Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
FEASIBILITY STRUCTURAL ANALYSIS
fermi-t- IZO(o= Markland Consulting Group.t,,. September 18, 2012 Mr. Scott Hoagland Markland Consulting Group 3601 Wedgewood Circle Lagrange, KY 40031 (502)377-2902 Subject. Carrier Designation GTP Designation PASS (Bracing, 73% capacity) SCANNED BY St. Lucie County Feasibility Structural Analysis AT&T, Co -location Site Number: 152-1053 Site Name: FP50 Site Number: FL-5653 Site Name: Fort Pierce Vertical Solutions, Inc. PO Box 579 130 ir®vertical SEP 2 1 2012 Holly Springs, NC 27540 (888)321-6167 onerationsna,verticalso lutions-inc. c om Engineering Firm Designation Vertical Solutions Project: 121625, Revision 2 Site Data 6080 Peterson Road, Fort Pierce, St. Lucie County, P'L 34947 Latitude: N27126' 27.0"±; Longitude: W080° 23' 13.0"t Elevation: 20-ft, Topography Category: 1; Exposure Category: "C"; Risk Category II; Site Class "D"; 220-ft Self -Supporting Latticed Tower Dear Mr. Hoagland, To your request, we present our structural analysis. Our work indicates that with the proposed appurtenance configuration, the tower will satisfy the structural strength requirements of ANSI/TIA-222-G-2005, Structural Standard for Antenna Supporting Structures and Antennas and the 2010 Florida Building Code (local building code) for: • 140-mph nominal wind speed (three -second gust, Vied) / 180-mph ultimate wind speed (three -second gust, V I,) • Earthquake design parameters and loading, per USGS Ground Motion Parameter Calculator and industry standard, respectively, including: o Ss = 0.069; S 1 = 0.029 However, the foundation strength could not be evaluated due to lack of foundation design drawings and geotechnical report. We recommended the foundation design drawings and geotechnical report be provided to complete a rigorous structural analysis. All equipment and modifications proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We trust you find our work satisfactory. Please do not hesitate to call should you have any questions. Sincerely, #JOA-- Matthew E. Reeves, E.I. Structural Engineer in Training Reviewed by: AVF 2002 Production Drive, Apex, NC 27539 Michael L. Lassiter, S.E., P.E., C.W.I. structural Engineer, Civil Engineer, Certified Weld Inspector & President FL PE License No.: 64097 oq/Ig/2.012. 19) 321-1768 admin@verticalsolutions-inacom 220 ft Self -Supporting Latticed Tower VSi Project 121625, Revision 2 Table 1: Existing, Proposed and Reserved Appurtenance Configuration September 17, 2012 GTP No. FL-5653 Page 2 of 2 Elevation Carrier Mount Equipment ,Coax Location' AGL, ft Side Arm - 220 Pipe 190 Side Arm 177 I -Beam 140 Metro PCS T-Frames 6 Decibel 95OG65VTZE-M 6 1-5/8 Face B 129 2 Tie Back Angles 100 I -Beam (9) Kathrein 80010765 K (2) 318 Fiber 125 AT&T Sector Frames (12) RR US 11 (4) 7/8 Power Face C 2 Ra ca DC2-48-60-18-8F 1. See Sheet QP-P, coax configuration plan for location. Table 2: Serviceability Requirements: Limit State Deformationsl Elevation AGL ft . Equipment , Twist .—.. , de - n_ Sway de Deflection (in) Ieflection _ Result Limit (is ,--, 220 Structure 0.00 1 0.21 8.2 79.20 O. K. I. See program output for supporting details. 2. Per TIA-222-0 Section 2.8.2.1 rotation about the vertical axis (twist) or any horizontal axis (sway) of the structure shall not exceed 4 degrees. 3. Per TIA-222-G Section 2.8.2.2 horizontal displacement shall not exceed 3%of the height of the structure. Table 3: Tower Structure Results, Percent Capacity Utilized' Elevation;(ft)_ ,.°:Legs;_ _ _Result __ �i3iracmg,�__ Result„ . 220 to 200 18 O. K. 10 O. K. 200 to 175 20 O. K. 17 O. K. 175 to 150 25 O. K. 25 O. K. 150 to 125 29 O. K. 39 O. K. 125 to 100 28 O. K. 60 O. K. 100 to 75 40 O. K. 64 O. K. 75 to 50 41 O. K. 67 O. K. 50 to 25 51 O. K. 71 O. K. 25 to 0 50 O. K. 73 O. YL 1. Utilization of 105%or less considered acceptable Table 4: Feasibility Foundation Results, Percent Capacity Utilized" 3 ° -'Com `onent°°'° ° I)esf nsReaction Analysis —Reaction" °'Percent 'Utilized I Result� Uplift(kip) 587 271.8 46 O. K. Compression(kip) 637 309.2 48 O. K. Shear(kip) 118 38.8 33 O. K. I. Percent capacity utilization based on comparison of design reaction to analysis reaction. 2. Design reactions have been multiplied by 1.35 per section 15.5.1 of TIA-222-G for feasibility structural analysis. 3. Foundation design documents and geotechnical report are required for rigorous structural analysis. Attachments: • Project History • Sheet QP-P, Coax configuration plan • Program input and output — wind • Tower improvement drawings [For Construction] 2002 Production Drive, Apex, NC 27539 Ph: (888) 321-6167 Fax: (919) 321-1768 verOns ical lutions execute & deliver' Project History,121625, Revision 0 - Fort Pierce (FL-5653) VSi File ID° p �u Description „ gFora k 20121205_TDD_FL-5653.pdf FWT J. Ford / Tower Design Drawings 20120605_SAR_ FL-5653.pdf AT&T Structural Analysis Report 20120619_PED_ FL-5653.pdf Vertical Solutions / Preliminary Engineering Design Markland Consulting Group Table Note: Files name format YYYYMMDD-XXX-ZZZZZZ.pdf Where: YYYY=year MM=month DD=day published/issued XXX--file describer ZZZZZZ=ITP Site ID 121625 PH.doc - Page 1 of 1 LEG C LEG A 0000 o a (18) 7/8 - PROPOSED (2) 318 FIBER- PROPOSED (4) 7/8 POWER - PROPOSED TO 125 FT (AT&T) COAX CONFIGURATION PLAN -125 FT SCALE: t" — V-0" limell d" FORT PIERCE FL-5653 6380 PETERSON RD. FORT PIERCE, FL 34947 (FORT PIERCE COUNTY) 1 8-13-12 PSAR 0 8-10-12 P5AR REV DATE: Issued For: DRAWN BY: MER CHECKED BY: AVF 5HEET NUMBER: QP-P REVISION: V51N:1.2IG25 Markland Consulting Group, LEG B 3601 Wedgewood Circle Lagrange, KY 40031 Office (502) 377-2902 Fax (502) 225-6106 PLAN5 PREPARED BY: vertical 2002 Production Drive lutionS Apex, 27539 Office: .(888)8)321-6167 Fax: (919) 321-1768 mrso ` TSTower - v 5.2.0 Tower Analysis Program .Licensed to: Vertical Solutions, Inc. (c) 1997-2010 TowerSoPt www.TSTower.com Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:53:29 PM Engineer: MER Design Standard: ANSI(rIA-222-&2005 Add.2 Basic10fnd Speed (No Ice) =140.0 (mph) 20.0( Basicl^find Speed (Vfith Ice) =30.0 (mph) Design Ice Thickness = 0.00 (in) Structure Class =11 Exposure Category = C 25.0[ Topographic Category= 1 Sot. Length Top W. Bot1^fdth (ft) (in] (in) 1 25.00 310.00 341.25 25,0E 2 25.00 278.75 310.00 3 25.00 247.50 27835 4 25.00 216.25 247.50 5 25.00 105.00 216.25 6 25.00 153.75 185.00 7 25.00 122.50 153.75 25.01 8 25.00 91.25 122.50 9 20.00 66.25 91.25 MAXIMUM BASE REACTIONS Download (Kips) 309.2 Uplift (Kips) 271.8 Shear (Kips) 30.8 Appendix 1 25.0E PA-11I1 25.0 C 25.01 4 TSTower - v 5.2.0 Tower Analysis Program (a) 1997-2010 TowerSoft www.TSTower.com Licensed to: Vertical Solutions, Inc. Apex, NC, USA -, File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: HER Section A: PROJECT DATA Project Title: 121625 - Revision 1 Customer Name: AT&T Mobility Site: FL-5653 (Fort Pierce) Contract No.: Revision: 1 Engineer: MER Date: Aug 13 2012 Time: 01:42:48 PM Design Standard: ANSI/TIA-222-G-2005 Addendum 2 GENERAL DESIGN CONDITIONS Start wind direction: 0.00 (Deg) End wind direction: 330.00 (Deg) Increment wind direction: 30.00 (Deg) Elevation above ground: 0.00(ft) Gust Response Factor Gh: 0.85 Structure class: II Exposure category: C Topographic category: 1 Material Density: 490.1(lbs/ft'3) Young's Modulus: 29000.0(ksi) Poisson Ratio: 0.30 Weight Multiplier: 1.00 Minimum Bracing Resistance as per 4.4.1 WIND