The URL can be used to link to this page

Home My WebLink AboutStructural Analysis ReportPAUL J. FORD AND COMPANY STR UCT URAL ENGI NEERS 250 East Broad Street • Suite 1500 • Columbus, Ohio 43215 STRUCTURAL ANALYSIS REPORT PJF Project No.: 68412-0073 Structure: Existing 195-ft Self -Supporting Tower Manufacturer: World Tower Year of Mfr: 2008 Location: Port St. Lucie, Florida Site Name: South Florida Recycles Site Number: 68828 Prepared For: Verizon Wireless 14055 Riveredge Drive, Suite 600 Tampa, FL 33637 c/o Foresite Group Attn: Hugh Reilly November 9, 2012 Analyzed by: Charles J. Weir, E.I. Structural Engineer cweir@pjfweb.com AN IRFZ No. 57077 \t ATE �\ .O'. f COLUMBUS, OHIO ORLANDO, FLORIDA ATLANTA, GEORGIA (614) 221-6679 (407) 898-9039 (404) 266-2407 Founded in 1965 www.pifweb.com ' Employee owned since 1994 PAUL J. FORD AND COMPANY STR UCTURAL ENGINEERS 250 East Broad Street ; Suite 1500 • Columbus, Ohio 43215 Executive Summary Page 2 of 5 November 9, 2012 PJF# 68412-0073 Port St. Lucie, Florida Verizon Wireless South Florida Recycles 68828 Design Standard: The structural analysis was performed for this tower in accordance with the 2010 Florida Building Code based upon an ultimate 3-second wind gust speed of 154 mph converted to a nominal 3-second gust wind speed of 121 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 and Risk Category II, and a topographic category of 1 with a crest height of 0 feet were used in this analysis. Antenna Loads: The existing 195-ft self-supporting tower was analyzed for the following antenna and coax loading: zSYatus„ r , t%Elev , AAntennakx x ,gin ..,�,,. , r., ate, ,u.gr . r.. Coaic�' Existing 183 1 (6) BSA-185090/12 (6) 1-5/8 Proposed 183 1 (3) X7-665-4 (6) 1-5/8 Stresses: When the existing tower is analyzed in accordance with the above mentioned code requirements to support the proposed antenna load it is stressed to 58.1 % of its safe capacity. The tower meets the minimum code requirements as it now stands. Existing Foundations: We were not able to calculate the capacity of the existing foundations without a site -specific geotechnical report. However, the foundation loads indicated in our structural analysis are less than the design reactions noted on the original drawings. If the existing foundations were properly designed and constructed when the tower was originally constructed then they should be adequate to support the revised foundation loads indicated in our structural analysis. PAUL J. FORD AND COMPANY S T R U C T U R A L E N G I N E E R S 250 East Broad Street • Suite 1500 • Columbus, Ohio 43215 Page 3 of 5 November 9, 2012 PJF# 68412-0073 Port St. Lucie, Florida Verizon Wireless South Florida Recycles 68828 Tower History: The South Florida Recycles tower was originally designed and manufactured by World Tower in 2008. This model WSST self-supporting tower is World Tower job number Q07858. Paul J. Ford and Company was supplied with the original tower and foundation design drawings. The 195-ft self-supporting tower was originally designed in accordance with Telecommunications Industry Association Standard ANSI/TIA-222-G for 130 mph 3-second gust of wind without ice. Project Description: Verizon Wireless has asked Paul J. Ford and Company to provide a structural analysis of the existing 195-ft self-supporting tower located in Port St. Lucie, Florida. In this analysis, we considered the addition of (3) new X7-665-4 antenna at an elevation of 183-ft. The new antenna are fed with (6) new 1-5/8" coax. Proposed Antenna and Feedline Loading: Our structural analysis was completed considering the following antenna and feedline loading: y ��atus � „z ' Elev� '' 11 t Aiitenna�:, Existing 183 1 (6) BSA-185090/12 (6) 1-5/8" Proposed 183 1 (3) X7-665-4 (6) 1-5/8" Note: The antenna feedlines are assumed to be placed as indicated on page 1 of the attached tower sketches. Structural Analysis: Our structural analysis of this tower was completed according to the recommendations of the "Structural Standards for Steel Antenna Towers and Antenna Supporting Structures", ANSI/TIA-222-G. This standard recommends that the tower be designed for a minimum 121 mph 3-second gust of wind (at 33 ft above grade) for St. Lucie County. The self-supporting tower was analyzed as a three- dimensional space truss using finite element software. PAUL J. FORD AND COMPANY S T R U C T U R A L E N G I N E E R S 250 East Broad Street • Suite 1500 • Columbus, Ohio 43215 Page 4 of 5 November 9, 2012 PJF# 68412-0073 Port St. Lucie, Florida Verizon Wireless South Florida Recycles 68828 Results: Our structural analysis of the existing South Florida Recycles tower indicates that the diagonal connection bolts from elevations 0-ft to 20-ft are stressed to 58.1 % of their safe capacity. These are the structural components that control the capacity of the tower. We were not able to calculate the capacity of the existing foundations without a site -specific geotechnical report, however, the original foundation loads are indicated on the existing drawings. A comparison of these loads follows: Re, h `t i3R.. e`,Reons;Py Uplift (k) 609 277.1 45.50% Compression (k) 697 334.7 48.02% Base Shear (k) 120 65.3 54.42% Overturning Moment (k-ft) 12689 6035.3 47.56% Conclusion: Paul J. Ford and Company performed a structural analysis of the existing South FLorida Recycles tower in accordance with the Telecommunications Industry Association