL2.75x5/8x3/4 3252.2380 32521380 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 I8TL2.75x5/8x3/4 3252.2380 3252.2380 1.64 0.00 11.2925 11.2925 17.8187 18TL3x3/4x7/8 3450A886 3450.4886 1.93 0.00 11.9809 11.9809 21.2058 Force Totals Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments, M. Moments, M. K K K Hp- t Hi - t Aip jt Leg Weight 44.38 Bracing Weight 21.98 Total Member Self -Weight 66.36-" x <,}.,. 24.00 26.00-+'.'-u Total Weight 88.80 ' 24.00 26.00 -53.16 Wind 0 deg -No Ice 0.00 -82.03 -11348.02 23.22 Wind 30 deg - No Ice 37.96 -65.92 -9245.69 -5304.13 -28.38 Wind 60 deg - No Ice 62.42 -36.14 -5050.46 -8720.02 -1.08 Wind 90 deg - No Ice 74.01 -0.00 21.22 -10200.40 26.08 Wind 120 deg - No Ice 70.82 40.99 5640.09 -9663.71 52.53 Wind 150 deg - No Ice 41.65 72.31 10006.44 -5712.43 62.30 Wind 180 deg - No Ice -0.00 77.74 10906.97 28.78 49.52 Wind 210 deg -No Ice -37.96 65.92 9293.70 5356.12 28.38 Wind 240 deg - No Ice -66.14 38.28 5342.99 9195.56 1.11 Wind 270 deg - No Ice -74.01 0.00 26.78 10252.40 -26.08 Wind 300 deg -No Ice -67.10 .38.84 -5347.55 9292.16 48.94 Wind 330 deg - No Ice -41.65 -72.31 -9958.44 5764.42 -62.30 Total Weight 88.80 E. 24.00 26.00 -13.29 Wind 0 deg - Service 0.00 -20.51 -2843.01 -0.76 Wind 30 deg - Service 9A9 -16.48 -2317.43 4332.60 -7.09 Wind 60 deg - Service 15.60 -9.03 -1268.62 -2186.57 -0.27 Wind 90 deg - Service 18.50 -0.00 -0.70 -2556.66 6.52 Wind 120 deg - Service 17.71 10.25 1404.01 -2422.49 13.13 Wind 150 deg - Service 10.41 18.08 2495.60 -1434.67 15.57 Wind 180 deg - Service -0.00 19.43 2720.73 0.63 12.38 Wind 210 deg - Service -9.49 16.48 2317.41 1332.47 7.09 Wind 240 deg - Service -16.53 9,57 1329.74 2292.33 0.28 Wind 270 deg - Service -18.50 0.00 0.69 2556.54 -6.52 Wind 300 deg -Service -16.78 -9.71 -1342.90 2316A8 -12.23 Wind 330 de -Service -10.41 -18.08 -2495.62 1434.54 -15.57 Load Combinations tnxTower Job Page19 800642 FL West Midway of 31 Project Date FDHInjrastructure Services 6521 Meridien Drive, Suite 107 18SJW 11400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX. (919) 755-1031 Comb. 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+Wind0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg -Service 31 Dead+Wind 150 deg -Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. jt Type Load Moment Moment Comb. K kipJt kiP)t TI 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 Gin 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 16'0 98'91 68'IOE- Z uoisswdmoZ)mygl l7'0- Sz'£l- 9L'YLZ Si uolsuay nuyq Sa'I 041 - 091 91 00'0 00'0 10'0 91 XA'WW ZO'O ZZ'O 50'0 bi AA'X W 1,0'0- 0I'0- L£'£F 9T Aw*-w ZO'0 ZZ'O Z9'8 bi XFT'XBYQ 00'0 00'0 4I'Sl- 4 uoissazdwoZ)mW 00'0 00'0 E8111 S uolmol n w IeuoBslQ 06'9I- 9I'0- 9L'I ZI XA'XsYQ 10'0- Z6'1I LS'O- z AA'-W 06'9I- SI'0- 66'I I` ZI AF1'Xsw 6E'0 Z4'EI zfz:9z- £ XF *Ww 8£0 LE'EI 98'Y9z- Z uoissaadwoZ xeynl 00'0- 58'01- WOK Si uolsuay Xuyq 8a'1 091 - 081 SS 00'0 00'0 00'0- K XA'nW I0'0 EVO COT- z AA'XEFI 10'0 90'0- L6'9- bZ AYq'XQFI TOT EFO 8L'OI Z XW "W q 00'0 00'0 9I'171- b uoissaidmoD'n W 00'0 00'0 60171 Y U01SU21 WIN Ieuo$ui(I 91'4 ST'O 86'1 4Z XA'WW LOT T8'9- lZ'Z- 9 AA'-FI 8E'Zl- TZ'0- 99'6- zi AFT'Xuw 9I'0- ZZ'6- ZSTLi bi XYd'XBFI ZI'O 86'8 58'E61- z uolsswdwoz),X Vq b0'0- E9'8- 80'9LI SI uolsua.L Ww $1' 08T-ON by 00'0 00'0 00'0- z XA'XsF1 00'0 00'0 ZO'O z AA'WY1 00'0 00'0 60'0 z Aw *WYd 00'0 £0'0- 00'0 Z XFT'Ww 00'0 00'0 60'0- £Z uoissardmoZ y yq 00'0 00'0 4l'0 8 uolsuay nsyq NID doy 00'0 00'0 10'0 91 XA'WYq ZO'O 91'0 b0'O- z AA'-W EO'0- LO'O- 10'IT- 91 ,iFI'Xeyq ZO'O ST'O 9E'6 z XFI'XeY1 00'0 00'0 bZ'ZT- V uoissaidwoo Ww 00'0 00'0 6Z'ZI b uolsuay WIN Iruo8E1(I ZO'O- ZO'O ST'Z 4Z XA MW 00'0- ZZ'O- ISZ- 9 SA MW 09'11- l£'0- ET'S- ZI xw,-FI LOT ES'L LL'6TI- z XFlxeyq LO'O £S'L LL'61I- z uoissaadmo:) mynl 80'0- 8V9- 98'LOT Si U01=1 Xeyq $0'1 ON ON ES 00'0 00'0 90'0- z LA'XuFI 00'0 60'0- 80'0 Z XFI'Ww 00'0 00'O 00'0 1 uolssaxdwoo my'l 00'0 00'0 I FO OI uolsuay WN PTO doy TO'O- 40'0 00'0 zi XA 'WIN iTO 50'0 ZO'O- z AA—Yd 10'0- ZO'0- 6T'9- zi Aw*-w TWO 50'0 91'5 z XFI'Ww 00'0 00'0 46'9- b uoissaxdmoD Wyq 00'0 00'0 88'9 9T UCIM21 WIN IuuoBeiQ 8VO a0'0- I1'0- z XAMW 01'0- 9Z'0- 01'0 O1 LA'-W 8Z'0 40'0- 68'85- Z Aw *nw 01'0- 9Z'O- ZS'LS- OI X441'Ww 8Z'0 40'0- 68'85- Z uoissaidmoyneFl TO'O- TWO LZ'ES SI uolsuay neyq Sx1 OzZ-Ohz u 00'0 00'0 90'0- Z AA'-W 7uamoyy IUMON pool ad,(L Jf ON suylowyl S!XVJOfnyy layxv -aoD uoglpu00 7uauodwoD aogonayg uopaag plop I£0!