ONLY CONDITIONS: Basic Wind Speed (No Ice): 140.00(mph) Directionality Factor Kd: 0.85 Importance Factor I: 1.00 Wind Load Factor: 1.60 Dead Load Factor: 1.20 Dead Load Factor for Uplift: 0.90 WIND AND ICE CONDITIONS: Basic Wind Speed (With Ice): 30.00(mph) Directionality Factor Kd: 0.85 Wind Load Importance Factor Iw: 1.00 Ice Thickness Importance Factor Ii: 1.00 Ice Thickness: 0.00(in) Ice Density: 56.19(lbs/ft"3) Wind Load Factor: 1.00 Dead Load Factor: 1.20 Ice Load Factor: 1.00 WIND ONLY SERVICEABILITY CONDITIONS: Serviceability Wind Speed: 60.00(mph) Directionality Factor Kd: 0.85 Importance Factor I: 1.00 Wind Load Factor: 1.00 Dead Load Factor: 1.00 Analysis performed using: TowerSoft Finite Element Analysis Program Page A 1 ' TSTower - v 5.2.0 Tower Analysis Program Licensed to: Vertical Solutions, Inc. (c) 1997-2010 TowerSoft www.TSTower.Com Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: MER Section D: TRANSMISSION LINE DATA Transmission Lines Position No. Bot E1 Top E1 Desc. (ft) (ft) 1 5.00 140.00 LDF7P-50A 2 5.00 125.00 LDFSP-50A 3 5.00 125.00 LDF2-SO Transmission Lines Details No. Desc. Width Dep (in) (i 1 LDF7P-50A 2.01 2.0 2 LDFSP-50A 1.10 1.1 3 LDF2-50 0.43 0.4 Radius n) AZ. Orient. No. No. of Vert. Antenna (ft) Rows 8.06 60.00 60.00 6 2 No 6.16 180.00 170.00 4 1 No 8.18 180.00 190.00 2 1 No th Unit Mass Line Spacing Row Spacing (lb/ft) (in) (in) 1 0.92 2.000 2.000 0 0.33 1.500 1.500 3 0.08 0.500 0.500 Page D 1 User Ka TSTower - v 5.2.0 Tower Analysis Program (a) 1997-2010 TowerSoft www.TSTower.com Licensed to: Vertical Solutions, Inc. i Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: MER Section F: POINT LOAD DATA Structure Azimuth from North:0.00 POINT LOADS No. Description Elev. Radius Azim. Orient. Vertical Tx Line Comments Offset (ft) (ft) (Deg) (Deg) (ft) 1 (1) Empty Side Arm Mount 220.00 0.00 0.0 0.0 0.00 2 (1) Empty Pipe Mount 220.00 0.00 0.0 0.0 0.00 3 (1) Empty Side Arm Mount 190.00 0.00 0.0 0.0 0.00 4 (1) Empty I -Beam Mount 177.00 0.00 0.0 0.0 0.00 5 (6) DS95OC65VTZE-M 140.00 0.00 0.0 0.0 0.00 Metro PCS (0.85) 6 T-Frames 140.00 0.00 0.0 0.0 0.00 Metro PCS 7 (2) Tie Back Angles 129.00 0.00 0.0 0.0 0.00 8 (9) Kathrein 600-10765K 125.00 0.00 0.0 0.0 0.00 AT&T (0.8) 9 (12) RRUS-11 125.00 0.00 0.0 0.0 0.00 AT&T (0.8) 10 (2) DC6-48-60-18-8F 125.00 0.00 0.0 0.0 0.00 AT&T (1.0) 11 Sector Frames 125.00 0.00 0.0 0.0 0.00 AT&T 12 (1) Empty I -Beam Mount 100.00 0.00 0.0 0.0 0.00 POINT LOADS WIND AREAS AND WEIGHTS No. Description Frontal Lateral Frontal Lateral Weight Weight Gh Bare Area Bare Area Iced Area Iced Area Bare Iced (ft"2) (ft"2) (ft"2) (ft"2) (Kips) (Kips) 1 (1) Empty Side Arm Mount 1.50 1.50 1.50 1.50 0.05 0.05 0.85 2 (1) Empty Pipe Mount 2.00 2.00 2.00 2.00 0.03 0.03 0.85 3 (1) Empty Side Arm Mount 1.50 1.50 1.50 1.50 0.05 0.05 0.85 4 (1) Empty I -Beam Mount 10.00 10.00 10.00 10.00 0.10 0.10 0.85 5 (6) DB950G65VTZE-M 19.33 19.33 22.70 22.70 0.06 0.21 0.85 6 T-Frames 21.00 21.00 27.00 27.00 1.25 1.75 0.85 7 (2) Tie Back Angles 4.00 4.00 4.00 4.00 0.02 0.02 0.85 8 (9) Kathrein 800-10765K 62.35 62.35 66.54 68.54 0.62 1.06 0.85 9 (12) RRUS-11 28.22 28.22 31.58 31.58 0.65 0.91 0.85 10 (2) DC6-48-60-18-8F 4.44 4.44 5.10 5.10 0.06 0.09 0.85 11 Sector Frames 24.00 24.00 30.00 30.00 1.50 2.00 0.85 12 (1) Empty I -Beam Mount 12.00 12.00 12.00 12.00 0.15 0.15 0.85 Page F 1 ' TSTower - v 5.2.0 Tower Analysis Program Licensed to: Vertical Solutions, Inc. (c) 1997-2010 TowerSoft www.TSTower.com Apex, NC, USA File: L:\2012\1625_Ft. PierCe_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: HER Section H: STRUCTURE DISPLACEMENT DATA Load Combination Max Envelope Wind Direction Maximum displacements Node Elev. N-S Disp W-E Disp Vert.Disp N-S Rot W-E Rot Twist (ft) (in) (in) (in) (Deg) (Deg) (Deg) ill 220.0 8.2 8.0 0.0 0.21 0.21 0.00 108 215.0 7.9 7.8 0.0 0.29 0.28 -0.09 105 210.0 7.6 7.5 0.0 0.30 0.30 -0.07 102 205.0 7.3 7.2 0.0 0.28 0.28 -0.02 99 200.0 7.0 6.9 0.0 0.25 0.24 0.00 96 193.8 6.7 6.6 0.0 0.26 0.25 -0.02 93 187.5 6.4 6.3 0.0 0.26 0.26 -0.03 90 181.3 6.0 5.9 0.0 0.26 0.26 -0.01 87 175.0 5.7 5.6 0.0 0.24 0.23 0.00 84 168.8 5.4 5.3 0.0 0.24 0.24 -0.01 81 162.5 5.1 5.0 0.0 0.24 0.24 -0.01 78 156.3 4.7 4.7 0.0 0.23 0.22 0.00 75 150.0 4.4 4.4 0.0 0.21 0.21 0.00 72 143.8 4.2 4.1 0.0 0.21 0.21 -0.01 69 137.5 3.9 3.6 0.0 0.22 0.22 -0.02 66 131.3 3.6 3.6 0.0 0.22 0.22 -0.01 62 125.0 3.3 3.3 0.0 0.21 0.20 -0.01 56 112.5 2.6 2.7 0.0 0.19 0.19 0.00 50 100.0 2.3 2.2 0.0 0.17 0.17 0.00 44 87.5 1.8 1.8 0.0 0.15 0.15 0.00 38 75.0 1.4 1.4 0.0 0.14 0.14 0.00 32 62.5 1.1 1.0 0.0 0.12 0.12 0.00 26 50.0 0.7 0.7 0.0 0.10 0.10 0.00 20 37.5 0.5 -0.5 0.0 0.08 0.08 0.00 14 25.0 0.3 -0.3 0.0 0.06 0.06 0.00 8 12.5 0.1 -0.1 0.0 0.04 -0.04 0.00 3 0.0 0.0 0.0 0.0 0.00 0.00 0.00 Page H 1 TSTower - v 5.2.0 Tower Analysis Program (c) 1997-2010 TowerSoft www.TSTower.com Licensed to: Vertical Solutions, Inc. Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: MER Section L: STRENGTH ASSESSMENT SORTED DATA Load Combination Max Envelope Wind Direction Maximum Sec Pnl Elev. MType Desc. Len kl/r Gov. Gov. Max Max Asses. comp. tens. Compr. Tens. Ratio cap. cap. (ft) (ft) (Kips) (Kips) (Kips) (Kips) 9 4 215.00 Leg PIPE 2.875x0.203 5.01 126.9 23.5 53.6 0.5 0.3 0.02 9 3 210.00 Leg PIPE 2.875x0.203 5.01 126.9 23.5 53.6 1.4 1.0 0.06 9 2 205.00 Leg PIPE 2.875x0.203 5.01 126.9 23.5 53.6 2.7 2.2 0.11 9 1 200.00 Leg PIPE 2.875x0.203 5.01 126.9 23.5 53.6 4.2 3.6 0.18 8 4 193.75 Leg PIPE 4.500x0.337 6.26 101.5 82.0 82.3 6.4 5.5 0.08 8 3 187.50 Leg PIPE 4.500x0.337 6.26 101.5 82.0 82.3 9.3 7.9 0.11 8 2 181.25 Leg PIPE 4.500x0.337 6.26 101.5 82.0 82.3 12.5 10.7 0.15 8 1 175.00 Leg PIPE 4.500x0.337 6.26 101..5 82.0 82.3 16.0 13.8 0.20 7 4 168.75 Leg PIPE 5.563x0.375 6.26 81.7 136.8 121.7 20.2 17.4 0.15 7 3 162.50 Leg PIPE 5.563x0.375 6.26 81.7 136.8 121.7 25.0 21.5 0.18 7 2 156.25 Leg PIPE 5.563x0.375 6.26 81.7 136.8 121.7 29.9 25.6 0.22 7 1 150.00 Leg PIPE 5.563x0.375 6.26 81.7 136.8 121.7 34.8 30.1 0.25 6 4 143.75 Leg PIPE 6.625x0.432 6.26 68.3 208.6 220.2 40.1 34.6 0.19 6 3 137.50 Leg PIPE 6.625x0.432 6.26 68.3 208.6 220.2 46.4 39.6 0.22 6 2 131.25 Leg PIPE 6.625x0.432 6.26 68.3 208.6 220.2 53.8 45.6 0.26 6 1 125.00 Leg PIPE 6.625x0.432 6.26 68.3 208.6 220.2 61.3 52.3 0.29 5 2 112..50 Leg PIPE 8.625x0.500 12.52 52.2 349.7 277.5 66.9 54.5 0.20 5 1 100.00 Leg PIPE 8.625x0.500 12.52 52.2 349.7 277.5 91.4 76.7 0.28 4 2 87.50 Leg PIPE 8.625x0.500 12.52 52.2 349.7 352.0 115.5 98.5 0.33 4 1 75.00 Leg PIPE 8.625x0.500 12.52 52.2 349.7 352.0 140.2 120.9 0.40 3 2 62.50 Leg PIPE 10.750x0.500 12.52 41.4 464.6 419.7 164.7 142.9 0.35 3 1 50.00 Leg PIPE 10.750x0.500 12.52 41.4 464.6 419.7 189.2 164.8 0.41 2 2 37.50 Leg PIPE 10.750x0.500 12.52 41.4 464.6 507.1 213.7 186.6 0.46 2 1 25.00 Leg PIPE 10.750x0.500 12.52 41.4 464.6 507.1 238.4 208.5 0.51 1 2 12.50 Leg PIPE 12.750x0.500 12.52 34.6 570.0 606.1 262.9 230.1 0.46 1 1 0.00 Leg PIPE 12.750x0.500 12.52 34.6 570.0 606.1 267.8 251.9 0.50 9 4 215.00 Diag PIPE 2.375x0.154 7.64 110.8 18.1 16.6 0.6 0.6 0.04 9 3 210.00 Diag PIPE 2.375x0.154 8.05 114.1 17.5 16.6 0.9 0.9 0.06 9 2 205.00 Diag PIPE 2.375x0.154 6.46 117.5 16.8 16.6 1.3 1.3 0.08 9 1 200.00 Diag PIPE 2.375x0.154 8.89 121.8 15.9 16.6 1.6 1.6 0.10 8 4 193.75 Diag PIPE 2.875x0.203 10.10 116.7 26.7 21.8 2.3 2.3 0.11 8 3 187.50 Diag PIPE 2.875x0.203 10.62 120.4 25.5 21.8 2.7 2.7 0.12 8 2 181.25 Diag PIPE 2.875x0.203 11.15 127.5 23.3 21.8 3.2 3.2 0.15 