Standard ANSI/TIA-222-G. Our analysis indicates that the tower is adequate as it now stands to safely support the proposed antenna loading without the need for any modifications. We were not able to calculate the capacity of the existing foundations without a site -specific geotechnical report. However, the foundation loads indicated in our structural analysis are less than the design reactions noted on the original drawings. If the existing foundations were properly designed and constructed when the tower was originally constructed then they should be adequate to support the revised foundation loads indicated in our structural analysis. We hope that this analysis satisfies your current needs. If you have any questions concerning our analysis, or if we can be of further service to you, please feel free to contact us at (614) 221-6679. Sincerely, PAUL J. FORD AND COMPANY C rles eir, .I. ruct al Engineer Page 5 of 5 PAUL J. FORD AND COMPANY November9, 2012 STR UCT URAL ENGI NEERS PJF# 68412-0073 250 East Broad Street • Suite 1500 • Columbus, Ohio 43215 Port St. Lucie, Florida Verizon Wireless South Florida Recycles 68828 STANDARD CONDITIONS FOR FURNISHING OF PROFESSIONAL ENGINEERING SERVICES ON EXISTING STRUCTURES BY PAUL J. FORD AND COMPANY 1) Paul J. Ford and Company has not performed a site visit to verify the tower member sizes or the antenna/coax loading. We were provided with the original tower manufacturers drawings. If the existing conditions are not as represented on these drawings, we should be contacted immediately to evaluate the significance of the deviation. 2) No allowance was made for any damaged, missing, or rusted members. The analysis of this tower assumes that no physical deterioration has occurred in any of the structural components of the tower and that all the tower members have the same load carrying capacity as the day the tower was erected. 3) It is not possible to have all the very detailed information to perform a very thorough analysis of every structural sub -component of an existing tower. The structural analysis by Paul J. Ford and Company verifies the adequacy of the main structural members of the tower. Paul J. Ford and Company provides a limited scope of service, in that we cannot verify the adequacy of every weld, plate connection detail, etc. 4) The structural integrity of the existing tower foundation can only be verified if exact soil conditions are known. Paul J. Ford and Company will not accept any responsibility for the adequacy of the existing foundations unless a soils report is provided. 5) This tower has been analyzed according to the minimum design wind loads recommended by the Telecommunications Industry Association Standard ANSI/TIA-222-G. If the owner or local or state agencies require a higher design wind load, Paul J. Ford and Company should be made aware of this requirement. 6) The attached sketches are a schematic representation of the tower that we have analyzed. If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions and for the proper fit and clearance in the field. 7) Miscellaneous items such as antenna mounts etc. have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer. NII IyI� Im a olo o i ml I ml e e N I N� iE iX m C N S ®2 to N I R I® a A ry Fn m d z 1 C F M r x e n L e m I e of I.m W m 0 0 �jx° a3 195.0 A 1810 ft 160.0 It 120.0 n 100.01t Go0ft 40.0 fi We FAI DESIGNED APPURTENANCE LOADING TYPE I ELEVATION I TYPE ELEVATION 1(2)BM-1850SW12-2w/Mount Pipe 183 1(2)BS U5090n2R wl Mount Pipe 1183 1 X1665 w/Mount Pipe 18] %1685�w/Mount Pipe 183 _ IO2 BSA-18509V12-2 wl Mount Pipe 1183 Sent. Freme(3) ___ 183 1X]66SIw/MomM1Pipa I 18] MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-50 50 w 165 MI IA36 36 MI sakul 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 121 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. S. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.00 If 7. TOWER RATING: 58.1% ALL REACTIONS AREFACTORED MAX CORNER REACTIONS ATBASE: DOWN: 334712/b SHEAR: 39149/b UPLIFT:-2771241b SHEAR: 33114 lb AXIAL 638281b SHEAR � \ MOMENT 65324 /b ` 60352681bft TORQUE 14720lb-ft REACTIONS -121 mph WIND Paul J Ford and Company 250 E. Broad Street Suite 1500 Columbus, OH 43215 Phone: 614.221.6679 FAX: 614.448.4105 o0' Exis6n 195-ft SST, Port St Lucie, FL Project 68412-0073 L°ebb Foresite roup Weir Apptli Coee' TIA-222-G ,0m"nbYChades ele:l l/09/12 $C81B' NTS PatM1. ew'0 No. E-1 Feedline Plan 20' Routs Flel APPIn Few App OW Face Paul J Ford and Company 250 E. Broad Street Suite 1500 COlumbus, OH 43215 Phone: 614.221.6679 FAX: 614.448.4105 ob'E dq 195-ft SST; Port St Lucie, FL PmjeQ 66412-0073 cl"rn Foresile Group 0!!nhades Weir APp'd; code' TIA-222-G D81p 11/0f-s 9/12 5-T1 : NTS Pe : D g No. E-7 - tnxTower Job Page Existing 195-ft SST; Port St. Lucie, FL 1 of 17 Paul J Ford and Company Project Date 250 E. Broad Street Suite 1500 69412-0073 15:21:55 11 /09/12 Columbus, OH43215 Client Designed by Phone: 614.221.6679 Foresite Group Charles Weir FAX 614.448.4105 Tower Input Data The main tower is a 3x free standing tower with an overall height of 195.00 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 4.00 ft at the top and 22.00 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. Basic wind speed of 121 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. A non -linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination . Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area ofAppurt. Autocalc Torque Arm Areas SR Members Have Curt Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feedline 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 Consider Feedline Torque Include Angle Block Shear Check f Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mourned Sockets Wnd 180 e eaA Wed 90 B Lem Z �9 Face e Wind Normal Triangular Tower tnxTower Job Page Existing 195-ft SST; Port St. Lucie, FL 2 of 17 Project Date Paul J Ford and Company 250 E. Broad Streel Suite 1500 68412-0073 15:21:55 11/09/12 Columbus, OH43215 Client Designed by Phone: 614.221.6679 Foresite Group Charles Weir FAX: 614.448.4105 Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections TI 195.00-180.00 4.00 1 15.00 T2 180.00-160.00 4.00 `1 20.00 T3 160.00-140.00 6.00 1 20.00 T4 140.00-120.00 8.00 1 20.00 T5 120.00-100.00 10.00 1 20.00 T6 100.00-80.00 12.00 1 20.00 T7 80,00-60.00 14.00 1 20.00 T8 60.00-40.00 16.00 1 20.00 T9 40.00-20.00 18.00 1 20.00 T10 20.00-0.00 20.00 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 195.00-180.00 3.00 KBrace Left No Yes 0.000 0.000 T2 180.00-160.00 5.00 XBrace No No 0.000 0.000 T3 160.00-140.00 5.00 XBrace No No 0.000 0.000 T4 140.00.120.00 5.00 XBrace No No 0.000 0.000 TS 120.00-100.00 10.00 XBrace No Yes 0.000 0.000 T6 100.00-80.00 10.00 X Brace No Yes 0.000 0.000 T7 80.00-60.00 10.00 X Brace No Yes 0.000 0.000 T8 60.00-40.00 10.00 X Brace No Yes 0.000 0.000 T9 40.00-20.00 10.00 XBrace No Yes 0.000 0.000 T10 20.00-0.00 10.00 XBrace No Yes 0.000 0.000 Tower'Section Geometry (cont'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade n Tl 195.00-180.00 Solid Round 1 1/2" solid A572-50 Solid Round 1 1/4" solid A572-50 (50 ksi) (50 ksi) T2 180.00-160.00 Solid Round 2 1/4" solid A572-50 Equal Angle L 2.5 x 2.5 x 3/16 A36 (50 ksi) (36 ksi) T3 160.00-140.00 Solid Round 3" solid A572.50 Equal Angle L 2.5 x 2.5 x 3/16 A36 (50 ksi) (36 ksi) T4 140.00-120.00 Solid Round 3 1/4" solid A572-50 Equal Angle L 2.5 x 2.5 x 1/4 A36 (50 ksi) (36 ksi) T5 120.00-100.00 Solid Round 3 3/4" solid A572-50 Equal Angle L 3.5 x 3.5 x 1/4 A36 (50 ksi) (36 ksi) T6 100.00-80.00 Solid Round 4" solid A572-50 Equal Angle L 3.5 x 3.5 x 1/4 A36 (50 ksi) (36 ksi) T7 80.00-60.00 Solid Round 4 1/2" solid A572-50 Equal Angle L 4 x 4 x 1/4 A36 (50 ksi) (36 ksi) T8 60.00-40.00 Solid Round 4 1/2" solid A572-50 Equal Angle L 4 x 4 x 5116 A36 (50 ksi) (36 ksi) T9 40.00-20.00 Solid Round 4 3/4" solid A572-50 Equal Angle L 4 x 4 x 3/8 A36 (50 ksi) (36 ksi) T1020.00-0.00 Solid Round 5" solid A572-50 Equal Angle L 5 x 5 x 5/16 A36 (50 ksi) (36 ksi) Mx owes Job Existing 195-ft SST; Port St. Lucie, FL Page 3 of 17 Project 68412-0073 Date 15:21:5511109/12 Paul J Ford and Company 250E.Broad Street Suite1500 Columbus, OH43275 Client Designed by Phone: 614.221.6679 FAX.., 614.448.4105 Foresite Group Charles Weir 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 R Tl 195.00-180.00 Solid Round 1" solid A572-50 Solid Round A572-50 (50 ksi) (50 ksi) T2 180.00-160.00 Equal Angle L 2.5 x 2.5 x 3/16 A36 Solid Round A36 (36 ksi) (36 ksi) Tower Section Geometry (cont'd) Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid ft Girls T1195.00-180.00 None Flat Bar A36 Solid Round 1" solid A572-50 (36 ksi) (50 ksi) Tower Section. Geometry cont'd Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft T5 120.00-100.00 Equal Angle L 2.5 x 2.5 x 3/16 A36 Solid Round A572-50 (36 ksi) (50 ksi) T6 100.00-80.00 Equal Angle L 2.5 x 2.5 x 3/16 A36 Solid Round A572-50 (36 ksi) (50 ksi) T7 80.00-60.00 Equal Angle L 3 x 3 x 1/4 A36 Solid Round A572-50 (36 ksi) (50 ksi) T8 60.00-40.00 Equal Angle L 3 x 3 x 1/4 A36 Solid Round A572-50 (36 ksi) (50 ksi) T9 40.00-20.00 Equal Angle L 3.5 x 3.5 x 1/4 A36 Solid Round A572-50 (36 ksi) (50 ksi) T1020.00-0.00 Equal Angle L 3.5 x 3.5 x 1/4 A36 Solid Round A572-50 (36 ksi) (50 ksi) Tower Section Geometry (cont'd) Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing Diagonals Horizontals ft ft' in in in Tl 0.00 0.000 A36 1 1 1 36.000 36.000 195.00-180.00 (36 ksi) T2 0.00 0.380 A36 1 1 1 36.000 36.000 180.00-160.00 (36 ksi) T3 0.00 0.380 A36 1 1 1 36.000 36.000 160.00-140.00 (36 ksi) T4 0.00 0.380 A36 1 1 1 36.000 36.000 140.00-120.00 (36 ksi) T5 0.00 0.500 A36 I 1 1 36.000 36.000 120.00-100.00 (36 ksi) T6 0.00 0.500 A36 1 1 1 36.000 36.000 100.00-80.00 (36 ksi) MAP Job PageOwer Existing 195-ft SST; Port St. Lucie, FL 4 of 17 Paul J Ford and Company Project Date 250 E. Broad Street Suite 1500 68412-0073 15:21:55 11/09/12 Columbus, OH43215 Client Designed by Phone: 614.221.6679 Foresite Group - Charles Weir FAX 614.448.4105 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weighi Mult. Double Angle Double Angle Elevation Area Thickness Alf Factor Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing Diagonals Hortzontals it it, in in in T7 80.00-60.00 0.00 0.500 A36 1 1 1 36.000 36.000 (36 ksi) T8 60.0040.00 0.00 0.500 A36 1 1 1 36.000 36.000 (36 ksi) T9 40.00-20.00 0.00 0.500 A36 1 1 1 36.000 36.000 (36 ksi) T1020.00-0.00 0.00 0.500 A36 1 1 1 36.000 36.000 (36 ksi) Tower Section Geometry (cont'd) KFactors Tower Calc Calc Legs X K Single Girts Hartz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X Tl No Yes 1 1 I 1 1 1 1 1 195.00-180.00 1 I 1 I 1 1 1 T2 Yes No 1 1 I 1 1 1 1 1 180.00-160.00 1 1 1 1 1 1 1 T3 Yes No 1 I I 1 I 1 1 1 160.00-140.00 1 1 1 I 1 1 1 T4 Yes No 1 1 1 