-SSL (6I6) -XVZ agseo unna o ZIOI-SSL (6I6) rauoyd 6q pau6lsea yuagp 9I9LZ mwo-o yuoN V' laivy L07 agng 'anuQ ualpuayp I ZO 8 L/Z N40 8 6 Z£47 6 OOY L IAVSB b atep yoafad saa1daagalmon4saafulHQd jadta � l£ do OZ ReMP!VY IsaM 1=1 Zb9008 abed qof thX OWer Job Page 800642 FL West Midway 21 of 31 FDHInfrastructureServices Project Date 6521 Meridian Drive, Suite 107 18SJW11400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX: (919) 755-1031 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. jt Type Load Moment Moment Comb. K kip ft lap-Jt Max. Mx 14 271.31 -17.18 -0.46 Max. My 12 -13.26 -0.43 -23.69 Max. Vy 6 0.80 -17.09 0.10 Max. Vx 12 1.11 -0.43 -23.69 Diagonal Max Tension 15 22.29 0.00 0.00 Max. Compression 2 -24.25 0.00 0.00 Max. Mx 14 19.24 0.82 -0.00 Max. My 2 -23.88 -0.25 0.10 Max. Vy 2 -0.12 0.82 0.00 Max. Vx 2 -0.01 0.00 0.00 T7 140 - 120 Leg Max Tension 15 339.42 -17.06 -0.45 Max. Compression 18 -376.37 22.31 -0.05 Max. Mx 2 -376.36 22.39 0.34 Max. My 12 -15.23 -0.43 -23.69 Max. Vy 22 1.87 -21.35 0.34 Max. Vx 12 -1.82 -OA3 -23.69 Diagonal Max Tension 4 24.31 0.00 0.00 Max. Compression 4 -24.19 0.00 0.00 Max. Mx 2 19.01 0.81 0.09 Max. My 12 21.17 0.68 -0.10 Max. Vy 2 -0.12 0.81 0.09 Max. Vx 12 0.01 0.00 0.00 T8 120 -100 Leg Max Tension 15 394.33 -21.48 -0.36 Max. Compression 18 -438.37 15.09 -0.07 Max. Mx 2 -436.83 22.39 0.34 Max. My 12 -20.41 -0.49 -22.21 Max. Vy 3 0.97 22.37 0.35 Max. Vx 12 1.08 -0.49 -22.21 Diagonal Max Tension 4 25.88 0.00 0.00 Max. Compression 4 -26.45 0.00 0.00 Max. Mx 2 17.47 0.77 0.05 Max. My 2 -25.37 -0.34 0.06 Max. Vy 2 -0.12 0.77 0.05 Max. Vx 2 -0.01 0.00 0.00 T9 100 - 80 Leg Max Tension 15 456.03 -15.35 -0.41 Max. Compression 18 -508.47 20.29 -0.04 Max. Mx 2 -508.17 20.33 0.33 Max. My 12 -21.84 -0.49 -22.21 Max. Vy 3 -0.87 20.26 0.34 Max. Vx 12 -1.11 -0.49 -22.21 Diagonal Max Tension 4 26.77 0.00 0.00 Max. Compression 4 -26.88 0.00 0.00 Max. Mx 2 19.77 0.73 0.08 Max. My 12 23.33 0.63 -0.09 Max. Vy 2 -0.12 0.73 0.08 Max. Vx 12 0.01 0.00 0.00 TI O 80 - 60 Leg Max Tension 15 512.74 -19.01 -0.35 Max. Compression 18 -573.52 17.51 -0.06 Max. Mx 2 -571.20 20.33 0.33 Max. My 12 -27.10 -0.61 -21.65 Max. Vy 3 0.74 20.26 0.34 Max. Vx 12 1.08 -0.61 -21.65 Diagonal Max Tension 4 27.21 0.00 0.00 Max. Compression 4 -27.41 0.00 0.00 Max. Mx 2 19.65 0.64 0.06 Max. My 24 23.64 0.58 0.07 Max. Vy 14 0.12 0.63 -0.06 Max. Vx 24 -0.01 0.00 0.00 Tll 60-40 Leg Max Tension 15 567.84 -17.88 -0.36 Max. Compression 18 -637.19 20.41 -0.03 Max. Mx 2 -636.55 20.44 0.20 t"Tfiwer Job Page 800642 FL West Midway 22 of 31 FDH Infrastructure Services Project Date 6521 Meridien Drive, Suite 107 18SJ W 11400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX.- (919) 755-1031 Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip ft Minor Axis Moment kip ft Max. My 12 -28.14 -0.61 -21.65 Max. Vy 2 -0.71 20.44 0.20 Max. Vx 12 -1.24 -0.61 -21.65 Diagonal Max Tension 4 28.31 0.00 0.00 Max Compression 4 -28.72 0.00 0.00 Max. Mx 2 19.95 0.67 0.06 Max. My 24 -14.04 -0.00 0.07 Max. Vy 14 0.13 0.67 -0.06 Max. Vx 12 0.01 0.00 0.00 T12 40-20 Leg Max Tension 15 623.46 -18.62 -0.22 Max Compression 18 -702.51 19.26 -0.09 Max. Mx 14 614.72 -20.88 -0.69 Max. My 12 -34.17 -1.26 -39.50 Max. Vy 6 0.69 -20.82 0.06 Max. Vx 12 2.07 -1.26 -39.50 Diagonal Max Tension 4 28.07 0.00 0.00 Max. Compression 4 -27.88 0.00 0.00 Max. Mx 14 18.47 0.72 -0.05 Max. My 2 -23.95 0.03 0.09 Max. Vy 14 0.14 0.72 -0.05 Max. Vx 2 -0.01 0.00 0.00 T13 20 - 0 Leg Max Tension 15 671.75 -20.56 -0.67 Max. Compression 18 -759.04 0.00 -0.00 Max. Mx 14 664.06 -20.88 -0.69 Max. My 12 -34.84 -1.26 -39.50 Max. Vy 6 -1.57 -20.82 0.06 Max. Vx 12 -2.54 -1.26 -39.50 Diagonal Max Tension 4 30.70 0.00 0.00 Max. Compression 2 -31.99 0.00 0.00 Max. Mx 16 7.48 1.26 -0.15 Max. My 12 26.29 1.10 -0.23 Max. Vy 16 -0.21 1.26 -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 Max. Vert 18 793.46 74.10 -42.81 Max. H. 18 793A6 74.10 -42.81 Max. H. 5 -629.69 -58.00 38.13 Min. Vert 7 -696.04 -65.69 37.97 Min. H, 7 -696.04 -65.69 37.97 Min. H. 18 793.46 74.10 -42.81 Leg Max. Vert 10 790.92 -74.95 -41.23 Max. H, 23 -697.40 66.53 36.57 Max. H. 23 -697.40 66.53 36.57 Min. Vert 23 -697.40 66.53 36.57 Min. H. 10 790.92 -74.95 41.23 Min. H, 10 790.92 -74.95 -41.23 Leg Max. Vert 2 792.72 -1.78 85.68 Max. H. 19 -353.60 5.33 -38.93 Max. H, 2 792.72 -1.78 85.68 Min. Vert 15 -700.37 1.61 -76.08 Min. H. 8 34.52 -5.35 3.14 Min. H. 15 -700.37 1.61 -76.08 tnxf owes Job Page 800642 FL West Midway 23 of 31 Project Date FDHInfrastructure Services 6521 Meridien Drive, Suite 107 18SJW 11400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX.- (919) 755-1031 Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Tower Mast Reaction Summary Load Vertical Shea , Shear, Overturning Overturning Torque Combination Moment, M Moment, M K K K kip- tt kip ft kip ft Dead Only 88.80 -0.00 0.00 24.00 26.00 0.00 1.2 Dead+1.6 Wind 0 deg - No 106.56 0.00 -133.00 -18361.06 26.75 -85.05 Ice 0.9 Dead+1.6 Wind 0 deg - No 79.92 0.00 -133.00 -18368.26 18.95 -85.05 Ice 1.2 Dead+1.6 Wind 30 deg -No 106.56 66.64 -115.69 -15947.55 -9157.99 -45AO Ice 0.9 Dead+1.6 Wind 30 deg -No 79.92 66.64 -115.69 -15954.75 -9165.78 -45AO Ice 12 Dead+1.6 Wind 60 deg - No 106.56 108.96 -63.07 -8778.73 -15154.78 -1.72 Ice 0.9 Dead+1.6 Wind 60 deg - No 79.92 108.96 -63.07 -8785.93 -15162.58 -1.72 Ice 1.2 Dead+1.6 Wind 90 deg - No 106.56 133.27 -0.00 24.36 -18339.46 41.73 Ice 0.9 Dead+1.6 Wind 90 deg - No 79.92 133.27 -0.00 17.16 -18347.26 41.73 Ice 1.2 Dead+1.6 Wind 120 deg- 106.56 114.91 66.50 9219.89 -15828.00 84.05 No Ice 0.9 Dead+1.6 Wind 120 deg- 79.92 114.91 66.50 9212.68 -15835.80 84.05 No Ice 1.2 Dead+1.6 Wind 150 deg- 106.56 66.63 115.69 16000.71 -9150.28 99.68 No Ice 0.9 Dead+1.6 Wind 150 deg - 79.92 66.63 115.69 15993.51 -9158.08 99.68 No Ice 1.2 Dead+1.6 Wind 180 deg - 106.56 -0.00 126.14 17636.17 35.64 79.24 No Ice 0.9 Dead+1.6 Wind 180 deg - 79.92 -0.00 126.14 17628.97 27.85 79.24 No Ice 1.2 Dead+1.6 Wind 210 deg - 106.56 -66.64 115.69 16005.16 9220.38 45.40 No Ice 0.9 Dead+1.6 Wind 210 deg - 79.92 -66.64 115.69 15997.96 9212.58 45.40 No Ice 12 Dead+1.6 Wind 240 deg - 106.56 -114.91 66.51 9227.59 15894.84 1.78 No Ice 0.9 Dead+1.6 Wind 240 deg - 79.92 -114.91 66.51 9220.39 15887.04 1.78 No Ice 1.2 Dead+1.6 Wind 270 deg - 106.56 -133.27 0.00 33.25 18401.86 -41.73 No Ice 0.9 Dead+1.6 Wind 270 deg - 79.92 -133.27 0.00 26.05 18394.06 -41.73 No Ice 1.2 Dead+1.6 Wind 300 deg - 106.56 -108.96 -63.07 -8771.03 15212.73 -78.30 No Ice 0.9 Dead+1.6 Wind 300 deg - 79.92 -108.96 -63.07 -8778.23 15204.93 -78.30 No Ice 1.2 Dead+1.6 Wind 330 deg - 106.56 -66.63 -115.69 -15943.10 9212.68 -99.68 No Ice 0.9 Dead+1.6 Wind 330 deg - 79.92 -66.63 -115.69 -15950.30 9204.88 -99.68 No Ice Dead+Wind 0 deg - Service 88.80 0.00 -20.78 -2849.41 25.30 -13.29 Dead+Wind 30 deg - Service 88.80 10.41 -18.08 -2472.30 -1409.81 -7.09 WxTllwer Job Page24 800642 FL West Midway of 31 Project Date FDHInfrastructure Services 6521 Meridien Drive, Suite 107 18SJW 11400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX- (919) 755-1031 Load Vertical Sheari Shear, Overturning Overturning Torque Combination Moment, M. Moment, M. K K K 7tip- t kip-R kip-lt Dead+Wind 60 deg - Service 88.80 17.03 -9.85 -1352.17 -2346.81 -0.27 Dead+Wind 90 deg- Service 88.80 20.82 -0.00 23.31 -2844.42 6.52 Dead+Wind 120 deg - Service 88.80 17.95 10.39 1460.11 -2452.00 13.13 Dead+Wind 150 deg - Service 88.80 10.41 18.08 2519.61 -1408.61 15.57 Dead+Wind 180 deg- Service 88.80 -0.00 19.71 2775.16 26.69 12.38 Dead+Wind 210 deg - Service 88.80 -10.41 18.08 2520.31 1461.81 7.09 Dead+Wind 240 deg - Service 88.80 -17.95 10.39 1461.31 2504.69 0.28 Dead+Wind 270 deg -Service 88.80 -20.82 0.00 24.70 2896.41 -6.52 Dead+Wind 300 deg -Service 88.80 -17.03 -9.85 -1350.97 2398.11 -12.23 Dead+Wind 330 deg -Service 88.80 -10.41 -18.08 -2471.61 1460.60 -15.57 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error 1 0.00 -88.80 0.00 0.00 88.80 -0.00 0.000% 2 0.00 -106.56 -133.00 -0.00 106.56 133.00 0.000% 3 0.00 -79.92 -133.00 -0.00 79.92 133.00 0.000% 4 66.64 -106.56 -115.69 -66.64 106.56 115.69 0.000% 5 66.64 -79.92 -115.69 -66.64 79.92 115.69 0.000% 6 108.96 -106.56 -63.07 -108.96 106.56 63.07 0.000% 7 108.96 -79.92 -63.07 -108.96 79.92 63.07 0.000% 8 133.27 -106.56 -0.00 -133.27 106.56 0.00 0.000% 9 133.27 -79.92 -0.00 -133.27 79.92 0.00 0.000% 10 114.91 -106.56 66.50 -114.91 106.56 -66.50 0.000% 11 114.91 -79.92 66.50 -114.91 79.92 -66.50 0.000% 12 66.63 -106.56 115.69 -66.63 106.56 -115.69 0.000% 13 66.63 -79.92 115.69 -66.63 79.92 -115.69 0.000% 14 -0.00 -106.56 126.14 0.00 106.56 -126.14 0.000% 15 -0.00 -79.92 126.14 0.00 79.92 -126.14 0.000% 16 -66.64 -106.56 115.69 66.64 106.56 -115.69 0.000% 17 -66.64 -79.92 115.69 66.64 79.92 -115.69 0.000% 18 -114.91 -106.56 66.51 114.91 106.56 -66.51 0.000% 19 -114.91 -79.92 66.51 114.91 79.92 -66.51 0.000% 20 -133.27 -106.56 0.00 133.27 106.56 -0.00 0.000% 21 -133.27 -79.92 0.00 133.27 79.92 -0.00 0.000% 22 -108.96 -106.56 -63.07 108.96 106.56 63.07 0.000% 23 -108.96 -79.92 -63.07 108.96 79.92 63.07 0.000% 24 -66.63 -106.56 -115.69 66.63 106.56 115.69 0.000% 25 -66.63 -79.92 -115.69 66.63 79.92 115.69 0.000% 26 0.00 -88.80 -20.78 -0.00 88.80 20.78 0.000% 27 10.41 -88.80 -18.08 -10.41 88.80 18.08 0.000% 28 17.03 -88.80 -9.85 -17.03 88.80 9.85 0.000% 29 20.82 -88.80 -0.00 -20.82 88.80 0.00 0.000% 30 17.95 -88.80 10.39 -17.95 88.80 -10.39 0.000% 31 10.41 -88.80 18.08 -10AI 88.80 -18.08 0.000% 32 -0.00 -88.80 19.71 0.00 88.80 -19.71 0.000% 33 -10.41 -88.80 18.08 10.41 88.80 -18.08 0.000% 34 -17.95 -88.80 10.39 17.95 88.80 -10.39 0.000% 35 -20.82 -88.80 0.00 20.82 88.80 -0.00 0.000% 36 -17.03 -88.80 -9.85 17.03 88.80 9.85 0.000% 37 -10.41 -88.80 -18.08 10.41 88.80 18.08 