8 1 175.00 Diag PIPE 2.875x0.203 11.69 134.7 21.2 21.8 3.6 3.6 0.17 7 4 168.75 Diag PIPE 3.500x0.216 12.25 117.1 34.8 25.0 4.9 4.9 0.19 7 3 162.50 Diag PIPE 3.500x0.216 12.81 120.2 33.5 25.0 5.3 5.2 0.21 7 2 156.25 Diag PIPE 3.500x0.216 13.39 126.3 31.0 25.0 5.6 5.6 0.22 7 1 150.00 Diag PIPE 3.500x0.216 13.97 132.5 28.6 25.0 5.9 5.9 0.24 6 4 143.75 Diag PIPE 4x0.226 14.55 119.4 40.7 27.0 6.9 6.9 0.25 6 3 137.50 Diag PIPE 4x0.226 15.14 124.1 38.4 27.0 8.4 8.4 0.31 6 2 131.25 Diag PIPE 4x0.226 15.74 129.6 35.7 27.0 10.2 10.1 0.38 6 1 125.00 Diag PIPE 4x0.226 16.34 135.1 33.2 27.0 10.6 10.6 0.39 5 2 112.50 Diag PIPE 4x0.226 15.04 119.4 40.7 27.0 16.0 16.0 0.59 5 1 100.00 Diag PIPE 4x0.226 15.41 122.5 39.2 27.0 16.1 16.1 0.60 4 2 87.50 Diag PIPE 4x0.226 15.80 126.2 37.3 27.0 17.0 17.0 0.63 4 1 75.00 Diag PIPE 4x0.226 16.21 130.1 35.5 27.0 17.3 17.3 0.64 3 2 62.50 Diag PIPE 4x0.226 16.63 132.8 34.2 27.0 17.6 17.6 0.65 3 1 50.00 Diag PIPE 4x0.226 17.07 136.9 32.3 27.0 18.1 18.1 0.67 2 2 37.50 Diag PIPE 4x0.226 17.52 141.0 30.4 27.0 18.7 18.7 0.69 2 1 25.00 Diag PIPE 4x0.226 17.98 145.3 28.7 27.0 19.0 19.0 0.71 1 2 12.50 Diag PIPE 4x0.226 18.45 148.6 27.4 27.0 19.6 19.6 0.73 1 1 0.00 Diag PIPE 4x0.226 18.94 152.9 25.9 27.0 18.5 18.5 0.71 9 4 215.00 Horiz L2 1/2x2 1/2x3/16 5.52 119.2 13.7 20.2 0.2 0.2 0.02 Page L 1 TSTower - v 5.2.0 Tower Analysis Program (c) 1997-2010 TowerSoft www.TSTower.com Licensed to: Vertical Solutions, Inc. Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: MER 8 4 193.75 Horiz L2 1/2x2 1/2x3/16 7.60 148.4 9.2 20.2 0.2 0.2 0.02 7 4 168.75 Horiz L3 1/2x3 1/2xl/4 10.21 145.3 18.1 24.2 0.5 0.5 0.03 6 4 143.75 Horiz L4x4xl/4 12.81 154.6 18.3 18.9 0.2 0.3 0.01 5 2 112.50 Horiz PIPE 2.375x0.154 7.71 114.2 17.5 18.4 13.6 13.6 0.78 5 1 100.00 Horiz PIPE 2.375x0.154 8.36 119.1 16.5 18.4 9.6 9.6 0.58 4 2 87.50 Horiz PIPE 2.875x0.203 9.01 113.2 27.8 24.2 10.5 10.4 0.43 4 1 75.00 Horiz PIPE 2.875x0.203 9.66 117.3 26.5 24.2 11.1 11.0 0.45 3 2 62.50 Horiz PIPE 2.875x0.203 10.31 121.8 25.1 24.2 11.7 11.6 0.48 3 1 50.00 Horiz PIPE 2.875x0.203 10.96 130.0 22.5 24.2 12.4 12.3 0.55 2 2 37.50 Horiz PIPE 3.500x0.216 11.61 116.4 35-.1 25.8 13.1 13.0 0.51 2 1 25.00 Horiz PIPE 3.500x0.216 12.27 119.8 33.7 25.8 13.7 13.6 0.53 1 2 12.50 Horiz PIPE 3.500x0.216 12.92 125.5 31.4 25.8 14.5 14.4 0.56 1 1 0.00 Horiz PIPE 3.500x0.216 13.57 132.2 28.7 25.8 13.9 13.8 0.54 5 2 112.50 P1anH1 L2x2xl/4 7.71 237.2 3.8 7.5 0.1 0.1 0.02 5 1 100.00 P1anHl L2x2xl/4 8.36 257.2 3.2 7.5 0.1 0.1 0.02 4 2 87.50 P1anH1 L2x2xl/4 9.01 277.2 2.8 7.5 0.1 0.1 0.02 4 1 75.00 P1anHl L2x2xl/4 9.66 297.3 2.4 7.5 0.1 0.1 0.03 3 2 62.50 P1anH1 L2x2xl/4 10.31 317.3 2.1 7.5 0.1 0.1 0.04 3 1 50.00 P1anH1 L2x2xl/4 10.96 337.3 1.9 7.5 0.1 0.1 0.04 2 2 37.50 P1anH1 L2x2xl/4 11.61 357.4 1.7 7.5 0.1 0.1 0.05 2 1 25.00 P1anH1 L2x2xl/4 12.27 377.4 1.5 7.5 0.1 0.1 0.06 1 2 12.50 P1anH1 L2x2xl/4 12.92 397.4 1.3 7.9 0.1 0.1 0.07 1 1 0.00 PlanHl L2x2xl/4 13.57 417.5 1.2 7.9 0.1 0.1 0.07 Page L 2 TSTower - v 5.2.0 Tower Analysis Program (c) 1997-2010 TowerSoft www. TSTower.com Licensed to: Vertical Solutions, Inc. - Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Modela\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: MER Section M: SECTION PROPERTIES DATA Sec Pan Memb. Steel Conn. Bolts Bolt Bolt End Gusset kl/r Comp Tens Bolt Bear. Block Type Grade Type Bolts Size Grade Dist. Thick. Cap. Cap. Cap. Cap. Shear (in) (in) (in) (Kips) (Kips) (Kips) (Kips) (Kips) 9 4 Leg A53 gr.B Tension 4 0.625 A325X 0.938 N/A 126.9 23.5 53.6 82.3T N/A N/A 9 4 Diag A53 gr.B Bolted 2 0.625 A325X 0.938 0.394 110.8 18.1 34.0 30.45 16.6 N/A 9 4 Horiz A53 gr.B Bolted 2 0.625 A325X 0.938 0.394 119.2 13.7 23.8 30.45 20.2 20.7 9 3 Leg A53 gr.B Tension 4 0.625 A325X 0.938 N/A 126.9 23.5 53.6 82.3T N/A N/A 9 3 Diag A53 gr.B Bolted 2 0.625 A325X 0.938 0.394 114.1 17.5 34.0 30.45 16.6 N/A 9 2 Leg A53 gr.B Tension 4 0.625 A325X 0.938 N/A 126.9 23.5 53.6 82.3T N/A N/A 9 2 Diag A53 gr.B Bolted 2 0.625 A325X 0.938 0.394 117.5 16.8 34.0 30.45 16.6 N/A 9 1 Leg A53 gr.B Tension 4 0.625 A325X 0.938 N/A 126.9 23.5 53.6 82.3T N/A N/A 9 1 Diag A53 gr.B Bolted 2 0.625 A325X 0.938 0.394 121.8 15.9 34.0 30.45 16.6 N/A 8 4 Leg A53 gr.B Tension 4 0.625 A325X 0.938 N/A 101.5 82.0 138.9 82.3T N/A N/A 8 4 Diag A53 gr.B Bolted 2 0.625 A325X 0.938 0.394 116.7 26.7 53.6 30.45 21.6 N/A 8 4 Horiz A53 gr.B Bolted 2 0.625 A325X 0.938 0.394 148.4 9.2 23.8 30.45 20.2 20.7 8 3 Leg A53 gr.B Tension 4 0.625 A325X 0.938 N/A 101.5 82.0 138.9 82.3T N/A N/A 8 3 Diag A53 gr.B Bolted 2 0.625 A325X 0.938 0.394 120.4 25.5 53.6 30.45 21.8 N/A 8 2 Leg A53 gr.B Tension 4 0.625 A325X 0.938 N/A 101.5 82.0 138.9 82.3T N/A N/A 8 2 Diag A53 gr.B Bolted 2 0.625 A325X 0.938 0.394 127.5 23.3 53.6 30.45 21.8 N/A 8 1 Leg A53 gr.B Tension 4 0.625 A325X 0.938 N/A 101.5 82.0 138.9 82.3T N/A N/A 8 1 Diag A53 gr.B Bolted 2 0.625 A325X 0.938 0.394 134.7 21.2 53.6 30.45 21.8 N/A 7 4 Leg A53 gr.B Tension 4 0.750 A325X 1.125 N/A 81.7 136.8 192.5 121.7T N/A N/A 7 4 Diag A53 gr.B Bolted 2 0.750 A325X 1.125 0.394 117.1 34.8 70.3 43.75 25.0 N/A 7 4 Horiz A53 gr.B Bolted 2 0.750 A325X 1.125 0.394 145.3 18.1 46.2 43.75 29.0 24.2 7 3 Leg A53 gr.B Tension 4 0.750 A325X 1.125 N/A 81.7 136.6 192.5 121.7T N/A N/A 7 3 Diag A53 gr.B Bolted 2 0.750 A325X 1.125 0.394 120.2 33.5 70.3 43.75 25.0 N/A 7 2 Leg A53 gr.B Tension 4 0.750 A325X 1.125 N/A 81.7 136.8 192.5 121.7T N/A N/A 7 2 Diag A53 gr.B Bolted 2 0.750 A325X '1.125 0.394 126.3 31.0 70.3 43.75 25.0 N/A 7 1 Leg A53 gr.B Tension 4 0.750 A325X 1.125 N/A 81.7 136.8 192.5 121.7T N/A N/A 7 1 Diag A53 gr.B Bolted 2 0.750 A325X 1.125 0.394 132.5 28.6 70.3 43.75 25.0 N/A 6 4 Leg A53 gr.B Tension 4 1.000 A325X 1.500 N/A 68.3 208.6 264.9 220.2T N/A N/A 6 4 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 119.4 40.7 84.4 59.55 27.0 N/A 6 4 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 154.6 18.3 53.1 59.55 29.8 18.9 6 3 Leg A53 gr.B Tension 4 1.000 A325X 1.500 N/A 68.3 208.6 264.9 220.2T N/A N/A 6 3 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 124.1 38.4 84.4 59.55 27.0 N/A 6 2 Leg A53 gr.B Tension 4 1.000 A325X 1.500 N/A 68.3 208.6 264.9 220.2T N/A N/A 6 2 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 129.6 35.7 84.4 59.55 27.0 N/A 6 1 Leg A53 gr.B Tension 4 1.000 A325X 1.500 N/A 68.3 208.6 264.9 220.2T N/A N/A 6 1 Diag A53 gr.S Bolted 2 0.875 A325X 1.313 0.394 135.1 33.2 84.4 59.55 27.0 N/A 5 2 Leg A53 gr.B Tension 4 1.125 A325X 1.686 N/A 52.2 349.7 401.9 277.5T N/A N/A 5 2 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 119.4 40.7 64.4 59.55 27.0 N/A 5 2 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 114.1 17.5 34.0 59.55 18.4 N/A 5 2 PlanHl A36 Bolted 1 0.500 A325N 0.750 0.394 237.2 3.8 25.4 7.95 8.3 7.5 5 1 Leg A53 gr.B Tension 4 1.125 A325X 1.688 N/A 52.2 349.7 401.9 277.5T N/A N/A 5 1 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 122.5 39.2 84.4 59.55 27.0 N/A 5 1 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 119.1 16.5 34.0 59.55 18.4 N/A 5 1 P1anH1 A36 Bolted 1 0.500 A325N 0.750 0.394 257.2 3.2 25.4 7.95 8.3 7.5 4 2 Leg A53 gr.B Tension 4 1.250 A325X 1.875 N/A 52.2 349.7 401.9 352.OT N/A N/A 4 2 Diag A53 gr.S Bolted 2 0.875 A325X 1.313 0.394 126.2 37.3 84.4 59.55 27.0 N/A 4 2 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 113.2 27.8 53.6 59.55 24.2 N/A 4 2 P1anH1 A36 Bolted 1 0.500 A325N 0.750 0.394 277.2 2.8 25.4 7.95 8.3 7.5 4 1 Leg A53 gr.B Tension 4 1.250 A325X 1.875 N/A 52.2 349.7 401.9 352.OT N/A N/A 4 1 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 130.1 35.5 84.4 59.55 27.0 N/A 4 1 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 117.3 26.5 53.6 59.55 24.2 N/A 4 1 P1anH1 A36 Bolted 1 0.500 A325N 0.750 0.394 297.3 2.4 25.4 7.9S 8.3 7.5 Page M 1 TSTower - v 5.2.0 Tower Analysis Program Licensed to: Vertical Solutions, Inc. (c) 1997-2010 TOwerSOft www.TSTower.com Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: MER 3 2 Leg A53 gr.B Tension 4 1.375 A325X 2.063 N/A 41.4 464.6 507.1 419.7T N/A N/A 3 2 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 132.8 34.2 84.4 59.5S 27.0 N/A 3 2 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 121.8. 