1 1 1 1 1 140.00-120.00 1 1 1 1 1 1 1 TS No No I 1 1 1 1 1 0.5 1 120.00-100.00 1 1 1 1 1 0.5 1 T6 No No 1 1 1 1 1 1 0.5 1 100.00-80.00 1 I 1 1 1 0.5 1 T7 No No 1 1 l 1 1 1 0.5 1 80.00-60.00 I 1 1 1 1 0.5 1 T8 No No 1 1 1 1 1 1 0.5 I 60.00-40.00 1 1 1 1 1 0.5 1 T9 No No 1 1 1 1 1 I 0.5 1 40.00-20.00 1 I 1 1 1 0.5 1 T10 No No I 1 1 1 1 1 0.5 1 20.00-0.00 1 1 1 1 1 0.5 1 to the Tower Section G the Kfactor in the out -of -plane direction applied to Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girl Long Horizontal Short Horizontal Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 195.00-180.00 T2 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 I80.00-160.00 T3 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 160.00-140.00 T4 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 140.00-120.00 W xTower Job Existing 195-ft SST; Port St. Lucie, FL Page5 of 17 Project 68412-0073 Date 15:21:5511/09/12 Paul JFord and Company 250 E. Broad Street Suite1500 Columbus, OH43215 Client Designed by Phone: 614.221.6679 FA614.448.4105 FOreslte Group Charles Weir Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in TS 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 120.00-100.00 T6 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 100.00-80.00 T7 80.00-60.00 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T8 60.0040.00 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T9 40.00-20.00 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T10 20.00-0.00 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 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. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Sire No. Bolt Size No. in in in in in in in T1 Flange 0.750 4 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 195.00-180.00 A325X A325X A325N A325N A325N A325N A325N T2 Flange 0.750 4 0.750 1 0.750 1 0.625 0 0.625 0 0.625' 0 0.750 0 180.00-160.00 A325X A325X A325X A325N A325N A325N A325N T3 Flange 1.000 4 0.750 1 0.625 0 0.625 0 0.625 0 0.625 0 0.750 0 160.00-140.00 A325X A325X A325N A325N A325N A325N A325N T4 Flange 1.000 6 0.750 1 0.625 0 0.625 0 0.625 0 0.625 0 0.750 0 140.00-120.00 A325X A325X A325N A325N A325N A325N A325N T5 Flange 1.250 6 1.000 1 0.625 0 0.625 0 0.625 0 0.625 0 0.750 1 120.00-100.00 A325X A325X A325N A325N A325N A325N A325X T6 Flange 1.250 6 1.000 1 0.625 0 0.625 0 0.625 0 0.625 0 0.750 1 100.00-80.00 A325X A325X A325N A325N A325N A325N A325X T7 80.00-60.00 Flange L250 6 1.000 1 -0.625 0 0.625 0 0.625 0 0.625 0 0.750 1 A325X A325X A325N A325N A325N A325N A325X T8 60.0040.00 Flange 1.500 6 1.000 1 0.625 0 0.625 0 0.625 0 0.625 0 0.750 1 A325X A325X A325N A325N A325N A325N A325X T9 40.00-20.00 Flange 1.500 6 1.000 1 0.625 0 0.625 0 0.625 0 0.625 0 0.750 1 A325X A325X A325N A325N A325N A325N A325X T10 20.00-0.00 Flange 1.750 6 1.000 1 0.625 0 0.625 0 0.625 0 0.625 0 0.750 1 A354-BC A325X A325N A325N A325N A325N A325X Feed Line/Linear Appurtenances -'Entered As Round Or Flat Description Face Allow Component Placement Total Number Clear Width or Perimeter Weight or Shield Type Number Per Row Spacing Diameter Leg ft in in in p!f LDF7-50A (1 5/8" C No Ar (CaAa) 183.00 - 0.00 12 6 0.520 1.980 0.92 feam) 0.500 1.5" flat Cable Ladder A No Af (CaAa) 195.00 - 0.00 2 2 18.000 1.500 1.80 Rail 1.500 1.5" flat Cable Ladder B No Af (CaAa) 195.00 - 0.00 2 2 18.000 1.500 1.80 Rail 1.500 1.5' flat Cable Ladder C No Af (CaAa) 195.00-0.00 2 2 18.000 1.500 1.80 Rail 1.500 WxTower Job Existing 195-ft SST; Port St. Lucie, FL Page 6 of 17 Project 68412-0073 Date 15:21:5511109/12 Paul JFord and Company 250E.BroadStreet Suitel500 Columbus, OH43215 Client Designed. by Phone: 614.221.6679 FAX.- 614.448.4105 Foresite Group Charles Weir Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CgAq Weight Section Elevation In Face Out Face B 0.000 0.000 7.500 0.000 54 C 0.000 0.000 14.628 0.000 87 T2 180.00-160.00 A 0.000 0.000 10.000 0.000 72 B 0.000 0.000 10.000 0.000 72 C 0.000 0.000 57.520 0.000 293 T3 160.00-140.00 A 0.000 0.000 10.000 0.000 72 B 0.000 0.000 10.000 0.000 72 C 0.000 0.000 57.520 0.000 293 T4 140.00-120.00 A 0.000 0.000 10.000 0.000 72 B 0.000 0.000 10.000 0.000 72 C 0.000 0.000 57.520 0.000 293 T5 120.00-100.00 A 0.000 0.000 10.000 0.000 72 B 0.000 0.000 10.000 0.000 72 C 0.000 0.000 57.520 0.000 293 T6 100.00-80.00 A 0.000 0.000 10.000 0.000 72 B 0.000 0.000 10.000 0.000 72 C 0.000 0.000 57.520 0.000 293 T7 80.00-60.00 A 0.000 0.000 10.000 0.000 72 B 0.000 0.000 10.060 0.000 72 C 0.000 0.000 57.520 0.000 293 T8 60.0040.00 A 0.000 0.000 10.000 0.000 72 B 0.000 0.000 10.000 0.000 72 - C 0.000 0.000 57.520 0.000 293 T9 40.00-20.00 A 0.000 0.000 10.000 0.000 72 B 0.000 0.000 10.000 0.000 72 C 0.000 0.000 57.520 0.000 293 T10 20.00-0.00 A 0.000 0.000 10.000 0.000 72 B 0.000 0.000 10.000 0.000 72 C 0.000 0.000 57.520 0.000 293 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in TI 195.00-180.00 0.000 0.584 0.000 0.584 T2 180.00-160.00 0.000 1.956 0.000 1.956 T3 160.00-140.00 0.000 2.505 0.000 2.505 T4 140.00-120.00 0.000 3.019 0.000 3.019 T5 120.00-100.00 0.000 3.378 0.000 3.378 T6 100.00-80.00 0.000 3.809 0.000 3.809 T7 80.00-60.00 0.000 3.989 0.000 3.989 T8 60.0040.00 0.000 4.357 0.000 4.357 T9 40.00-20.00 0.000 4.595 0.000 4.595 T10 20.00-0.00 0.000 4.556" 0.000 4.556 NxTower Job Existing 195-ft SST; Port St. Lucie, FL Page 7 of 17 Project 68412-0073 Date 15:21:5511/09/12 Paul J Ford and