0.000% CTf wer Jab Page 800642 FL West Midway 25 of 31 Project Date FDH Infrastructure Services 6511 Meridien Drive, Suite 107 18SJW 11400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX.: (919) 755-1031 Maximum Tower Deflections - Service Wind Section Elevation Hom. Gov. Tilt Twist No. Deflection Load ft in Comb. 0° Tl 245 - 240 6.086 34 0.2466 0.0209 T2 240 - 220 5.826 34 0.2459 0.0208 T3 220 - 200 4.805 34 0.2326 0.0190 T4 200 -180 3.865 33 0.2057 0.0159 T5 180 - 160 3.035 33 0.1792 0.0133 T6 160 -140 2.327 33 0.1477 0.0109 T7 140 - 120 1.745 33 0.1225 0.0091 T8 120 - 100 1.263 33 0.1013 0.0075 T9 100 - 80 0.868 33 0.0792 0.0060 T10 80 - 60 0.560 33 0.0608 0.0046 T11 60 - 40 0.321 33 0.0453 0.0033 T12 40-20 0.146 33 0.0295 0.0021 T13 20 - 0 0.036 33 0.0134 0.0008 Critical Deflections and Radius of Curvature -Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0ft 245.00 Beacon 34 6.086 0.2466 0.0209 347791 243.75 Platforn Extension 34 6.021 0.2464 0.0209 347791 242.50 Platform Extension 34 5.956 0.2463 0.0208 347791 220.00 (2)ADFD1820-3333B-XDM w/ 34 4.805 0.2326 0.0190 57395 Mount Pipe 200.00 (2) 800 10723K w/ Mount Pipe 33 3.865 0.2057 0.0159 42156 128.00 APXVSPPI8-Cw/Mourn Pipe 33 1.445 0.1098 0.0081 54188 125.00 Sidenarker 33 1.375 0.1066 0.0079 55885 Maximum Tower Deflections Design Wind Section Elevation Hom.. Gov. Tilt Twist No. Deflection Load ft in Comb. Tl 245-240 38.600 3 1.5644 0.1339 T2 240 - 220 36.949 3 1.5601 0.1328 T3 220-200 30.467 3 1A755 0.1213 T4 200 - 180 24.503 16 1.3037 0.1018 T5 180 - 160 19.246 16 1.1346 0.0850 T6 160 - 140 14.759 16 0.9351 0.0700 T7 140 - 120 11.066 16 0.7757 0.0584 T8 120 - 100 8.015 16 0.6414 0.0480 T9 100 - 80 5.512 16 0.5019 0.0386 TI O 80 - 60 3.558 16 0.3853 0.0297 TII 60-40 2.039 16 0.2868 0.0213 T12 40 - 20 0.929 16 0.1868 0.0131 T13 20 - 0 0.228 16 0.0848 0.0054 WxTower Job 800642 FL West Midway Page 26 of 31 FDHInfrastructureServiceN 6521 Meridien Drive, Suite 107 Project 18SJW 11400 Date 14:32:18 04/12/18 Raleigh, North Carolina 17616 Phone: (919) 755-1012 FAX.- (919) 755-1031 Client Crown Castle Designed by dcraft Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature fl Comb. in 245.00 Beacon 3 38.600 1.5644 0.1339 54516 243.75 Platform Extension 3 38.187 1.5636 0.1337 54516 242.50 Platform Extension 3 37.774 1.5627 0.1334 54516 220.00 (2) ADFD1820-3333B-XDM wl 3 30.467 1.4755 0.1213 9028 Mount Pipe 200.00 (2)80010723K w/Mount Pipe 16 24.503 1.3037 0.1018 6612 128.00 APXVSPP I 8-C w/ Mount Pipe 16 9.168 0.6951 0.0521 8562 125.00 Sidemarker 16 8.725 0.6752 0.0506 8832 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria Na. Type Grade Of Loadper Load Load Ratio ft in Bolts Bolt K Allowable 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 t 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 I 6.94 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 5.99 29.82 0.201 1 Bolt Tension Diagonal A325N 0.6250 2 "6.14 12.24 0.502 1 Member Block Shear Top Girt A325N 0.6250 2 0.07 12.24 0.006 1 Member Block Shear T4 200 Leg A325N 0.7500 18 9.73 29.82 0.326 1 Bolt Tension Diagonal A325N 0.6250 2 7.04 12.24 0.576 1 Member Block Shear T5 180 Leg A325N 0.8750 18 13.36 40.59 0.329 1 Bolt Tension Diagonal A325N 0.6250 2 7.57 12.43 0.609 1 Bolt Shear T6 160 Leg A325N 0.8750 18 15.26 40.59 0.376 1 Bolt Tension Diagonal A325N 0.7500 2 12.13 17.89 0.678 1 Bolt Shear T7 140 Leg A325N 0.8750 18 18.86 40.59 0.465 1 Bolt Tension Diagonal A325N 0.7500 2 12.16 17.89 0.679 I Bolt Shear T8 120 Leg A325N 0.8750 18 21.91 40.59 0.540 1 Bolt Tension Diagonal A325N 0.7500 2 13.22 17.89 0.739 1 Bolt Shear T9 100 Leg A325N 1.0000 18 25.33 53.01 0.478 1 Bolt Tension Diagonal A325N 0.7500 2 13.44 17.89 0.751 1 Bolt Shear T10 80 Leg A325N 1.0000 18 28.49 53.01 0.537 1 Bolt Tension Diagonal A325N 0.7500 2 13.70 17.89 0.766 1 Bolt Shear Tll 60 Leg A325N 1.0000 18 31.55 53.01 0.595 1 Bolt Tension Diagonal A325N 0.7500 2 14.36 17.89 0.803 1 Bolt Shear T12 40 Leg A325N 1.1250 18 34.64 58.71 0.590 1 Bolt Tension >11, Diagonal A325N 0.7500 2 14.04 17.89 0.784 1 Bolt Shear T13 20 Diagonal A325N 0.7500 2 16.00 17.89 0.894 1 Bolt Shear tnxTowei Job Page 800642 FL West Midway 27 of 31 Project Date FDHInfrastructure Services 6521 Meridien Drive, Suite 107 18SJWI1400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX. (919) 755-1031 Compression Checks Leg Design Data Compression Section Elevation Size L L„ KI/r A P. gyp„ Ratio No. P. ft ft ft lot K K OP Tl 245 -240 2 1/2 5.00 5.00 96.0 4.9087 -8.74 112.60 0.078 K=1.00 72 240-220 21/2 20.00 5.00 96.0 4.9087 -58.89 112.60 0.523' K=L00 T3 220-200 15TL1.5xl2x5/8 20.03 10.02 40.0 5.3014 -119.78 212.23 0.564' K=1.00 T4 200-180 15TL1.75xl2x5/8 20.03 10.02 34.3 7.2158 -193.85 297.97 0.651' K=1.00 