25.1 53.6 59.5S 24.2 N/A 3 2 P1anH1 A36 Bolted 1 0.500 A325N 0.750 0.394 317.3 2.1 25.4 7.9S 8.3 7.5 3 1 Leg A53 gr.B Tension 4 1.375 A325X 2.063 N/A 41.4 464.6 507.1 419.7T N/A N/A 3 1 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 136.9 32.3 84.4 59.5S 27.0 N/A 3 1 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 130.0 22.5 53.6 59.5S 24.2 N/A 3 1 P1anH1 A36 Bolted 1 0.500 A325N 0.750 0.394 337.3 1.9 25.4 7.9S 8.3 7.5 2 2 Leg A53 gr.B Tension 4 1.500 A325X 2.250 N/A 41.4 464.6 507.1 510.2T N/A N/A 2 2 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 141.0 30.4 84.4 59.5S 27.0 N/A 2 2 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 116.4 35.1 70.3 59.5S 25.8 N/A 2 2 P1anH1 A36 Bolted 1 0.500 A325N 0.750 0.394 357.4 1.7 25.4 7.95 8.3 7.5 2 1 Leg A53 gr.B Tension 4 1.500 A325X 2.250 N/A 41.4 464.6 507.1 510.2T N/A N/A 2 1 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 145.3 26.7 64.4 59.5S 27.0 N/A 2 1 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 119.8 33.7 70.3 59.5S 25.8 N/A 2 1 P1anH1 A36 Bolted 1 0.500 A325N 0.750 0.394 377.4 1.5 25.4 7.9S 8.3 7.5 1 2 Leg A53-35 Tension 4 2.250 A325X 3.375 N/A 34.6 570.0 606.1 1177.9TN/A N/A 1 2 Diag A53-35 Bolted 2 0.675 A325X 1.313 0.394 148.6 27.4 84.4 59.5S 27.0 N/A 1 2 Horiz A53-35 Bolted 2 0.875 A325X 1.313 0.394 125.5 31.4 70.3 59.5S 25.8 N/A 1 2 P1anH1 A36 Bolted 1 0.500 A325N 0.750 0.394 397.4 1.3 25.4 7.9S 8.3 10.2 1 1 Leg A53-35 Tension 4 2.230 A325X 3.375 N/A 34.6 570.0 606.1 1177.9TN/A N/A 1 1 Diag A53-35 Bolted 2 0.875 A325X 1.313 0.394 152..9 25.9 84.4 59.5S 27.0 N/A 1 1 Horiz A53-35 Bolted 2 0.875 A325X 1.313 0.394 132.2 28.7 70.3 59.5S 25.8 N/A 1 1 P1anH1 A36 Bolted 1 0.500 A325N 0.750 0.394 417.5 1.2 25.4 7.9S 8.3 10.2 Page M 2 TSTower - v 5.2.0 Tower Analysis Program (c) 1997-2010 TowerSo£t www. TSTower.com Licensed to: Vertical Solutions, Inc. Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: HER Section N: LEG REACTION DATA Load Combination Max Envelope Wind Direction Maximum Force-Y Force-Y Download Uplift (Kips) (Kips) 309.24 271.77 Shear-X Shear-Z Max Shear (Kips) (Kips) (Kips) 38.77 Page N 1 ' TSTower - v 5.2.0 Tower Analysis Program Licensed to: Vertical Solutions, Inc. (a) 1997-2010 TowerSoft www.TSTower.com Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: HER Section 0: TOWER FOUNDATION DATA Load Combination Max Envelope Wind Direction Maximum Axial Shear Shear Total Moment-X Moment-Y Moment-Z Load Load-X Load-Z Shear (Kips) (Kips) (Kips) (Kips) (Kipsft) (Kipsft) (Kipsft) 44.31 33.78 58.50 67.55 6175.60 0.74 -3565.60 44.30 -58.54 -33.80 67.59 -3549.42 -1.99 6147.63 Page 0 1 Total Moment (Kipsft) 7131.03 7098.72 TSTower - v 5.2.0 Tower Analysis Program Licensed to: Vertical Solutions, Inc. (c) 1997-2010 TowerSo£t www. TSTower.com Apex, NC, USA File: L:\2012\1625_Ft. PierCe FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: HER Elevation (ft) 220.0 r— P4U1111 WAIT 150.0 125.0 100.0 75.0 50.0 25.0 Horizontal DisolacementDiagram Max. Envelope (All Loading Cases) 2 4 6 8 Appendix 1 Displ. (in) TSTower - v 5.2.0 Tower Analysis Program Licensed to: Vertical Solutions, Inc. (c) 1997-2010 TowerSoft www.TSTower.com Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Tack 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: MR Lou Load Compression Diaoram Max. Envelope (All Loading Cases) Elev. (ft) Sect. No 220 g 1 g g -- -------------------------------------------------------------------------------------------------------------------- 8 174 -- ----------- --------------------------------------------------------------------------------------------------------- 7 149 ------ ---------------------------------------------------------------------------------------- ------------------- 6 124 ------------ ----------------------------- --------------------------------------------------------- 5 100 ----------------------------------------- -------------------------- ----------------------------------------------------------- 4 75 ------------------------------------------------------------------ ---------------------------------- 3 50------------------------------------------------------------------------------------------ -- ------------------------ 2 25---------------------------------------------------------------------------------------- ---------- 1 250 500 Force (Kips) Force — Capacity Appendix 2 TSTower - v 5.2.0 Tower Analysis Program Licensed to: Vertical Solutions, Inc. (c) 1997-2010 TowerSo£t www.TSTower.com Apex, NC, USA File: L:\2012\1625—Ft. Pierce—FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: S/13/2012 1:52:34 PM Engineer: MER Diaa. Load Comoression Diagram Max. Envelope (All Loading Cases) Elev. (ft) Sect No 220 9 199 —--------------------------------------- ---------------------------------------------------- 8 174---------- ----------------------------------------------- ----------------------------- 7 149 ----------------- ---------------------------------------------------------------- 6 124 ---------•------------------- ----------------------•-----------•----------- 5 100--------------------------------------------- ---------------------------------------------------------- ---------------- 4 75 -------------------------------------------------- 3 50---------------------------------------------------------------------------------------- ---------------------------------- 2 25------------------------------------------------------------------------------- -------------------------- -------------------- 1 12 25 37 Force (Kips) —Force —Capacity Appendix 3 TSTower - v 5.2.0 Tower Analysis Program Licensed to: Vertical Solutions, Inc. (c) 1997-2010 TowerSoft www. TSTower.com Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Modals\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: MER Horiz. Load Commession Diagram Max. Envelope (All Loading Cases) Elev. (ft) Sect No 220 9 199 ------------------------------------------------------------------------------------------------------ 8 174 -------------------------- ----------------------------------------- 7 149-------------------------- _------------------ _________________________ 6 124 —------------------------------- --------------- 5 100--------------------------------- --------- ---------- ------------------------ ---- ------- 4 75---------------------------------------------------------------------------------- ------------------------------------------ 3 50------------------------------------------ ------------------ ---------- 2 25--------------------------------------------------------------------------------------------------------- ---------------- I 12 25 37 Force (Kips) —Force —Capacity Appendix 4 `Rermi f I20tp-oe✓o