Company 250E.BroadSireet Suite1500 Columbus, OH43215 Client Designed by Phone: 614.221.6679 FAX: 614.448.4105 Foresite Group Charles Weir Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA Cyln Weight or Type Hors Adjustment Front Side Leg Lateral Pert ft jl fF f? 1b ft ft (2) BSA-185090/12-2 w/ A From Leg 4.00 0.000 183.00 No Ice 3.64 3.61 34 Mount Pipe 0 0 X7-665-4 w/ Mount Pipe A From Leg 4.00 0.000 183.00 No Ice 8.99 7.00 56 0 0 (2) BSA-185090/12-2 w/ B From Leg 4.00 0.000 183.00 No Ice 3.64 3.61 34 Mount Pipe 0 0 X7-665A w/ Mount Pipe B From Leg 4.00 0.000 183.00 No Ice 8.99 7.00 56 0 0 (2) BSA-185090/12-2 w/ C From Leg 4.00 0.000 183.00 No Ice 3.64 3.61 34 Mount Pipe 0 0 X7-6654 w/ Mount Pipe C From Leg 4.00 0.000 183.00 No Ice 8.99 7.00 56 0 0 Sector Frame (3) C None 0.000 183.00 No Ice 19.73 19.73 825 Load Combinations Comb. Description 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg -No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg -No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg -No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg -No Ice 13 0.9 Dead+1.6 Wind 150 deg -No Ice 14 1.2 Dead+1.6 Wind 180 deg -No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg -No Ice 23 0.9 Dead+1.6 Wind 300 deg -No Ice 24 1.2 Dead+1.6 Wind 330 deg -No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg -Service WxTower Job Existing 195-ft SST; Port St. Lucie, FL Pa g e8 of 17 Project 68412-0073 Date 15:21:5511109/12 Paul J Ford and Company 250B.BroadStreet Suitel500 Columbus, OH43215 Client Designed by Phone: 614.221.6679 FAX. 614.448.4105 Foresite Group Charles Weir Comb. Description 29 . Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg -Service 31 Dead+Wind 150 deg -Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg- Service 36 Dead+Wind 300 deg -Service 37 Dead+Wind 330 dee - Service Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load lb A 1b Comb. Leg C Max. Vert 18 334712 34095 -19239 Max. H, 18 334712 34095 -19239 Max. H, 7 -276566 -28839 16259 Min. Vert 7 -276566 -28839 16259 Min. H. 7 -276566 -28839 16259 Min. H, 18 334712 34095 -19239 Leg Max. Vert 10 334712 -34095 -19239 Max. H, 23 -276566 28839 16259 Max. H. 23 -276566 28839 16259 Min. Vert 23 -276566 28839 16259 Min. H. 10 334712 -34095 -19239 Min. H, 10 334712 -34095 -19239 Leg Max. Vert 2 333967 0 39135 Max. H, 19 -145103 4593 -17911 Max. H. 2 333967 0 39135 Min. Vert 15 -277124 0 -33114 Min. H, 11 -145103 4593 -17911 Min. H. 15 -277124 0 -33114 - Tower Mast ReactionSummary '. Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M, lb lb lb Jbjt lb-/t lb-/1 Dead Only 44856 0 0 7871 0 0 1.2 Dead+1.6 Wind 0 deg - No 53828 0 -65323 -6021067 1 0 Ice 0.9 Dead+1.6 Wind 0 deg - No 40372 0 -65324 -6020654 1 0 Ice 1.2 Dead+1.6 Wind 30 deg - No 53828 28323 49057 4558612 -2637383 7936 Ice 0.9 Dead+1.6 Wind 30 deg - No 40371 28323 49057 4558863 -2636158 7944 Ice 1.2 Dead+1.6 Wind 60 deg -No 53828 50837 -29351 -2756415 -4790681 12896 Ice 0.9 Dead+1.6 Wind 60 deg -No 40371 50838 -29351 -2757499 -4788455 12889 Ice 1.2 Dead+1.6 Wind 90 deg - No 53828 56646 -1 9495 -5274751 14412 Ice 0.9 Dead+1.6 Wind 90 deg - No 40371 56646 0 7120 -5272319 14397 Ice 1.2 Dead+1.6 Wind 120 deg- 53828 56571 32661 3024746 -5222583 14720 PaTQWGT Job Existing 195-ft SST; Port St. Lucie, FL Page 9 of 17 Paul JFord and Company 250 E. Broad Street Suite 1500 Project 68412-0073 Date 15:21:55 11/09/12 Columbus, OH43215 Phone: 614.221.6679 FAX 614.448.4105 Client Foresite Group Designed by Charles Weir Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M No Ice 0.9 Dead+1.6 Wind 120 deg - 40371 56572 32661 3020974 -5220180 14700 No Ice 1.2 Dead+1.6 Wind 150 deg - 53828 28323 49057 4577539 -2637378 7936 No Ice 0.9 Dead+1.6 Wind 150 deg - 40371 28323 49057 4573048 -2636156 7937 No Ice 1.2 Dead+1.6 Wind 180 deg - 53828 0 58702 5541251 -1 0 No Ice 0.9 Dead+1.6 Wind 180 deg - 40371 0 58702 5536312 -1 0 No Ice 1.2 Dead+1.6 Wind 210 deg- 53828 -28323 49057 4577539 2637377 -7936 No Ice 0.9 Dead+1.6 Wind 210 deg - 40371 -28323 49057 4573048 2636155 -7937 No Ice 1.2 Dead+1.6 Wind 240 deg - 53828 -56571 32661 3024748 5222582 -14720 No Ice 0.9 Dead+1.6 Wind 240 deg - 40371 -56572 32661 3020976 5220179 -14700 No Ice 1.2 Dead+1.6 Wind 270 deg - 53828 -56646 -1 9497 5274751 -14412 No lce 0.9 Dead+1.6 Wind 270 deg - 40371 -56646 0 7121 5272319 -14397 No Ice 1.2 Dead+1.6 Wind 300 deg- 53828 -50837 -29351 -2756414 4790682 -12896 No Ice 0.9 Dead+1.6 Wind 300 deg - 40371 -50838 -29351 -2757498 4788456 -12889 No Ice 1.2 Dead+1.6 Wind 330 deg - 53828 -28323 -49057 -4558611 2637384 -7936 No Ice 0.9 Dead+1.6 Wind 330 deg - 40371 -28323 -49057 -4558863 2636159 -7944 No Ice Dead+Wind 0deg -Service 44856 0 -10039 -918558 0 0 Dead+Wind 30 deg- Service 44856 4353 -7539 -693990 -405161 1220 Dead+Wind 60 deg- Service 44856 7813 -4511 -417029 -735974 1981 Dead+Wind 90 deg - Service 44856 8705 0 7894 -8I0334 2215 Dead+Wind 120 deg - Service 44856 8694 5019 471106 -802320 2262 Dead+Wind 150 deg -Service 44856 4353 7539 709649 -405173 1219 Dead+Wind 180 deg -Service 44856 0 9021 857711 0 0 Dead+Wind 210 deg -Service 44856 -4353 7539 709649 405173 -1219 Dead+Wind 240 deg - Service 44856 -8694 5019 471106 802320 -2262 Dead+Wind 270 deg -Service 44856 -8705 0 7894 810334 -2215 Dead+Wind 300 deg -Service 44856 -7813 -4511 417029 735974 -1981 Dead+Wind 330 deg -Service 44856 4353 -7539 -693890 405161 -1220 Solution SummarV Sum oJAppliedForces Sum ojReactions Load PX PY PZ PX PY PZ %Error Comb. lb lb lb lb 15 lb I 0 44856 0 0 44856 0 0.000% 2 0 -53828 -65324 0 53828 65323 0.001% 3 0 40371 -65324 0 40372 65324 0.002% 4 28323 -53828 49058 -28323 53828 49057 0.001% 5 28323 40371 49058 -28323 40371 49057 0.001% 6 50839 -53828 -29352 -50837 53828 29351 0.002% 7 50839 40371 -29352 -50838 40371 29351 0.001% 8 56647 -53828 0 -56646 53828 1 0.002% 9 56647 40371 0 -56646 40371 0 0.001% 10 56572 -53828 32662 -56571 53828 -32661 0.001% MxTOwer Job Existing 195-ft SST; Port St. Lucie, FL Page 10 of 17 Project 68412-0073 Date 15:21:5511/09/12 Paul J Ford and Company 250 E. Broad Street Suite1500 Columbus, OH43215 Phone: 614.221.6679 FAX..