T5 180-160 15TL1.75xl/2x5/8 20.03 10.02 34.3 7.2158 -264.85 297.97 0.889' K=1.00 T6 160 - 140 18TL2x5/8x3/4 20.03 20.03 48.0 9.4248 -301.89 362.90 0.832' K=1.00 T7 140 - 120 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.9282 -376.37 476.08 0.791 ' K=1.00 T8 120 - 100 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.9282 -438.37 476.08 0.921 ' K=1.00 T9 100 -80 18TL2.5x5/8x3/4 20.03 20.03 38.4 14.7262 -508.47 603.04 0.843 ' K=1.00 T10 80-60 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 -573.51 743.67 0.771' K-1.00 Tll 60-40 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 -637.19 743.67 0.857' K=1.00 T12 40-20 1STL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 -702.51 743.67 0.945 K=1.00 T13 20-0 18TL3x3/4x7/8 20.03 20.03 32.5 21.2057 -759.04 895.57 0.848� K=1.00 I P„ / �P„ controls Truss -Leg Diagonal Data Section Elevation Diagonal Size Ld KI1r V. A V. W Stress T4 200 -180 0.5 1.67 136.1 324.71 0.1963 2.21 2.93 0.754 T5 180- 160 0.5 1.67 136.1 324.71 0.1963 1.76 2.93 0.601 T6 160 -140 0.625 2.40 156.9 430.59 0.3068 1.11 2.93 0.378 T7 140 -120 0.625 2.39 156.2 544.96 0.3068 1.91 2.96 0.646 T8 120 - 100 0.625 2.39 156.2 544.96 0.3068 1.10 2.96 0.372 T9 100 - 80 0.625 2.38 155.4 672.79 0.3068 1.12 2.98 0.375 T10 80-60 0.625 2.37 154.7 814.08 0.3068 1.08 3.01 0.360 TI1 60-40 0.625 2.37 154.7 814.08 0.3068 1.25 3.01 0.415 T12 40-20 0.625 2.37 154.7 814.08 0.3068 2.08 3.01 0.690 T13 20-0 0.75 2.36 128.3 968.83 0.4418 2.55 6.30 OA04 6fmr���([owel Job 800642 FL West Midway Page 28 of 31 Project 18SJW11400 Date 14:32:18 04/12/18 FDH Infrastructure Services 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Phone: (919) 755-1012 FAX.- (919) 755-1031 Client Crown Castle Designed by dcraft Diagonal Design Data (Compression) Section Elevation Size L L. KI1r A P. OP„ Ratio No. P ft ft ft in' K K W. Tl 245-240 L2l/2x21/2xl/4 7.81 3.63 96.6 1.1900 4.40 25.73 0.171' K=1.09 72 240-220 L21/2x212xl/4 7.81 3.63 96.6 1.1900 -6.94 25.73 0.270' K=1.09 T3 220-200 L3x3xl/4 12.50 5.41 112.3 1.4400 -12.24 25.28 0.484' K=1.02 T4 200 - 180 L3x3xl/4 13.80 6.14 123A 1.4400 -14.09 21.35 0.660' K=0.99 T5 180 - 160 L3 1/20 12xl/4 14.50 6.56 115.0 1.6900 -15.14 28.53 0.531' K=1.01 T6 160 - 140 L5x5x3/8 23.86 11.23 132A 3.6100 -24.25 46.56 0.521 ' K=0.97 T7 140 - 120 L5x5x3/8 25.01 11.85 138.0 3.6100 -24.19 42.80 0.565 ' K=0.96 T8 120 - 100 L5x5x3/8 26.26 12.50 144.1 3.6100 -26.45 39.29 0.673' K=0.95 T9 100 - 80 L5x5x3/8 27.59 13.19 150.5 3.6100 -26.88 36.02 0.746' K=0.94 TIO 80-60 L5x5x3/8 29.01 13.92 157.2 3.6100 -27.41 33.02 0.830' K=0.93 Tll 60-40 L5x5x3/8 30.49 14.67 164.1 3.6100 -28.72 30.28 0.949' K=0.92 T12 40-20 L5x5x3/8 32.02 15.45 171.3 3.6100 -27.88 27.79 1.003' K-0.91 4.8.1 (1.00 CR) - 152 T13 20-0 L.6x6x7/16 33.61 16.25 153.5 5.0600 -31.99 48.53 0.659' K=0.94 ' P. / OP„ controls Top Girtbesign Data Compression Section Elevation Site L L. KI/r A P. Ratio No. P ft ft ft in' K K Ap- 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 u / r1P„ controls Tension Checks Leg Design Data Tension &x �+ ower Jab Pa g e 800642 FL West Midway 29 of 31 Project Date FDHInfrastructure Services 6521 Mendien Drive, Suite 107 18SJW I1400 14:32:18 04/12/18 Raleigh, North Carolina 17616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX.- (919) 755-1031 Section No. Elevation ft Size L ft L. ft KI/r A W P. K OP„ K Ratio P. OP. Tl 245-240 21/2 5.00 5.00 96.0 4.9087 6.34 220.89 0.029' T2 240-220 21/2 20.00 5.00 96.0 4.9087 53.27 220.89 0.241' T3 220-200 15TL1.5x1/2x5/8 20.03 10.02 40.0 5.3014 107.86 238.57 0.452' T4 200 - 180 15TL1.75xl/2x5/8 20.03 10.02 34.3 7.2158 175.08 324.71 0.539' T5 180 - 160 15TLI.75xl/2x5/8 20.03 10.02 34.3 7.2158 240.44 324.71 0.740' T6 160 - 140 18TL2x5/8x3/4 20.03 20.03 48.0 9.4248 274.76 430.59 0.638 ' T7 140 - 120 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.9282 339.42 544.96 0.623' T8 120 - 100 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.9282 394.33 544.96 0.724' T9 100-80 18TL2.5x5/8x3/4 20.03 20.03 38.4 14.7262 456.02 672.79 0.678' T10 80-60 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 512.74 814.08 0.630' T11 60-40 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 567.84 814.08 0.698' T12 40-20 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 623.46 814.08 0.766' T13 20-0 18TL3x3/4x7/8 20.03 20.03 32.5 21.2057 671.75 968.83 0.693' 1 P. / �P„ controls Truss -Leg Dlagonal Data __ Section Elevation Diagonal Size La KI/r V. A V. OV, Stress No. it it K in' K K Ratio T4 200 - 180 0.5 1.67 136.1 324.71 0.1963 2.21 2.93 0.754 T5 180 - 160 0.5 1.67 136.1 324.71 0.1963 1.76 2.93 0.601 T6 160 - 140 0.625 2.40 156.9 430.59 0.3068 1.11 2.93 0.378 T7 140 - 120 0.625 2.39 156.2 544.96 0.3068 1.91 2.96 0.646 