Markland Consulting Group,l.li: PASS (Bracing, 73% capacity) September 18, 2012 Mr. Scott Hoagland Markland Consulting Group 3601 Wedgewood Circle Lagrange, KY 40031 (502) 377-2902 Subject: Carrier Designation GTP Designation SCANNED BY St. Lucie County Feasibility Structural Analysis AT&T, Co -location Site Number: 152-1053 Site Name: FP50 Site Number: FL-5653 Site Name: Fort Pierce V Vertical Solutions, Inc. PO Box 579 Holly Springs, NC 27540 (888)321-6167 operations(a,verticalsolutions-inc. com Orr Engineering Firm Designation Vertical Solutions Project: 121625, Revision 2 Site Data 6080 Peterson Road, Fort Pierce, St. Lucie County, FL 34947 Latitude: N270 26' 27.0'* Longitude: W0800 23' 13.011t Elevation: 20-11, Topography Category: 1; Exposure Category: "C° ; Risk Category II; Site Class "D' ; 220-ft Self -Supporting Latticed Tower Dear Mr. Hoagland, To your request, we present our structural analysis. Our work indicates that with the proposed appurtenance configuration, the tower will satisfy the structural strength requirements of ANSI/TIA-222-G-2005, Structural Standard for Antenna Supporting Structures and Antennas and the 2010 Florida Building Code (local building code) for: • 140-mph nominal wind speed (three -second gust, V„d) / 180-mph ultimate wind speed (three -second gust, Vult) • Earthquake design parameters and loading, per USGS Ground Motion Parameter Calculator and industry standard, respectively, including: o Ss = 0.069; S 1 = 0.029 However, the foundation strength could not be evaluated due to lack of foundation design drawings and geotechnical report. We recommended the foundation design drawings and geotechnical report be provided to complete a rigorous structural analysis. All equipment and modifications proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We trust you find our work satisfactory. Please do not hesitate to call should you have any questions. Sincerely, 49 VvAllpl- Matthew E. Reeves, E.I. Structural Engineer in Training Reviewed by: AVF �.%% 'L 11 Lgs'rri e v : ¢ Michael L. Lassiter, S.E., P.E., C.W.I. 13 STATE OF : tU Z Structural Engineer, Civil Engineer, Certified Weld Inspector 17.Al & President / O p t O,P' N=�`�0 9� LP License No.: 64097 ��rirri � S /ONA, EC�ZV2_ 2002 Production Drive, Apex, NC 27539 rhq�tl���p�� 19) 321- 768 admin@verticalsolutions-ine.com 220 ft Setf-Supporting Latticed Tower VSi Project 121625, Revision 2 Table 1: Existine, Proposed and Reserved Appurtenance Confieuration September 17, 2012 GTP No. FL-5653 Page 2 of Elevation Carrier Mount Equipment Coax Locations -- Side Arm -- -- 220 Pipe 190 Side Arm 177 I -Beam 140 Metro PCS T-Frames 6 Decibel 95OG65VTZE-M 6 1-5/8 Face B 129 2 Tie Back Angles 100 I -Beam (9) Kathrein 80010765 K (2) 318 Fiber 125 AT&T Sector Frames (12) RRUS 11 (4) 718 Power Face C 2 Ra ca DC2-48-60-18-8F 1. See Sheet QP-P, coax configuration plan for location. Table 2: Serviceability Requirements: Limit State Deformations[ Elevation Equtpment Twist a Sway a Deflection (in)Result Deflection AGL .ft , de � „ de _ ,., ,- ._ ,-- Limit (in _,, I 220 Structure 0.00 0.21 8.2 1 79.20 O. K. 1. See program output for supporting details. 2. Per TIA-222-G Section 2.8.2.1 rotation about the vertical axis (twist) or any horizontal axis (sway) of the structure shall not exceed 4 degrees. 3. Per TIA-222-G Section 2.8.2.2 horizontal displacement shall not exceed 3% of the height of the structure. Table 3: Tower Structure Results, Percent Capacity Utilized' Elevation (ft) Legs Result Bracing. Result 220 to 200 18 0. K. 10 0. K. 200 to 175 20 0. K. 17 0. K. 175 to 150 25 0. K. 25 0. K. 150 to 125 29 0. K. 39 0. K. 125 to 100 28 0. K. 60 0. K. 100 to 75 40 0. K. 64 0. K. 75 to 50 41 0. K. 67 0. K. 50 to 25 51 0. K. 71 0. K. 25to0 50 0. K. 73 O.K, 1. Utilization of 105%or less considered acceptable Table 4: Feasibility Foundation Results, Percent Capacity Utilized"' = Component - Design ReactionAnal sis Reaction, ., Percent Utilized, Result° Uplift(kip) 587 271.8 46 0. K. Com ression(kip) 637 309.2 48 0. K. Shear(kip) 118 38.8 33 0. K. I. Percent capacity utilization based on comparison of design reaction to analysis reaction. 2. Design reactions have been multiplied by 1.35 per section 15.5.1 of TIA-222-G for feasibility structural analysis. 3. Foundation design documents and geotechnical report are required for rigorous structural analysis. Attachments: • Project History • Sheet QP-P, Coax configuration plan • Program input and output - wind • Tower improvement drawings [For Construction] 2002 Production Drive, Apex, NC 27539 Ph: (888) 321-6167 Fax: (919) 321-1768 admin@verticalsolutions-inc.com vertical )rks-:ute lutions 8 deliver" Proiect Historv. 121625. Revision 0 — Fort Pierce (FIr5653) a VSi File,ID yaDlescnption ; M �aZV- 20121205_TDD_FL-5653.pdf FWT J. Ford / Tower Design Drawings 20120605 SAR_ FL-5653.pdf — GTP / AT&T Structural Analysis Report 20120619_PED FL-5653.pdf Vertical Solutions / Preliminary Engineering Design — Markland Consulting Group Table Note: Files name fonnat YYYYNIMDD-XXX-ZZZZZZ.pdf Where: YYYY=year NIM=month DD=day published/issued XXX=file describer ZZZZZZ=GTP Site ID 121625_PH.doc Page 1 of 1 LEG C LEG A 0000 - o (18) 7/8 - PROPOSED (2) 3/8 FIBER- PROPOSED (4) 7/8 POWER -PROPOSED TO 125 FT (AT&T) COAX CONFIGURATION PLAN - 125 FT SCALE: 1" = V-0" PROJECT INFORMATION: FORT PIERCE FL-5653 6380 PETERSON RD. FORT PIERCE, FL 34947 (FORT PIERCE COUNTY) 1 5-13-12 1`5AR O 5-10-12 PSAR REV DATE: 115succl For: DRAWN BY: MER CFIECKED BY: AVF 5HEEf NUMBER: QV51 REVISION: #: 121 G25 Marldand Consulting Group. vertical V mrso ns LEG B 3601 Wedgewood Circle Lagrange, KY 40031 Office (502) 377-2902 Fax (502) 22"106 2002 Production Drive Apex, NC 27539 Office: (888)321-6167 Fax: (919) 321-1768 TSTower - v 5.2.0 Tower Analysis Program Licensed to: Vertical Solutions, Inc., (c) 1997-2010 TowerSoft www.TSTower.com Apex, NC, USA File: L:\2012\1625_Ft. PierCe_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:53:29 PM Engineer: HER DESIGN SPECIFICATION Design Standard: ANSIMA-222-G-2005 Add.2 BasiclAfnd Speed (No Ice) =140.0 (mph) 20.00 Basic 1^lnd Speed (Mith Ice) = 30.0 (mph) Design Ice Thickness = 0.00 (in) Structure Class= II Exposure Category= C Topographic Category =1 25.00 Sct. Length Tcp 1N. Botlidth (ft) (in] (in) 1 25.00 310.00 341.25 25.00 2 25.00 278.75 310.00 3 25.00 247.50 278.75 4 25.00 216.25 247.50 5 25.00 185.00 21625 6 25.00 153.75 185.00 7 25.00 122.50 153.75 25.00 8 25.00 91.25 122.50 9 20.00 66.25 91.25 25.00 25.00 25.00 25.00 MAXIMUM BASE REACTIONS 25.00 Download (Kips) 309.2 Uplift (Kips) 271.8 Shear (Kips) 38.8 Appendix 1 TSTower - v 5.2.0 Tower Analysis Program (c) 1997-2010 TowerSo£t www.TSTower.com Licensed to: Vertical Solutions, Inc. Apex, NO, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1-:52:34 PM Engineer: MER Section A: PROJECT DATA Project Title: 121625 - Revision 1 Customer Name: AT&T Mobility Site: FL-5653 (Fort Pierce) Contract No.: Revision: 1 Engineer: MER Date: Aug 13 2012 Time: 01:42:48 PM Design Standard: ANSI/TIA-222-G-2005 Addendum 2 GENERAL DESIGN CONDITIONS Start wind direction: 0.00 (Deg) End wind direction: 330.00 (Deg) Increment wind direction: 30.00 (Deg) Elevation above ground: 0.00(ft) Gust Response Factor Gh: 0.85 Structure class: II Exposure category: C Topographic category: 1 Material Density: 490.1(lbs/Et''3) Young's Modulus: 29000.0(ksi) Poisson Ratio: 0.30 Weight Multiplier: 1.00 