- 614.448.4105 Client Foresite Group Designed by Charles Weir Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. lb lb lb lb lb lb 11 56572 40371 32662 -56572 40371 -32661 0.002% 12 28323 -53828 49058 -28323 53828 49057 0.001% 13 28323 40371 49058 -28323 40371 49057 0.001% 14 0 -53828 58703 0 53828 -58702 0.002% 15 0 40371 58703 0 40371 -58702 0.001% 16 -28323 -53828 49058 28323 53828 -49057 0.001% 17 -28323 -40371 49058 28323 40371 -49057 0.001% 18 -56572 -53828 32662 56571 53828 -32661 0.001% 19 -56572 -40371 32662 56572 40371 -32661 0.002% 20 -56647 -53828 0 56646 53828 1 0.002% 21 -56647 -40371 0 56646 40371 0 0.001% 22 -50839 -53828 -29352 50837 53828 29351 0.002% 23 -50839 40371 -29352 50838 40371 29351 0.001% 24 -28323 -53828 -49058 28323 53828 49057 0.001% 25 -28323 -40371 -49058 28323 40371 49057 0.001% 26 0 -44856 -10039 0 44856 10039 0.000% 27 4353 -44856 -7539 -4353 44856 7539 0.000% 28 7813 44856 -4511 -7813 44856 4511 0.000% 29 8705 -44856 0 -8705 44856 0 0.000% 30 8694 -44856 5019 -8694 '44856 -5019 0.000% 31 4353 -44856 7539 -4353 44856 -7539 0.000% 32 0 -44856 9021 0 44856 -9021 0.000% 33 -4353 -44856 7539 4353 44856 -7539 0.000% 34 -8694 -44856 5019 8694 44856 -5019 0.000% 35 -8705 -44856 0 8705 44856 0 0.000% 36 -7813 -44856 -4511 7813 44856 4511 0.000% 37 -4353 -44856 -7539 4353 44856 7539 0.000% Non -Linear Convergence Results, Load cbination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 8 0.00000001 0.00010337 3 Yes 8 0.00000001 0.00007564 4 Yes 8 0.00000001 0.00011132 5 Yes 8 0.00000001 0.00008351 6 Yes 8 0.00000001 0.00011813 7 Yes 8 0.00000001 0.00009016 8 Yes 8 0.00000001 0.00011130 9 Yes 8 0.00000001 0.00008348 10 Yes 8 0.00000001 0.00010340 11 Yes 8 0.00000001 0.00007567 12 Yes 8 0.00000001 0.00011134 13 Yes 8 0.00000001 0.00008352 14 Yes 8 0.00000001 0.00011812 15 Yes 8 0.00000001 0.00009015 16 Yes 8 0.00000001 0.00011133 17 Yes 8 0.00000001 0.00008351 18 Yes 8 0.00000001 0.00010340 19 Yes 8 0.00000001 0.00007567 20 Yes 8 0.00000001 0.00011131 21 Yes 8 0.00000001 0.00008349 22 Yes 8 0.00000001 0.00011813 23 Yes 8 0.00000001 0.00009016 24 Yes 8 0.00000001 0.00011131 25 Yes 8 0.00000001 0.00008350 26 Yes 8 0.00000001 0.00008485 27 Yes 8 0.00000001 0.00008476 tnx'l v-wer Job Existing 195-ft SST; Port St. Lucie, FL Page 11 of 17 Project 68412-0073 Date 15:21:5511/09/12 Paul J Ford and Company 250E.BroadStreet Suife1500 Columbus, OH43215 Client Designed by Phone: 614.221.6679 FAX• 614.448.4105 Foresite Group Charles Weir 28 Yes 8 0.00OOD001 0.00008673 29 Yes 8 0.00000001 0.00008489 30 Yes 8 0.00000001 0.00008508 31 Yes 8 0.00000001 0.00008507 32 Yes 8 0.00000001 0.00008694 33 Yes 8 0.00000001 0.00008506 34 Yes 8 0.00000001 0.00008508 35 Yes 8 0.00000001 0.00008489 36 Yes 8 0.00000001 0.00008673 37 Yes 8 0.00000001 0.00008475 Maximum Tower Deflections -Service Wind Section No. Elevation A Horz. Deflection in Gov. Load Comb. Tilt Twist ° Tl 195 - 180 1.78 30 0.082 0.006 T2 180 - 160 1.52 30 0.080 0.005 T3 160 - 140 1.19 30 0.070 0.004 T4 140 -120 0.91 30 0.060 0.003 T5 120 - 100 0.67 30 0.049 0.003 T6 100- 80 0.47 30 0.040 0.002 T7 80-60 0.31 30 0.031 0.002 T8 60 - 40 0.18 30 0.023 0.001 T9 40 - 20 0.09 30 0.015 0.001 T10 20 - 0 0.03 30 0.007 0.000 Critical Deflections and Radius of Curvature.' Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 183.00 (2)BSA-185090/12-2w/Mount 30 1.57 0.081 0.005 312191 Pipe Maximum Tower Deflections - Design Wind Section Elevation Harz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° TI 195 - 180 11.54 10 0.532 0.033 T2 180 - 160 9.86 10 0.520 0.031 T3 160 - 140 7.75 10 0.454 0.028 T4 140. 120 5.90 10 0.390 0.023 TS 120 - 100 4.33 10 0.320 0.018 T6 100 - 80 3.05 10 0.259 0.014 T7 80 - 60 2.01 10 0.201 0.011 T8 60 -40 1.18 10 0.151 0.007 T9 40 - 20 0.58 10 0.098 0.005 TI O 20 - 0 0.19 10 0.047 0.002 OIXI wer Job Existing 195-ft SST; Port St. Lucie, FL Page 12 of 17 Pau/ J Ford and Company 250 E. Broad Street Suite 1500 Project 68412-0073 Date 15:21:55 11/09/12 Columbus, OH43215 Phone: 614.221.6679 FAX..