T8 120 - 100 0.625 2.39 156.2 544.96 0.3068 1.10 2.96 0.372 T9 100 -80 0.625 2.38 155.4 672.79 0.3068 1.12 2.98 0.375 T10 80 - 60 0.625 2.37 154.7 814.08 0.3068 1.08 3.01 0.360 T11 60 -40 0.625 2.37 154.7 814.08 0.3068 1.25 3.01 0.415 T12 40 - 20 0.625 2.37 154.7 814.08 0.3068 2.08 3.01 0.690 T13 20-0 0.75 2.36 128.3 968.83 OA418 2.55 6.30 0.404 Diagonal Design Data Tension Section No. Elevation ft Size L ft L. fl Kl/r A in' P. K. ✓1P, K Ratio P. V. TI 245-240 L2 1/2x2 1/2xl/4 7.81 3.63 58.8 0.7519 4.19 36.80 0.114' 72 240-220 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 12.29 45.98 0.267' T4 200 -180 I.3x3x1/4 13.80 6.14 82.0 0.9394 14.09 45.98 0.306' T5 180 - 160 L3 1/20 12xl/4 14.50 6.56 74.5 1.1269 14.83 55.16 0.269' T6 160 - 140 L5x5x3/8 23.86 11.23 88.3 2.4614 22.29 120.49 0.185 ' T7 140 - 120 L5x5x3/8 25.01 11.85 93.0 2.4614 24.31 120A9 0.202' T8 120 - 100 L5x5x3/8 26.26 12.50 98.0 2.4614 25.88 120A9 0.215' T9 100-80 L5x5x3/8 27.59 13.19 103.3 2.4614 26.77 120.49 0.222' T10 80-60 L5x5x3/8 29.01 13.92 108.9 2.4614 27.21 120A9 0.226' Tll - 60-40 L5x5x3/8 30.49 14.67 114.7 2.4614 28.31 120A9 0.235' T12 40-20 L5x5x3/8 32.02 15.45 120.7 2.4614 28.07 120.49 0.233' T13 20-0 L6x6x7/16 33.61 16.25 105.8 3.5079 30.70 171.71 0.179' MxTowe`r Job Page ,[ 800642 FL West Midway 30 of 31 FDH Infrastructure Services Project Date 6521 Meridien Drive, Suite 107 18SJW I1400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX (919)755-1031 1 P � / V, controls Top Girt Design Data (Tension) Section Elevation Size L L. K11r A P. �P„ Ratio No. P. ft ft ft int K K W. TI 245-240 L6x6x7/16 6.00 5.52 37.2 3.5489 1.55 173.72 0.009t T2 240-220 L6x6x7/l6 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 0.14 45.98 0.003 t 1 P ll / OP. controls Section CarliacitY Table Section Elevation Component Size Critical P opdi- % Pass No. ft Type Element K K Capacity Fail Tl 245 -240 Leg 2 1/2 3 -8.74 112.60 7.8 Pass T2 240-220 Leg 21/2 15 -58.89 112.60 52.3 Pass T3 220-200 Leg ISTL1.5xl/2x5/8 43 -83.99 212.23 86.9 Pass T4 200 - 180 Leg 15TL1.75xl/2x5/8 61 -156.84 297.97 75.4 Pass T5 180-160 Leg ISTL1.75xl/2x5/8 78 -264.85 297.97 88.9 Pass T6 160 - 140 Leg 18TL2x5/8x3/4 93 -301.89 362.90 83.2 Pass T7 140 - IN Leg 18TL2.25x5/8x3/4 100 -376.37 476.08 79.1 Pass T8 120 - 100 Leg 18TL2.25x5/8x3/4 109 -438.37 476.08 92.1 Pass T9 100-80 Leg 18TL2.5x5/8x3/4 118 -508A7 603.04 84.3 Pass T10 80-60 Leg 18TL2.75x5/8x3/4 127 -573.51 743.67 77.1 Pass Tit 60-40 Leg 18TL2.75x5/8x3/4 136 -637.19 743.67 85.7 Pass T12 40-20 Leg 18TL2.75x5/8x3/4 145 -702.51 743.67 94.5 Pass T13 20-0 Leg 18TL3x3/4x7/8 154 -759.04 895.57 84.8 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 L21/2x21/2xl/4 23 -6.94 25.73 27.0 Pass 55.8 (b) T3 220-200 Diagonal L3x3xl/4 53 -12.24 25.28 48.4 Pass 50.2 (b) T4 200 - 180 Diagonal L3x3xl/4 68 -14.09 21.35 66.0 Pass T5 180-160 Diagonal L31/201/2xl/4 89 -15.14 28.53 53.1 Pass 60.9 (b) T6 160 - 140 Diagonal L5x5x3/8 98 -24.25 46.56 52.1 Pass 67.8 (b) T7 140 - 120 Diagonal L5x5x3/8 107 -24.19 42.80 56.5 Pass 67.9 (b) T8 120 - 100 Diagonal L5x5x3/8 116 -26.45 39.29 67.3 Pass 73.9 (b) T9 100 - 80 Diagonal L5x5x3/8 125 -26.88 36.02 74.6 Pass 75.1 (b) T10 80-60 Diagonal L5x5x3/8 134 -27.41 33.02 83.0 Pass Tll 60-40 Diagonal L5x5x3/8 143 -28.72 30.28 94.9 Pass T12 40-20 Diagonal L5x5x3/8 152 -27.88 27.79 100.3 Fail T13 20-0 Diagonal L6x6x7/16 161 -31.99 48.53 65.9 epos 89.4 (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 MxT'ewer Job Page31 800642 FL West Midway of 31 FDH Infrastructure Services Project Date 6521 Meridian Drive, Suite 107 18SJW 11400 14:32:18 04/12/18 Raleigh, North Carolina 27616 Client Designed by Phone: (919) 755-1012 Crown Castle dcraft FAX.- (919) 755-1031 Section Elevation Component Size Critical P op� . % Pass Na. ftt Type Element K K Capacity Fail T3 220-200 Top Girt L3x3z1/4 48 -0.09 24.53 0.4 Pass 0.6 (b) Summary Leg(T12) 94.5 Pass Diagonal 100.3Fail. (1`12) Top Girt 12.5 Pass (TO Bolt Checks 89.4 Pass RATING = 100.3 Fail Program Version 7.0.5.1 - 2/1/2016 File:C:/tlsers/dcraft/Desktop/My Projects/Crown/2018/04/SA/FU800642_FL West Midway/18SM1400-STASOO_TMO/A.0/Analysis/ReportedTower/800642, West Midway.eri 245 Ft Self Support Tower Structural Analysis Project Number 18SJWI1400, Application 425007, Revision 0 APPENDIX B BASE LEVEL DRAWING April 12, 2018 CC/ BU No 800642 Page 9 tnxTower Report - version 7.0.5.1 i ' (INSTILIID) MSZLLIID) iJ 1) 3/B' TO /4 TO 11) 1-5/9' .3 11,/) 13) 1-5B' 128 RLL TO 128 R 1 245 Ft Self Support Tower Structural Analysis Project Number 18SJW11400, Application 425007, Revision 0 APPENDIX C ADDITIONAL CALCULATIONS April 12, 2018 M BU No 800642 Page 10 tnxTower Report - version 7.0.5.1 Anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Site Data BU#:600642 t Site Name: IFILVVESTMIDWAY „—_ ? ;G App: 435607.Rev: 0 Anchor Rod Data Qty: % 6 Diam: ; -2 ..