Minimum Bracing Resistance as per 4.4.1 WIND ONLY CONDITIONS: Basic Wind Speed (No Ice): 140.00(mph) Directionality Factor Kd: 0.85 Importance Factor I: 1.00 Wind Load Factor: 1.60 Dead Load Factor: 1.20 Dead Load Factor for Uplift: 0.90 WIND AND ICE CONDITIONS: Basic Wind Speed (With Ice): 30.00(mph) Directionality Factor Kd: 0.85 Wind Load Importance Factor Iw: 1.00 Ice Thickness Importance Factor Ii: 1.00 Ice Thickness: 0.00(in) Ice Density: 56.19(lbs/ft"3) Wind Load Factor: 1.00 Dead Load Factor: 1,.20 Ice Load Factor: 1.00 WIND ONLY SERVICEABILITY CONDITIONS: Serviceability Wind Speed:60.00(mph) Directionality Factor Kd: 0.85 Importance Factor I: 1.00 Wind Load Factor: 1.00 Dead Load Factor: 1.00 Analysis performed using: TowerSoft Finite Element Analysis Program Page A 1 1 TSTower - v 5.2.0 Tower Analysis Program Licensed to: Vertical Solutions, Inc. (c) 1997-2010 TowerSoft www.TSTower.com Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: MER Section D: TRANSMISSION LINE DATA Transmission Lines Position No. Sot E1 Top E1 Desc. (ft) (ft) 1 5.00 140.00 LDF7P-50A 2 5.00 125.00 LDF5P-50A 3 5.00 125.00 LDF2-50 Transmission Lines Details No. Desc. Width Dep (in) (in 1 LDF7P-50A 2.01 2.0 2 LDF5P-50A 1.10 1.1 3 LDF2-50 0.43 0.4 Radius Az. Orient. No. No. of Vert. Antenna (ft) Rows 8.06 60.00 60.00 6 2 No 8.18 180.00 170.00 4 1 No 8.18 180.00 190.00 2 1 No th Unit Mass Line Spacing Row Spacing (lb/ft) (in) (in) 1 0.92 2.000 2.000 0 0.33 1.500 1.500 3 0.08 0.500 0.500 Page D 1 User Ka TSTower - v 5.2.0 Tower Analysis Program (c) 1997-2010 TowerSoft www.TSTower.com Licensed to: Vertical Solutions, Inc. Apex, NO, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: HER Section F: POINT LOAD DATA Structure Azimuth from North:0.00 POINT LOADS No. Description Elev. Radius Azim. Orient. Vertical Tx Line Offset (ft) (ft) (Deg) (Deg) (ft) 1 (1) Empty Side Arm Mount 220.00 0.00 0.0 0.0 0.00 2 (1) Empty Pipe Mount 220.00 0.00 0.0 0.0 0.00 3 (1) Empty Side Arm Mount 290.00 0.00 0.0 0.0 0.00 4 (1) Empty I -Beam Mount 177.00 0.00 0.0 0.0 0.00 5 (6) DB95OG65VTZE-M 140.00 0.00 0.0 0.0 0.00 6 T-Frames 140.00 0.00 0.0 0.0 0.00 7 (2) Tie Back Angles 129.00 0.00 0.0 0.0 0.00 8 (9) Kathrein 800-10765K 125.00 0.00 0.0 0.0 0.00 9 (12) RRUS-11 125.00 0.00 0.0 0.0 0.00 10 (2) DC6-48-60-18-BF 125.00 0.00 0.0 0.0 0.00 11 Sector Frames 125.00 0.00 0.0 0.0 0.00 12 (1) Empty I -Beam Mount 100.00 0.00 0.0 0.0 0.00 POINT LOADS WIND AREAS AND WEIGHTS Comments Metro PCS (0.85) Metro PCS AT&T (0.8) AT&T (0.8) AT&T (1. 0) AT&T No. Description Frontal Lateral Frontal Lateral Weight Weight Gh Bare Area Bare Area Iced Area Iced Area Bare Iced (ft"2) (ft"2) (ft"2) (ft"2) (Kips) (Kips) 1 (1) Empty Side Arm Mount 1.50 1.50 1.50 1.50 0.05 0.05 0.85 2 (1) Empty Pipe Mount 2.00 2.00 2.00 2.00 0.03 0.03 0.85 3 (1) Empty Side Arm Mount 1.50 1.50 1.50 1.50 0.05 0.05 0.83 4 (1) Empty I -Beam Mount 10.00 10.00 10.00 10.00 0.10 0.10 0.85 5 (6) DB95OG65VTZE-M 19.33 19.33 22.70 22.70 0.06 0.21 0.85 6 T-Frames 21.00 21.00 27.00 27.00 1.25 1.75 0.85 7 (2) Tie Back Angles 4.00 4.00 4.00 4.00 0.02 0.02 0.85 8 (9) Kathrein 800-10765K 62.35 62.35 68.54 66.54 0.62 1.06 0.85 9 (12) RRUS-11 28.22 28.22 31.58 31.58 0.65 0.91 0.65 10 (2) DC6-48-60-18-BF 4.44 4.44 5.10 5.10 0.06 0.09 0.85 11 Sector Frames 24.00 24.00 30.00 30.00 1.50 2.00 0.65 12 (1) Empty I -Beam Mount 12.00 12.00 12.00 12.00 0.15 0.15 0.85 Page F 1 TSTower - v 5.2.0 Tower Analysis Program (c) 1997-2010 TowerSoft www.TSTower.com ) Licensed to: Vertical Solutions, Inc. Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: MER Section H: STRUCTURE DISPLACEMENT DATA Load Combination Max Envelope Wind Direction Maximum displacements Node Elev. N-S Disp W-E Disp Vert.Disp N-S Rot W-E Rot Twist (ft) (in) (in) (in) (Deg) (Deg) (Deg) ill 220.0 8.2 8.0 0.0 0.21 0.21 0.00 108 215.0 7.9 7.8 0.0 0.29 0.28 -0.09 105 210.0 7.6 7.5 0.0 0.30 0.30 -0.07 102 205.0 7.3 7.2 0.0 0.28 0.28 -0.02 99 200.0 7.0 6.9 0.0 0.25 0.24 0.00 96 193.8 6.7 6.6 0.0 0.26 0.25 -0.02 93 187.5 6.4 6.3 0.0 0.26 0.26 -0.03 90 181.3 6.0 5.9 0.0 0.26 0.26 -0.01 87 175.0 5.7 5.6 0.0 0.24 0.23 0.00 84 168.6 5.4 5.3 0.0 0.24 0.24 -0.01 81 162.5 5.1 5.0 0.0 0.24 0.24 -0.01 78 156.3 4.7 4.7 0.0 0.23 0.22 0.00 75 150.0 4.4 4.4 0.0 0.21 0.21 0.00 72 143.6 4.2 4.1 0.0 0.21 0.21 -0.01 69 137.5 3.9 3.8 0.0 0.22 0.22 -0.02 66 131.3 3.6 3.6 0.0 0.22 0.22 -0.01 62 125.0 3.3 3.3 0.0 0.21 0.20 -0.01 56 112.5 2.8 2.7 0.0 0.19 0.19 0.00 50 100.0 2.3 2.2 0.0 0.17 0.17 0.00 44 87.5 1.8 1.8 0.0 0.15 0.15 0.00 38 75.0 1.4 1.4 0.0 0.14 0.14 0.00 32 62.5 1.1 1.0 0.0 0.12 0.12 0.00 26 50.0 0.7 0.7 0.0 0.10 0.10 0.00 20 37.5 0.5 -0.5 0.0 0.08 0.08 0.00 14 25.0 0.3 -0.3 0.0 0.06 0.06 0.00 8 12.5 0.1 -0.1 0.0 0.04 -0.04 0.00 3 0.0 0.0 0.0 0.0 0.00 0.00 0.00 Page H 1 TSTower - v 5.2.0 Tower Analysis Program (c) 1997-2010 TowerSoft www.TSTower.com Licensed to: Vertical Solutions, Inc. Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: HER Section L: STRENGTH ASSESSMENT SORTED DATA Load Combination Max Envelope Wind Direction Maximum Sec Pnl Elev. MType Desc. Len (ft) (ft) kl/r Gov. Gov. comp. tens. cap. cap. (Kips) (Kips) Max Max Compr. Tens (Kips) (Kips) Asses. Ratio 9 4 215.00 Leg PIPE 2.875x0.203 5.01 126.9 23.5 53.6 0.5 0.3 0.02 9 3 210.00 Leg PIPE 2.675x0.203 5.01 126.9 23.5 53.6 1.4 1.0 0.06 9 2 205.00 Leg PIPE 2.875x0.203 5.01 126.9 23.5 53.6 2.7 2.2 0.11 9 1 200.00 Leg PIPE 2.B75x0.203 5.01 126.9 23.5 53.6 4.2 3.6 0.18 8 4 193.75 Leg PIPE 4.500x0.337 6.26 101.5 82.0 82.3 6.4 5.5 0.08 8 3 187.50 Leg PIPE 4.500x0.337 6.26 101.5 82.0 62.3 9.3 7.9 0.11 8 2 181.25 Leg PIPE 4.500x0.337 6.26 101.5 82.0 82.3 12.5 10.7 0.15 8 1 175.00 Leg PIPE 4.500x0.337 6.26 101.5 82.0 62.3 16.0 13.8 0.20 7 4 168.75 Leg PIPE 5.563x0.375 6.26 81.7 136.8 121.7 20.2 17.4 0.15 7 3 162.50 Leg PIPE 5.563x0.375 6.26 81.7 136.8 121.7 25.0 21.5 0.18 7 2 156.25 Leg PIPE 5.563x0.375 6.26 81.7 136.8 121.7 29.9 25.8 0.22 7 1 150.00 Leg PIPE 5.563x0.375 6.26 81.7 136.8 121.7 34.8 30.1 0.25 6 4 143.75 Leg PIPE 6.625x0.432 6.26 68.3 208.6 220.2 40.1 34.6 0.19 6 3 137.50 Leg PIPE 6.625x0.432 6.26 68.3 208.6 220.2 46.4 39.6 0.22 6 2 131.25 Leg PIPE 6.625x0.432 6.26 68.3 208.6 220.2 53.8 45.6 0.26 6 1 125.00 Leg PIPE 6.625x0.432 6.26 68.3 208.6 220.2 61.3 52.3 0.29 5 2 112.50 Leg PIPE 8.625x0.500 12.52 52.2 349.7 277.5 66.9 34.5 0.20 5 1 100.00 Leg PIPE 8.625x0.500 12.52 52.2 349.7 277.5 91.4 76.7 0.28 4 2 87.50 Leg PIPE 8.625x0.500 12.52 52.2 349.7 352.0 115.5 98.5 0.33 4 1 75.00 Leg PIPE 8.625x0.500 12.52 52.2 349.7 352.0 140.2 120.9 0.40 3 2 62.50 Leg PIPE 10.750xO.500 12.52 41.4 464.6 419.7 164.7 142.9 0.35 3 1 50.00 Leg PIPE 10.750x0.500 12.52 41.4 464.6 419.7 189.2 164.8 0.41 2 2 37.50 Leg PIPE 10.750x0.500 12.52 41.4 464.6 507.1 213.7 186.6 0.46 2 1 25.00 Leg PIPE 10.750x0.500 12.52 41.4 464.6 507.1 238.4 208.5 0.51 1 2 12.50 Leg PIPE 12.750x0.500 12.52 34.6 570.0 606.1 262.9 230.1 0.46 1 1 0.00 Leg PIPE 12.750x0.500 12.52 34.6 570.0 606.1 287.8 251.9 0.50 9 4 215.00 Diag PIPE 2.375x0.154 7.64 110.8 18.1 16.6 0.6 0.6 0.04 9 3 210.00 Diag PIPE 2.375x0.154 8.05 114.1 17.5 16.6 0.9 0.9 0.06 9 2 205.00 Diag PIPE 2.375x0.154 8.46 117.5 16.8 16.6 1.3 1.3 0.08 9 1 200.00 Diag PIPE 2.375x0.154 8.89 121.8 15.9 16.6 1.6 1.6 0.10 8 4 193.75 Diag PIPE 2.675x0.203 10.10 116.7 26.7 21.8 2.3 2.3 0.11 8 3 187.50 Diag PIPE 2.875x0.203 10.62 120.4 25.5 21.8 2.7 2.7 0.12 8 2 181.25 Diag PIPE 2.875x0.203 11.15 127.5 23.3 21.8 3.2 3.2 0.15 8 1 175.00 Diag PIPE 2.875x0.203 11.69 134.7 21.2 21.8 3.6 3.6 0.17 7 4 168.75 Diag PIPE 3.500x0.216 12.25 117.1 34.8 25.0 4.9 4.9 0.19 7 3 162.50 Diag PIPE 3.500x0.216 12.81 120.2 33.5 25.0 5.3 5.2 0.21 7 2 156.25 Diag PIPE 3.500x0.216 13.39 126.3 31.0 25.0 5.6 5.6 0.22 7 1 150.00 Diag PIPE 3.500x0.216 13.97 132.5 28.6 25.0 5.9 5.9 0.24 6 4 143.75 Diag PIPE 4x0.226 14.55 119.4 40.7 27.0 6.9 6.9 0.25 6 3 137.50 Diag PIPE 4x0.226 15.14 124.1 38.4 27.0 8.4 8.4 0.31 6 2 131.25 Diag PIPE 4x0.226 15.74 129.6 35.7 27.0 10.2 10.1 0.38 6 1 125.00 Diag PIPE 4x0.226 16.34 135.1 33.2 27.0 10.6 10.6 0.39 5 2 112.50 Diag PIPE 4x0.226 15.04 119.4 40.7 27.0 16.0 16.0 0.59 5 1 100.00 Diag PIPE 4x0.226 15.41 122.5 39.2 27.0 16.1. 