- 614.448.4105 Client Foresite Group Designed by Charles Weir Critical Deflections and Radius of Curvature - Design Wind Elevation f! Appurtenance Gov. Deflection Tilt Load Comb. in ' Twist Radius of Curvature ft 183.00 (2) BSA-185090/12-2 w/Mount Pipe 10 10.19 0.525 0.032 49034 Bolt Design Data Section No. Elevation Component Bolt Type Grade ft Bolt Size Number Maximum Allowable Of Loadper Load in Bolts Bolt lb Ratio Allowable Criteria Load Ratio Alowable Tl 195 Leg A325X 0.750 4 1060 29821 0.036 ✓ 1 Bolt Tension 12 180 Leg A325X 0.750 4 7512 29821 0252 1 Bolt Tension Diagonal A325X 0.750 1 2984 8972 '10' 1 Member Block 0.333 Y Shear Top Girt A325X 0.750 1 1557 8972 J 1 Member Block 0.174 Y Shear T3 160 Leg A325X 1.000 4 14352 53014 1 Bolt Tension 0271 Diagonal A325X 0.750 1 3677 8972 0.410 1 Member Block Shear T4 140 Leg A325X 1.000 6 14264 53014 1 Bolt Tension 0.269 Diagonal A325X 0.750 1 4543 11963 V'r 1 Member Block 0.380 Shear T5 120 Leg A325X 1.250 6 18432 82835 1 Bolt Tension 0223 Diagonal A325X 1.000 1 6666 16270 0410 �� Y 1 Member Block Shear Secondary A325X 0.750 1 2358 8972 1 Member Block Horizontal 0263 . Shear T6 100 Leg A325X 1.250 6 23447 82835 1 Bolt Tension 0283 i°f° Diagonal A325X 1.000 1 7654 16270 1 Member Block OA70 :' Shear Secondary A325X 0.750 1 2888 8972 1 Member Block Horizontal 0322 Shear T7 80 Leg A325X 1.250 6 28613 82835 �! 1 Bolt Tension 0.345 Y� Diagonal A325X 1.000 1 8823 16270 0542 Y 1 Member Block Shear Secondary A325X 0.750 1 3472 12615 1 Member Bearing Horizontal ' 0275 T8 60 Leg A325X 1.500 6 33953 119282 1 Bolt Tension 02854.,r+y' Diagonal A325X 1.000 1 10023 20338 1 Member Block 0.493 Y' Shear Secondary A325X 0.750 1 4166 12615 Y 1 Member Bearing Horizontal 0.330 T9 40 Leg A325X 1.500 6 39368 119282 0.330 ' J 1', 1 Bolt Tension Diagonal A325X 1.000 1 11175 24406 I Member Block 0458 'Y Shear Secondary A325X 0.750 1 4886 12615 y+r 1 Member Bearing Horizontal 0387 TIO 20 Leg A354-BC 1.750 6 44809 169121 1 Bolt Tension 0.265 Diagonal A325X 1.000 1 12317 21206 0.581 _� V' 1 Member Bearing Secondary A325X 0.750 1 5624 12615 0.446 ' 1 Member Bearing Horizontal MxTower Job Existing 195-ft SST; Port St. Lucie, FL Page 13 of 17 Project 68412-0073 Date 15:21:5511/09/12 Paul JFord and Company 250E.BroadStmei Suite1S00 Columbus, OH 43215 Client Designed by Phone: 614.221.6679 FAX 614.448.4105 Foresite Group Charles Weir Section Elevation Component Bolt BOBSize Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Loadper Load Load Ratio ft in Bolts Bolt lb Allowable Compression Checks Leg,Design Data (Compression) Section Elevation No. ft Size L L. Kl/r A P. ft fi in' lb QP" lb Ratio P. gyp" Tl 195 - 180 1 VT'solid 15.00 3.00 96.0 1.767 -5668 40536 0.140 K=1.00 V T2 180 - 160 2 1/4" solid 20.03 5.01 106.8 3.976 -33245 77655 0.428 K=1.00 V T3 160 - 140 3" solid 20.03 5.01 80.1 7.069 -63860 198902 0.321 t K=1.00 v T4 140 - 120 3 1/4" solid 20.03 5.01 74.0 8.296 -96295 250223 0.385 1 K=1.00 f/ T5 120 - 100 3 3/4" solid 20.03 5.25 67.2 11.045 -125990 357389 0.353 K=1.00 v T6 100 - 80 4" solid 20.03 5.21 62.5 12.566 -162048 424978 0.381 t K=1.00 `/ T7 80 - 60 4 12" solid 20.03 5.18 55.3 15.904 -200199 572460 0.350 t K=1.00 I/ T8 60-40 412"solid 20.03 5.16 55.0 15.904 -240228 573492 0.419' K=1.00 v T9 40-20 43/4"solid 20.03 5.14 52.0 17.721 -281755 654481 0.431 K=1.00 S/ T10 20 - 0 5" solid 20.03 5.13 49.3 19.635 -324300 739966 0.438 t K=1.00 v ' P " / �P" controls Diagonal Design Data (Compression) Section Elevation Size L L" KI1r A P. ¢P" Ratio No. P" ft ft ft in' !b lb gyp" Tl 195. 1Rn 11/4"snlid 5.00 4.84 130.2 1.227 -4180 16354 0.256� T2 180-160 L2.5 x25 x 3/16 T3 160-140 L2.5 x25 x 3/16 T4 140-120 L2.5 x25x 1/4 T5 120-100 L3.5 x3.5x 1/4 T6 100-80 L3.5 x3.5 x 1/4 T7 80-60 L4x4x 1/4 . K=0.70 v 7.62 3.72 97.6 0.902 -3007 17704 0.170 K=1.08 y/ 9.22 4.48 111.4 0.902 -3746 15207 0.246 t K=1.03 v 10.96 5.33 130.3 1.190 4571 15770 0.290 t K=1.00 3/ 15.24 7.75 133.9 1.690 -7035 21285 0.331 t K=1.00 v 16.80 8.51 147.1 1.690 -8121 17653 0.460 t K=1.00 3/ 18.45 9.30 140.4 1.940 -9367 22248 0.421 t K=1.00 v MxTower Job Page Existing 195-ft SST; Port St. Lucie, FL 14 of 17 Paul J Ford and Company Project Date 250E.BroadStreet Suite1500 68412-0073 15:21:5511109/12 Cohonhtts, OH43215 Client Designed by Phone: 614.221.6679 Foresite Group Charles Weir FAX 614.448.4105 Section Elevation Size L L„ KUr A P. Qp" Ratio No. P. ft f7 ft in2 lb - lb �P" T8 60 - 40 L 4 x 4 x 5/16 20.16 10.15 154.0 2.400 -10608 22863 0.464 K=1.00 V T9 40 - 20 L 4 x 4 x 3t8 21.92 11.02 167.8 2.860 -11851 22955 0.516' K=1.00 V T10 20 - 0 L 5 x 5 x 5116 23.71 11.90 143.7 3.030 -13224 33151 0.399' K=1.00 1/ P. / AP controls ntal Desian Data Section Elevation Size L L„ KI1r A P" Ratio No. P ft ft ft in2 lb lb gyp" Tl 195 -180 1" solid 4.00 3.89 1302 0.785 -1478 16467 0.141 K=0.70 V P" / $P" controls Secondary Horizontal Desian Data (Compression) I Section Elevation Size L L. KUr A P. �P. Ratio No. P" ft ft ft - in2 lb I¢ . �P T5 120 - 100 L 2.5 x 25 x 3/16 11.48 11.17 135.3 0.902 -2358 11124 0.212' K=0.50 `/ T6 100 - 80 L 2.5 x 25 x 3/16 13.48 13.15 159A 0.902 -2888 8023 -0.360' K=0.50 V/ T7 80 - 60 L 3 x 3 x 1/4 15.48 15.11 153.1 1.440 -3472 13873 0.250' K=0.50 V T8 60 - 40 L 3 x 3 x 1/4 17.49 17.11 173.4 1.440 -4166 10817 0.385 ' K-0.50 V T9 40 - 20 L 3.5 x 3.5 x 1/4 19.49 19.09 165.1 1.690 4886 14014 0.349' K=0.50 V T10 20 - 0 L 3.5 x 3.5 x 1/4 21.49 21.07 182.2 1.690 -5624 11504 0.489' K=0.50 V P. / 6P" controls Top. Girt Desian Data (Compression) I Section Elevation Size L L" KUr A P. �P" Ratio No. P" ft ft ft in2 /b lb 6P" Tl 195 - 180 1"solid 4.00 3.88 130.2 0.785 -70 10467 0.007 K=0.70 V T2 180 - 160 L 2.5 x 2.5 x 3/16 4.00 3.60 103.7 0.902 -1599 16594 0.096' K=1.19 V P„ /OP. controls ftiffower Job Existing 195-ft SST; Port St. Lucie, FL Page 15 of 17 Project 68412-0073 Date 16:21:5511/09/12 Paul J Ford and Company 250E.BroadStreet Suite 1500 Columbus, OH43215 Phone: 614.221.6679 FAY.