=-, Rod Material: OStrength rIksil Fu): 105 Yield (Fy): 81 * Rod Circle: 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, rl '' ' 0.55 ".;? Detail Type Uplift, Pu. `:."_70d - kips Shear, Vu. 76 ; '#;I kips I": in Mu = 0.65*1ar*V ft-kips Anchor Rod Results: Max Rod (Cu+ Vu/n): 139.7 Kips Allowable Axial, O*Fu*Anet: 210.0 Kips Anchor Rod Stress Ratio: 66.5% 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): (V„/�Rn )z+ VRAR J + (MJ$Rem)12 < = 1 a o _ o of)EI �Rw �*0.45*F.b*Ab= kips A A B° ° �Rnt=�*Fu*Anet= kips �Rnm 0Fy*Z= ft-kips SECTION A -A SECTION B-a Detail Type (a) Detail Type (b) 7z=d.9a n * o-vd C C D o00 D Caere �` cm+ercia SECTION C-C SECTION D-D Detail Type '(c) Detail Type (d) Maximum Acceptable Ratio: 105' % (See Note 1 batc ) }Z=O.sd Governing Stress Ratio: 66.5% Pass Figure 4.4 of TIA-222-G CCI SST Anchor Rod Check-TIA G-Rev 5 2.2.12 Drilled Pier Foundation BN#: Site Name: App. Number: 890042 r,<` :I 4 West Midwa: 42500ReV: Rs: TIA-222 Revison: Tower Type: ,`'t,4, el Sup ott r' • Comp. Uplift Moment ki ft Axial Force kl s s;°` 793 . '. '.��700 Shear Force (kips) ,+.:7vrx `86 50ft Ext. Above Grade `,§,,;„a .f0,8'. ft Pier Section 1 From 0.8'eb.. Arad. to 50'belowgrade Pier Diameter s-2vva:. S it Reba 'Duanti ';°a,•ri26 Rebar Size .: Clear Cover to Ties _°:,t „. 29 in Tie Size soli Lateral Capacity Comoression Uplift 0wu'(k.from TOG( 27.81 27.81 c.'S611,5afet 1`203 ; 14.72 16.65 "" ' ,- MaxitvlomenF ki -fs , s.754,46• 649,77' 9.0% 8.0% Soil Vertical Capacity Compression uplift SkirirErldlom(ki s' 1035.14 1 808.05 r1,. .. En`d-BearingJit 786.95 might o `cbncretedki's 965.38 124.04 =nu• n,rx .TotalC4pa4tytdps)j 1822.08 932.09 1 ? i•.. Axiak Kia1 958.38 700.00 •"=e •.Rahn 52.6% 1 75.1% Reinforced Concrete Capacity Compression Uplift .;i tCrltlta Re thi(ft*oKTCC) 1 28.60 24.99 l'ktp`rft . ;754.46 =':..'- , 649.77-tg 'i.�:='srltltaf+Mttme'ot CrclCr4itgtMothentCa aci".. „5000:07_'.." 2045.40;-, 15.1% 1 31.8% Suit antis attlon Rflttng 75.1 % :Structural Foundation RatIngi 31.8% Groundwater Depth a; 6,� ift # of Layers I c C cCAlaSTLEw ' .. r �Ye*`*,.:It, av n _�. Top " -^ r °;Bottom i' ° „ t° Thickne55 a,§ftft'g4 r #V Y ew s- Cohestonr ; s '°""5v ^Angle of 3' Fr 4fiotike'eeJ t +7- Calculated :: U LrmateSktn� f tan Co Calculatetf ^ t7ltlmata Skid! frlcttonU ltffd Ultlrpafe Skin Frlctlan Com¢ Ow 'rld�e®T 4s k5f a( % �#rr •t "' *^°° Ultimat¢S�Cdi(r Frimf nHt hi over ide le d*•,: UltaGross 'Reading"e °IA-Capacity",fount s ksf .. xi ".( t.." .ps"W` 8'SPT 81oW ',•s '9x a r xe•`.. ... '" I -' r < ' s ";�i'- SaB Ty�/og ,;� e , .q SS _.,°a. h ,,.'C'+Y '1. 0'.u;=s'r"?•.:3 3 ,T .15 150 ,.7t „776 77 '<0 0,000` .+ 0:000' % ,`+.,000 'east, '-,.�.0;00 Cohesionless .. ; •, r2 3 =":"-: ' .°`=4 1 .x" :;115 150 77r. . ,0 , ui .a° 31 -°, „;` =Oi000 , *'. • = 0;00 Coheslonless '°.• 4=1x::5 2 :i"190 150-14'*_' �;0 :. 'Po•."30:....:a�0.000 "�<•fiD:00D " 059 '„ r:0:53 Cohesionless .'4 6?,7r=:42 6=;t447'.6 87.6 :€isi :'.•.O:6 4i_,:`0:44%,:-, P•5i0.44D ,,+'d°.4t069.^.' 10:89 Cohesive •5 12 ; .. •„17 5 4*.e::4746 87.6 '0 ,, .,"a :?;.'429 :bra'°: 0:000. ,- =.D,000 ;4I;APOiiA5Q ram.... f. ,.10,38 Cohesionless .r 46. 17 fix•_"-,:r"'.23 6 P*.47;6 87.6 av`--..: .. =0,6 +6•^,'..1r # `a.0 ;g"=0.4401 ° _:0:44D ""^":Oi69 , , '':'669 Cohesive 7 23'=",a •^i28 5,.i:":62i6 87.64:•54.' -•.0,",:,°.,H, C136 trF x", +„.O:OO 74, „;°:OAO e''. .'1t$6 ,,.:. °*VIXG Cohesionless °<•-"8 28 x::33 5,."+r.67?6 87.U-,\ , ,; F. i' '11,-'IPWTn79 Cohesionless 33 ""?�-*s.#',,36 5..ems;:-8Z'6 87.6'vy s":",.0 if_ ,+"a," 36 0.00_ .a _-'Z53 z�., 01' LAI'90 Cohesionless "•_ .10 38^x n-'43 577767:6 87.6,E,r°,+4"a°0 :ii. d .38: ;°�*ae;`.0,00 `<r',^ r. x0,00$3:' vt2167 T+ A:ex2!00 Cohesionless "" 13 43 ` _?•",..;48 5 .. - _5Zz6 87.6 ,di.. x °.,.. D. ; % ;,33.; ° f.; ;0,00:` - &,-0100 ;5•.?'a "1 78 -= _ _ 1i33 Cohesionless 48 w :„ %-;'50 2 p, �. 6260. i.' ,IA36 '`«+"".w� IRUO':, �.. °-, MOO17w,113713 Cohesionless Version 1.1.3 Modified e -VELL7CITEL ENOIN EENaNO INNLINATION FDH Veiodbu-6521 Mealtllen OMe, Raleigh, NC 27516-Gh 919.755.1012-Fax 919.755.1031 ie. , Project Number: ,18$JW11400 Site Name: FL West Midway Site ID: 800642 Code ANSI/FIA-222-G Water Table Depth (ft) 6 Caisson Diameter (ft) :6 Calsson Length (it) SDB Ext. Above Grade (ft) D.8 " Frost Depth (ft) Neglected Depth (ft) Total# of Soil Layers Boring Lag Foundation Type " ".Self -Support Caisson < A+mr.. 6a .Iwtamw.saon.... button L5 tssl,z CN:e 311312027 LPILE 2016 FoundationInputs -File was last Imported on 04-12-2018 at 14:36:41 Reaction MaximumAllowable t Deflection Pass%Fall ReacUnn' (in) 71n Momen[ J,797,205 Axial ,- 793' Tensile .