16.1 0.60 4 2 87.50 Diag PIPE 4x0.226 15.80 126.2 37.3 27.0 17.0 17.0 0.63 4 1 75.00 Diag PIPE 4x0.226 16.21 130.1 35.5 27.0 17.3 17.3 0.64 3 2 62.50 Diag PIPE 4x0.226 16.63 132.8 34.2 27.0 17.6 17.6 0.65 3 1 50.00 Diag PIPE 4x0.226 17.07 136.9 32.3 27.0 18.1 18.1 0.67 2 2 37.50 Diag PIPE 4x0.226 17.52 141.0 30.4 27.0 18.7 18.7 0.69 2 1 25.00 Diag PIPE 4x0.226 17.9E 145.3 28.7 27.0 19.0 19.0 0.71 1 2 12.50 Diag PIPE 4x0.226 18.45 148.6 27.4 27.0 19.6 19.6 0.73 1 1 0.00 Diag PIPE 4x0.226 18.94 152.9 25.9 27.0 18.5 18.5 0.71 9 4 215.00 Horiz L2 1/2x2 1/2x3/16 5.52 119.2 13.7 20.2 0.2 0.2 0.02 Page L 1 TSTower - v 5.2.0 Tower Analysis Program (c) 1997-2010 TowerSoft www.TSTower.com Licensed to: Vertical Solutions, Inc.• Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: MER 8 4 193.75 Horiz L2 1/2x2 1/2x3/16 7.60 148.4 9.2 20.2 0.2 0.2 0.02 7 4 168.75 Horiz L3 1/2x3 1/2xl/4 10.21 145.3 18.1 24.2 0.5 0.5 0.03 6 4 143.75 Horiz L4x4xl/4 12.81 154.6 18.3 18.9 0.2 0.3 0.01 5 2 112.50 Horiz PIPE 2.375x0.154 7.71 114.1 17.5 18.4 13.6 13.6 0.7B 5 1 100.00 Horiz PIPE 2.375x0.154 8.36 119.1 16.5 18.4 9.6 9.6 0.58 4 2 87.50 Horiz PIPE 2.875x0.203 9.01 113.2 27.8 24.2 10.5 10.4 0.43 4 1 75.00 Horiz PIPE 2.875x0.203 9.66 117.3 26.5 24.2 11.1 11.0 0.45 3 2 62.50 Horiz PIPE 2.875x0.203 10.31 121.8 25.1 24.2 11.7 11.6 0.46 3 1 50.00 Horiz PIPE 2.875x0.203 10.96 130.0 22.5 24.2 12.4 12.3 0.55 2 2 37.50 Horiz PIPE 3.500x0.216 12.61 116.4 35.1 25.8 13.1 13.0 0.51 2 1 25.00 Horiz PIPE 3.500X0.216 12.27 119.8 33.7 25.8 13.7 13.6 0.53 1 2 12.50 Horiz PIPE 3.500x0.216 12.92 125.5 31.4 25.8 14.5 14.4 0.56 1 1 0.00 Horiz PIPE 3.500x0.216 13.57 132.2 28.7 25.8 13.9 13.8 0.54 5 2 112..50 P1anH1 L2x2x1/4 7.71 237.2 3.8 7.5 0.1 0.1 0.02 5 1 100.00 P1anH1 L2x2xl/4 8.36 257.2 3.2 7.5 0.1 0.1 0.02 4 2 87.50 P1anH1 L2x2xl/4 9.01 277.2 2.8 7.5 0.1 0.1 0.02 4 1 75.00 P1anH1 L2x2xl/4 9.66 297.3 2.4 7.5 0.1 0.1 0.03 3 2 62.50 P1anH1 L2x2xl/4 10.31 317.3 2.1 7.5 0.1 0.1 0.04 3 1 50.00 P1anH1 L2x2xl/4 10.96 337.3 1.9 7.5 0.1 0.1 0.04 2 2 37.50 P1anH1 L2x2x1/4 11.61 357.4 1.7 7.5 0.1 0.1 0.05 2 1 25.00 P1anH1 L2x2xl/4 12.27 377.4 1.5 7.5 0.1 0.1 0.06 1 2 12.50 P1anH1 L2x2xl/4 12.92 397.4 1.3 7.9 0.1 0.1 0.07 1 1 0.00 P1anH1 L2x2xl/4 13.57 417.5 1.2 7.9 0.1 0.1 0.07 Page L 2 TSTower - v 5.2.0 Tower Analysis Program (c) 1997-2010 TOwerSoft www.TSTower.com Licensed to: Vertical Solutions, Inc. Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: MER Section M: SECTION PROPERTIES DATA Sec Pan Memb. Steel Conn. Bolts Bolt Bolt End Gusset kl/r Comp Tens Bolt Bear. Block Type Grade Type Bolts Size Grade Dist. Thick. Cap. Cap. Cap. Cap. Shear (in) (in) (in) (Kips) (Kips) (Kips) (Kips) (Kips) 9 4 Leg A53 gr.B Tension 4 0.625 A325X 0.938 N/A 126.9 23.5 53.6 82.3T N/A N/A 9 4 Diag A53 gr.B Bolted 2 0.625 A325X 0.936 0.394 110.8 18.1 34.0 30.4516.6 N/A 9 4 Horiz A53 gr.B Bolted 2 0.625 A325X 0.938 0.394 119.2 13.7 23.8 30.45 20.2 20.7 9 3 Leg A53 gr.B Tension 4 0:625 A325X 0.938 N/A 126.9 23.5 53.6 82.3T N/A N/A 9 3 Diag A53 gr.B Bolted 2 0.625 A325X 0.936 0.394 114.1 17.5 34.0 30.45 16.6 N/A 9 2 Leg A53 gr.B Tension 4 0.625 A325X 0.938 N/A 126.9 23.5 53.6 82.3T N/A N/A 9 2 Diag A53 gr.B Bolted 2 0.625 A325X 0.938 0.394 117.5 16.8 34.0 30.45 16.6 N/A 9 1 Leg A53 gr.B Tension 4 0.625 A325X 0.938 N/A 126.9 23.5 53.6 82.3T N/A N/A 9 1 Diag A53 gr.B Bolted 2 0.625 A325X .0.93E 0.394 121.8 15.9 34.0 30.45 16.6 N/A 8 4 Leg A53 gr.B Tension 4 0.625 A325X 0.938 N/A 101.5 62.0 138.9 82.3T N/A N/A 8 4 Diag A53 gr.B Bolted 2 0.625 A325X 0.938 0.394 116.7 26.7 53.6 30.45 21.8 N/A 8 4 Horiz A53 gr.B Bolted 2 0.625 A325X 0.938 0.394 148.4 9.2 23.8 30.45 20.2 20.7 8 3 Leg A53 gr.B Tension 4 0.625 A325X 0.93E N/A 101.5 82.0 138.9 82.3T N/A N/A 8 3 Diag A53 gr.B Bolted 2 0.625 A325X 0.938 0.394 120.4 25.5 53.6 30.45 21.8 N/A 8 2 Leg A53 gr.B Tension 4 0.625 A325X 0.938 N/A 101.5 82.0 138.9 62.3T N/A N/A 8 2 Diag A53 gr.B Bolted 2 0.625 A325X 0.938 0.394 127.5 23.3 53.6 30.45 21.8 N/A 8 1 Leg A53 gr.B Tension 4 0.625 A325X 0.938 N/A 101..5 82.0 136.9 82.3T N/A N/A 8 1 Diag A53 gr.B Bolted 2 0.625 A325X 0.936 0.394 134.7 21.2 53.6 30.45 21.8 N/A 7 4 Leg A53 gr.B Tension 4 0.750 A325X 1.125 N/A 81.7 136.8 192.5 121.7T N/A N/A 7 4 Diag A53 gr.B Bolted 2 0.750 A325X 1.125 0.394 117.1 34.8 70.3 43.75 25.0 N/A 7 4 Horiz A53 gr.B Bolted 2 0.750 A325X 1.125 0.394 145.3 18.1 46.2 43.75 29.0 24.2 7 3 Leg A53 gr.B Tension 4 0.750 A325X 1.125 N/A 81.7 136.8 192.5 121.7T N/A N/A 7 3 Diag A53 gr.B Bolted 2 0.750 A325X 1..125 0.394 120.2 33.5 70.3 43.75 25.0 N/A 7 2 Leg A53 gr.B Tension 4 0.750 A325X 1.125 N/A 81.7 136.8 192.5 121.7T N/A N/A 7 2 Diag A53 gr.B Bolted 2 0.750 A325X 1,125 0.394 126.3 31.0 70.3 43.75 25.0 N/A 7 1 Leg A53 gr.B Tension 4 0.750 A325X 1.125 N/A 81.7 136.8 192.5 121.7T N/A N/A 7 1 Diag A53 gr.B Bolted 2 0.750 A325X 1.125 0.394 132.5 28.6 70.3 43.75 25.0 N/A 6 4 Leg A53 gr.8 Tension 4 1.000 A325X 1.500 N/A 68.3 208.6 264.9 220.2T N/A N/A 6 4 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 119.4 40.7 84.4 59.5S 27.0 N/A 6 4 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 154.6 18.3 53.1 59.55 29.8 18.9 6 3 Leg A53 gr.B Tension 4 1.000 A325X 1.500 N/A 68.3 208.6 264.9 220.2T N/A N/A 6 3 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 124.1 38.4 84.4 59.55 27.0 N/A 6 2 Leg A53 gr.B Tension 4 1.000 A325X 1.500 N/A 68.3 208.6 264.9 220.2T N/A N/A 6 2 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 129.6 35.7 84.4 59.55 27.0 N/A 6 1 Leg A53 gr.B Tension 4 1.000 A325X 1.500 N/A 68.3 208.6 264.9 220.2T N/A N/A 6 1 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 135.1 33.2 84.4 59.55 27.0 N/A 5 2 Leg A53 gr.B Tension 4 1.125 A325X 1.688 N/A 52.2 349.7 401.9 277.5T N/A N/A 5 2 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 119.4 40.7 84.4 59.55 27..0 N/A 5 2 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 114.1 17.5 34.0 59.55 18.4 N/A 5 2 P1anH1 A36 Bolted 1 0.500 A325N 0.750 0.394 237.2 3.8 25.4 7.95 8.3 7.5 5 1 Leg A53 gr.B Tension 4 1.125 A325X 1.688 N/A 52.2 349.7 401.9 277.5T N/A N/A 5 1 Diag A53 gr.S Bolted 2 0.875 A325X 1.313 0.394 122.5 39.2 84.4 59.55 27.0 N/A 5 1 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 119.1 16.5 34.0 59.55 18.4 N/A 5 1 P1anH1 A36 Bolted 1 0.500 A325N 0.750 0.394 257.2 3.2 25.4 7.95 8.3 7.5 4 2 Leg A53 gr.B Tension 4 1.250 A325X 1.875 N/A 52.2 349.7 401.9 352.OT N/A N/A 4 2 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 126.2 37.3 84.4 59.55 27.0 N/A 4 2 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 113.2 27.8 53.6 59.55 24.2 N/A 4 2 P1anH1 A36 Bolted 1 0.500 A325N 0.750 0.394 277.2 2.8 25.4 7.95 8.3 7.5 4 1 Leg A53 gr.B Tension 4 1.250 A325X 1.875 N/A 52.2 349.7 401.9 352.OT N/A N/A 4 1 Diag A53 gr.B Bolted 2 0.675 A325X 1.313 0.394 130.1 35.5 84.4 59.55 27.0 N/A 4 1 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 117.3 26.5 53.6 59.55 24.2 N/A 4 1 PlanHl A36 Bolted 1 0.500 A325N 0.750 0.394 297.3 2.4 25.4 7.95 8.3 7.5 Page M 1 TSTower - v 5.2.0 Tower Analysis Program (c) 1997-2010 TowerSoft www.TSTower.com Licensed to: Vertical Solutions, Inc. Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: MR 3 2 Leg A53 gr.B Tension 4 1.375 A325X 2.063 N/A 41.4 464.6 507.1 419.7T N/A N/A 3 2 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 132.8 34.2 84.4 59.5S 27.0 N/A 3 2 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 121.8 25.1 53.6 59.5S 24.2 N/A 3 2 P1anH1 A36 Bolted 1 0.500 A325N 0.750 0.394 317.3 2.1 25.4 7.9S 6.3 7.5 3 1 Leg A53 gr.B Tension 4 1.375 A325X 2.063 N/A 41.4 464.6 507.1 419.7T N/A N/A 3 1 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 136.9 32.3 84.4 59.5S 27.0 N/A 3 1 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 130.0 22.5 53.6 59.5S 24.2 N/A 3 1 P1anH1 A36 Bolted 1 0.500 A325N 0.750 0.394 337.3 1..9 25.4 7.9S 8.3 7.5 2 2 Leg A53 gr.B Tension 4 1.500 A325X 2.250 N/A' 41.4 464.6 507.1 510.2T N/A N/A 2 2 Diag A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 141.0 30.4 84.4 59.58 27.0 N/A 2 2 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 116.4 35.1 70.3 59.5S 25.6 N/A 2 2 P1anH1 A36 Bolted 1 0.500 A325N 0.750 0.394 357.4 1.7 25.4 7.9S 8.3 7.5 2 1 Leg A53 gr.B Tension 4 1.500 A325X 2.250 N/A 41.4 464.6 507.1 510.2T N/A N/A 2 1 Diag A53 gr.B Bolted '2 0.875 A325X 1.313 0.394 145.3 28.7 84.4 59.5S 27.0 N/A 2 1 Horiz A53 gr.B Bolted 2 0.875 A325X 1.313 0.394 119.8 33.7 70.3 59.5S 25.8 N/A 2 1 P1anH1 A36 Bolted 1 0.500 A325N 0.750 0.394 377.4 1.5 25.4 7.9S 8.3 7.5 1 2 Leg A53-35 Tension 4 2.250 A325X 3.375 N/A 34.6 570.0 606.1 1177.9TN/A N/A 1 2 Diag A53-35 Bolted 2 0.875 A325X 1.313 0..394 148.6 27.4 84.4 59.5S 27.0 N/A 1 2 Horiz A53-35 Bolted 2 0.875 A325X 1.313 0.394 125.5 31.4 70.3 59.5S 25.8 N/A 1 2 PlanH1 A36 Bolted 1 0.500 A325N 0.750 0.394 397.4 1.3 25.4 7.9S 8.3 10.2 1 1 Leg A53-35 Tension 4 2.250 A325X 3.375 N/A 34.6 570.0 606.1 1177.9TN/A N/A 1 1 Diag A53-35 Bolted 2 0.875 A325X 1.313 0.394 152.9'25.9 84.4 59.5S 27.0 N/A 1 1 Horiz A53-35 Bolted 2 0.875 A325X 1.313 0.394 132.2 28.7 70.3 59.5S 25.8 N/A 1 1 PlanHl A36 Bolted 1 0.500 A325N 0.750 0.394 417.5 1.2 25.4 7.9S 8.3 10.2 Page M 2 TSTower - v 5.2.0 Tower Analysis Program (c) 1997-2010 TowerSoft www.TSTower.com Licensed to: Vertical Solutions, Inc. Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: HER Section N: LEG REACTION DATA Load Combination Max Envelope Wind Direction Maximum Force-Y Force-Y Shear-X Shear-Z Max Shear Download Uplift (Kips) (Kips) (Kips) (Kips) (Kips) 309.24 271.77 38.77 Page N 1 TSTower - v 5.2.0 Tower Analysis Program Licensed to: Vertical Solutions, Inc. (c) 1997-2010 TowerSo£t www.TSTower.com Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: MER Section O: TONER FOUNDATION DATA Load Combination Max Envelope Wind Direction Maximum Axial Shear Shear Total Moment-X Moment-Y Moment-Z Total Moment Load Load-X Load-Z Shear (Kips) (Kips) (Kips) (Kips) (Kipsft) (Kipsft) (Kipsft) (Kipsft) 44.31 33.78 58.50 67.55 6175.60 0.74 -3565.60 7131.03 44.30 -58.54 -33.80 67.59 -3549.42 -1.99 6147.63 7098.72 Page 0 1 TSTower - v 5.2.0 Tower Analysis Program (c) 1997-2010 TowerSoft www. TSTower.com Licensed to: Vertical Solutions, Inc. Apex, NC, USA File: L:\2012\1625_Ft. Pierce FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: HER Elevation (ft) 220.0 200.0 175.0 150.0 125.0 100.0 75.0 50.0 25.0 Horizontal Displacement Diagram Max. Envelope (All Loading Cases) 2 Appendix 1 4 6 S Displ. (in) TSTower - v 5.2.0 Tower Analysis Program (c) 1997-2010 TowerSoft www.TSTower.com Licensed to: Vertical Solutions, Inc. Apex, NC, USA File: L:\2012\1625_Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: MER Lea Load Compression Diagram. Max. Envelope (All Loading Cases) Elev. (8) Sect. No 220 9 199 --------------------------------------------------------------------------------------------------------------------- S 174 -- ----------- -------------------------------------------------------------------------------------------------------- 7 149 ------------------------ ----------------------------------------------------------------------------------------- 6 124 ------------ -------------------------------------------------- ----............................. — 5 100------------------------------------------------ — --------- —--- —------------------------------------------------- ---------- 4 75 ------------------------------------------------------------------- ---------------------------------- 3 50---------------------------------------------- —------------------- —------------ — --- ------ ------ —-------- --------------- 2 25------------------------------------------------------------------------------------------------- 1 250 500 Force (Kips) —Force —Capacity Appendix 2 TSTower - v.5.2.0 Tower Analysis Program Licensed to: Vertical Solutions, Inc. (c) 1997-2010 TowerSoft www.TSTower.com Apex, NC, USA File: L:\2012\1625_Ft. Pierce FL\Task 1\Models\FL-5653.out i Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer: MER Mao. Load Compression Dianraro Max. Envelope (All Loading Cases) Elev. (ft) Sect. No 220 9 199 ------------------------------------------- ----------------------------------------------------- 8 174 ---------------------------------------------------------- ---------------------------- 7 149---------------------------------------------------`------------------------- --- 6 124 ------------------------------ ----------------- --------------------------- ------------- 5 100------------------------------------------------------------------------------------------------------------ --------------- 4 75---------------------------------------------------------------------------------------------------- --------------------------- 3 50---------------------------------------------------------------------------------------- ----------------------------------- 2 25--------------------------------------------------------- ---------------------- ------------------------------------------------ i 12 25 37 Force (Kips) —Force —Capacity Appendix 3 TSTower - v 5.2.0 Tower Analysis Program Licensed to: Vertical Solutions, Inc. (c) 1997-2010 TowerSoft www.TSTower.com Apex, NC, USA File: L:\2012\1625 Ft. Pierce_FL\Task 1\Models\FL-5653.out Contract: Revision: 1 Project: 121625 - Revision 1 Site: FL-5653 (Fort Pierce) Date and Time: 8/13/2012 1:52:34 PM Engineer:. HER Horiz. Load Compression diagram Max. Envelope (All Loading Cases) Elegy. (ft) 220 log------------------------------------------------------------------------------------------------------- 174-------------------------- ------------------------------------------- 124 ----------- -------------------------------------------- 100--------------------------------- ------------ ----- ------------------------------------- 75------------------------------------•-•-------------------------------------------- ---------------•-------------------------- 50------------------------------------------------------------- ---------- 25--------------------------------------------------------------------------------------------------------- --------------- 12 25 37 —Force —Capacity Appendix 4 Sect No a 8 7 W 5 4 3 2 Farce (Kips)