-614.448.4105 Client Foresite Group Designed by Charles Weir Tension Checks Leg Design Data (Tension) Section Elevation Sim L L. KI/r A P. OP„ Ratio No. P. ft ft ft in' /b lb gyp" Tl 195 - 180 1 12" solid 15.00 3.00 96.0 1.767 4240 79522 0%5-; T2 180-160 21/4"solid 20.03 5.01 106.8 3.976 30049 178924 0.168' T3 160 - 140 3" solid 20.03 5.01 80.1 7.069 57408 318086 0.180' T4 140 - 120 3 1/4" solid 20.03 5.01 74.0 8.296 85583 373310 0.229' TS 120 -100 3 3/4" solid 20.03 5.25 67.2 I1.045 110775 497010 0.273 ' T6 100 - 80 4" solid 20.03 521 62.5 12.566 140900 565487 0.249' T7 80-60 412"solid 20.03 5.18 55.3 15.904 171982 715694 0.240' T8 60-40 412"solid 20.03 5.16 55.0 15.904 204033 715694 0.285' T9 40-20 43/4"solid 20.03 5.14 52.0 17.721 236573 797425 0.J2997' Y T10 20-0 5" solid 20.03 5.13 49.3 19.635 269260 883573 0.305' ' P, / lP" controls Diagonal Design Data (Tension) Section Elevation Sire L L„ KI1r A P. QP" Ratio No. P. jt jt ft in lb lb 6p" 12 180 - 160 L 2.5 x 2.5 x 3/16 7.62 3.72 59.4 0.553 2984 24075 0.124 ' T3 160 - 140 L 2.5 x 2.5 x 3/16 9.22 4A8 71.1 0.553 3677 24075 0.153 ' T4 140 - 120 L 2.5 x 2.5 x 1/4 10.96 5.33 85.3 0.728 4543 31687 0.143 ' T5 120 - 100 L 3.5 x 3.5 x 1/4 15.24 7.75 85.3 1.057 6666 45961 0.145 ' T6 100 - 80 L 3.5 x 3.5 x 1/4 16.80 8.51 93.6 1.057 7654 45961 0.167' V T7 80 - 60 L 4 x 4 x 1/4 18.45 9.30 89.3 1.244 8823 54117 0.163 T8 60 - 40 L 4 x 4 x 5116 20.16 10.15 98.2 1.536 10023 66830 0.150' T9 40 - 20 L 4 x 4 x 3/8 21.92 11.02 107.5 1.829 11175 79544 0.J1440 Y T10 20 - 0 L 5 x 5 x 5116 23.71 11.90 91.0 2.009 12317 87384 0.141 ' ++ f MxToweY Job Page Existing 195-ft SST; Port St. Lucie, FL 16 of 17 Paul J Ford and Company Project Date 250 E. Broad Street Suite 1500 68412-0073 15:21:55 11/09/12 Columbus, OH43215 Client Designed by Phone: 614.221.6679 Foresite Group Charles Weir X FA614.448.4105 Section Elevation Size L L. KUr A P. rpP„ Ratio No. P. ft ft ft in2 lb !b bp" P„ / OP" controls Horizontal Design Data (Tension) Section Elevation Size L L+ KUr A P. �P„ Ratio No. P. ft ft ft in2 lb lb gyp" TI 195 - 180 I"solid 4.00 3.88 186.0 0.785 1483 35343 0.042 Secondary Horizontal Design Data (Tension) Section Elevation Size L L. KUr A P" Ratio No. P. ft ft ft in2 lb lb gyp" T5 120 -100 L 2.5 x 25 x 3/16 11.48 11.17 172.2 0.553 2358 24075 0.098 T6 100 - 80 L 2.5 x 25 x 3/16 13.48 13.15 202.8 0.553 2888 24075 0.120 T7 80 - 60 L 3 x 3 x 1/4 15.48 15.11 195.0 0.916 3472 39843 0.087 t T8 60 - 40 L 3 x 3 x 1/4 17.49 17.11 220.8 0.916 4166 39843 0.105 t T9 40 - 20 L 3.5 x 3.5 x 114 19.49 19.09 210.2 1.103 4886 48000 0.102 t T10 20 - 0 L 3.5 x 3.5 x 1/4 21.49 21.07 232.0 1.103 5624 48000 0.-1117 t Y ' P, / r P. controls Top Girt Design Data (Tension) Section Elevation Size L L. KUr A P. ¢P" Ratio No. P. ft ft ft in2 lb 16 gyp" TI 195 -180 1"solid 4.00 3.88 186.0 0.785 70 35343 0.0•012 Y T2 180 - 160 L 2.5 x 2.5 x 3/16 4.00 3.60 59.8 0.553 1557 24075 0.065 V P. / 4P" controls Section Capacitv.Table I Section Elevation Component Size Critical P opelm % Pass No. ft Type Element lb lb Capacity Fail TI 195 - 180 Leg 1 1/2" solid 2 -5668 40536 14.0 Pass T2 180 - 160 Leg 2 1/4" solid 35 -33245 77655 42.8 Pass T3 160 - 140 Leg 3" solid 65 -63860 198902 32.1 Pass T4 140- 120 Leg 3 1/4" solid 92 -96295 250223 38.5 Pass MxTower Job Existing 195-ft SST; Port St. Lucie, FL Page 17 of 17 Paul JFord and Company 250EBroadStreet Suitel500 Project 68412-0073 Date 15:21:5511/09/12 Columbus, OH43215 Client Designed by Phone: 614.221.6679 FAX.- 614.448.4105 Foresite Group Charles Weir Section Elevation Component Size Critical P oP,n„ % Pass No. .lt Type Element lb lb Capacity Fail T5. 120 -100 Leg 3 3/4" solid 119 -125990 357389 35.3 Pass T6 100-80 Leg 4" solid 140 -162048 424978 38.1 Pass T7 80-60 Leg 412"solid 161 -200199 572460 35.0 Pass T8 60 - 40 Leg 4 12" solid 182 -240228 573492 41.9 Pass T9 40-20 Leg 43/4"solid 203 -281755 654481 43.1 Pass T1O 20 - 0 Leg 5" solid 223 -324300 739966 43.8 Pass TI 195 - 180 Diagonal 1 1/4" solid 7 -4180 16354 25.6 Pass 72 180 - 160 Diagonal L 2.5 x 2.5 x 3/16 40 -3007 17704 17.0 Pass T3 160 - 140 Diagonal L 2.5 x 2.5 x 3/16 67 -3746 15207 24.6 Pass T4 140 - 120 Diagonal L 2.5 x 2.5 x 1/4 94 4571 15770 29.0 Pass TS 120 - 100 Diagonal L 3.5 x 3.5 x 1/4 121 -7035 21285 33.1 Pass T6 100 - 80 Diagonal L 3.5 x 3.5 x 1/4 142 -8121 17653 46.0 Pass T7 80 - 60 Diagonal L 4 x 4 x 1/4 163 -9367 22248 42.1 Pass T8 60 - 40 Diagonal L 4 x 4 x 5/16 194 -10608 22863 46.4 Pass T9 40 - 20 Diagonal L 4 x 4 x 3/8 205 41851 22955 51.6 Pass T10 20 - 0 Diagonal L 5 x 5 x 5116 226 -13224 33151 39.9 Pass Tl 195 - 180 Horizontal 1" solid 10 -1478 10467 14.1 Pass T5 120 - 100 Secondary Horizontal L 2.5 x 2.5 x 3/16 127 -2358 11124 21.2 Pass T6 100 - 80 Secondary Horizontal L 2.5 x 2.5 x 3/16 148 -2888 8023 36.0 Pass T7 80 - 60 Secondary Horizontal L 3 x 3 x 114 169 -3472 13873 25.0 Pass T8 60 - 40 Secondary Horizontal L 3 x 3 x 1/4 190 4166 10817 38.5 Pass T9 40 - 20 Secondary Horizontal L 3.5 x 3.5 x 1/4 211 4886 14014 34.9 Pass TIO 20 - 0 Secondary Horizontal L 3.5 x 3.5 x 1/4 233 -5624 11504 48.9 Pass Tl 195 -180 Top Girt I" solid 4 -70 I0467 0.7 Pass T2 180 -160 Top Girt L 2.5 x 2.5 x 3/16 37 -1599 16594 9.6 Pass Summary Leg (T10) 43.8 Pass Diagonal 51.6 Pass (T9) • Horizontal 14.1 Pass (Tl) Secondary 48.9 Pass Horizontal (T10) Top Girt 9.6 Pass (T2) Bolt Checks 58.1 Pass RATING = 58.1 Pass Program Version 6.03.0 - 12/72011 File:G:/rOWER/684 Foresite Group2012/68412-0073 S. Florida Recycles/68412.0073.eri