`.700 1115)• PASS Full Wind Deflection. b:g a .MomentFe,ng ..74+S67k* k-ft. Compression a ,793 k Momenttewon ° 649.77 k-ft Tension 900 Ik Soil Parameters Geotechnical Investigation Soil Parameters for LPILE INPUT Layer Thickness (ki per Unit weight, 8 ".Ipaj PhlAngle 1 Cohesion (14- Sui(Type, Top of Layer .:Bottom of ,. teyef. (ft) Phf Angle l9 ' Cohesion iPsf) 15akweUnftWeis ht,' ,.. Be iPfi 1 : 3 ,- I: 110 w"0giecl negl@4f,,Y Sand (Reese) 0.8 38 _0.001 - 110 2 - 1 `i..:. 135 , m, 31 '0:"° Sand (Reese) 3.8 4.8 :31 0 115 3 1- .,. °^: .':: 1.101 a30`w. '. 0.r;; Sand(Reese) :. ;.... 4.8 6:8 30 <.. 0 I10:.. 4 6a-4: - 110' `:i0 ° I 8004r.r `Mod. Stiff Clay without Free Water 6.8 12.8 0' 800 47.6 5 $� 310 129 o a Sand (Reese) 12.8 17.8 29 0 47.6 6 6 ". 110 '" I'1) Boo Mod. Stiff Clay without Free Water 17.8 '23.8 0 800 47.6 7 5 = 125 :36 0-;: Sand(Reese) 23:8 28.8 36 0 62,6 8 5 130 _ . 18 0', Sand (Reese) 28.8 33.8 38 0 67.6 9 5 130 38 0" Sand (Reese) 33.8 38.8 38, 0 67.6 10 5.. 130 38 D, Sand (Reese) 38.8 43.8 38 0 67.6 11 S 120 1 33 0 Sand (Reese) 43.8 48.8 33, 0 57.6 12 1 2 1 125 1 36 0 Sand (Reese) 48.8 50.8 36 1 0 62.6 J' Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev For G Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data BU#: 800642 Site Name: FL West Midway App #: 425007 Rev. 0 Loads Already Factored For M (WL): 00 For P (DL): 1.00 Pier Pier Diameter = 6.0 ft Concrete Area = 4071.5 in Clear Cover to Tie= 2.90 in Horiz. Tie Bar Size= 4 Vert. Cage Diameter= 5.34 ft Vert. Cage Diameter = 64.07 in Vertical Bar Size =0 Bar Diameter = 1.13 in Bar Area = 1 in Number of Bars = 26 As Total= 26 inZ Rho: 0.0064 0.64% 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: 1 0.33% Flexural Provided Rho: 0.64% oK Ref. Shaft Max Axial Capacities. cb Max(Pn orTn): Max Pu = (T=0.65) Pn. Pn per ACI 318 10-2 7963.65 Ikips at Mu=(cD=0.65)Mn= 4160.22 ft-kips Max Tu, =0.9 Tn = 1 1404 kips 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 754,46' .'_ 793 Comp. ' Note: Max Shaft Superimposed Moment does not necessarily equal to the shaft top reaction moment Load Factor Shaft Factored Loads 1.00 Mu: Pu: 7146 ft-kips kips 1.00 793 Concrete Comp. strength, fc= 1W 4000 psi Reinforcement yield strength, Fy 60 ksi Reinforcing Modulus of Elasticity, E = 29000 ksi Reinforcement yield strain = 0.00207 Limiting compressive strain 71 ACI318 Code Select Analysis ACI Code 2008' Solve <— Press Upon Completing All Input Run), , Results: Governing Orientation Case: 2 Case 1 Case 2 Dist. From Edge to Neutral Axis: 14.50 in Extreme Steel Strain, et: 0.0110 et > 0.0050, Tension Controlled Reduction Factor,(p: 0.900 Output Note: Negative Pu=Tension For Axial Compression, (p Pn = Pu: 713.70 kips Drilled Shaft Moment Capacity, TMn: 5000.07 ft-kips Drilled Shaft Superimposed Mu: 754.46 ft-kips (Mu/(pMn, Drilled Shaft Flexure CSR: Drilled —Shaft —Moment —Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 4/1212018 F• r 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. 0 Loads Already Factored For M (WL): 1 1.00 For P DL : 1.00 Concrete: Pier Diameter = ft Concrete Area = 4071.5 in Clear Cover to Tie `%1,2i90 in Horiz. Tie Bar Size Vert. Cage Diameter = 5.34 ft Vert. Cage Diameter = 64.07 in Vertical Bar Size" ?9 Bar Diameter = 1.13 in Bar Area = 1 in Number of Bars =. As Total= 26 in A s/ 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:j 0.33% Flexural Provided Rho: 1 0.64% OK Ref. Shaft Max Axial Capacities (b Max(Pn or Tn): Max Pu = ((p=0.65) Pn. Pn per ACI 318 10-2 7963.65 kips at Mu=(c,=0.65)Mn= 4160.22 ft-kips Max Tu, (p=0.9) Tn = 1404 kips at Mu=c�=(0.90)Mn= 1 0.00 ft-kips Maximum Shaft Superimposed Forces TIA Revision Max. Factored Shaft Mu:fiTM7=7 Max. Factored Shaft Pu: Max Axial Force Type:io-t t�M. ft-kips (* Note) kips 0`; - ' Note: Max Shaft Superimposed Moment does not necessarily equal to the shaft top reaction moment Load Factor Shaft Factored Loads 1.00 Mud Pu: 649.77 ft-kips 1 kips 1.00 700 Concrete Comp. strength, fc IWO30 1 psi Reinforcement yield strength, Fy = ksi Reinforcing Modulus of Elasticity, E =29Q00, ksi Reinforcement yield strain = 0.00207 Limiting compressive strain 7555-. e'' ACI 318 Code Select Analysis ACI <— Press Upon Completing All Input Results: Governing Orientation Case: 2 Mu Case 1 Case 2 Dist. From Edge to Neutral Axis: 6.65 Extreme Steel Strain, et: 0.0276 in et > 0.0050, Tension Controlled Reduction Factor,(p: 0.900 Output Note: Negative Pu=Tension For Axial Compression, (p Pn = Pu:-630.00 kips Drilled Shaft Moment Capacity, TMn: 2046.40 ft-kips Drilled Shaft Superimposed Mu: 649.77 ft-kips (Mu/(pMn, Drilled Shaft Flexure CSR: 31.8% Drilled —Shaft —Moment —Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 4/12/2018