Okaloosa County BOCC — February 4, 2014 — Shalimar (229025) AWS SA (Passing) 12-3-13

STRUCTURAL ANALYSIS REPORT MONOPOLE Prepared For: PM&A 30 Mansell Court, Suite 103 Roswell, GA 30076 Verizon Wireless Cell Site Name: Shalimar 1250 N Eglin Pkwy Shalimar, FL 32579 Destek Job No: 010010333 November 7, 2013 DESTEK ENGINEERING, LLC 5150 Stilesboro Road, Suite 510, Kennesaw, GA 30152 ‐Tel: (770) 693‐0835  Shalimar – Structural Analysis CONTENTS 1.0 ‐ SUBJECT AND REFERENCES 1.1 ‐ STRUCTURE 2.0 ‐ EXISTING AND PROPOSED APPURTENANCES 3.0 ‐ CODES AND LOADING 4.0 ‐ STANDARD CONDITIONS FOR ENGINEERING SERVICES ON EXISTING STRUCTURES 5.0 ‐ ANALYSIS AND ASSUMPTIONS 6.0 ‐ RESULTS AND CONCLUSION APPENDICES A ‐ SOFTWARE OUTPUT Page |0 DESTEK ENGINEERING, LLC 5150 Stilesboro Road, Suite 510, Kennesaw, GA 30152 ‐Tel: (770) 693‐0835  Shalimar – Structural Analysis 1.0 SUBJECT AND REFERENCES The purpose of this analysis is to evaluate the structural capacity of the existing 181.25 feet tall monopole, located at 1250 N Eglin Pkwy, Shalimar, FL 32579, for the addition of wireless telecommunication appurtenances proposed by Verizon Wireless. The structural analysis is based on the following documentation provided to Destek Engineering, LLC (Destek):  Structural Analysis Report prepared by FS Tan Land Surveyors & Consulting Engineers Inc., dated 5/17/2011.  Final Antenna Design – Shalimar, provided by Verizon Wireless.  Site Photographs provided by PM&A 1.1 STRUCTURE The structure is a 181.25 feet tall, 12‐sided tapered monopole which is attached to the foundation with anchor bolts and a base plate. The pole is formed by the following sections: SECTION LAP SPLICE (IN) SHAFT TOP DIA/BOT YIELD LENGTH (FT) THICKNESS (IN) DIA (IN/IN) STRENGTH (KSI) 46.00 48.00 0.40 15.00/28.55 65 52.00 62.00 0.53 26.30/41.29 65 44.00 67.00 0.54 38.74/51.42 65 53.00 ‐ 0.60 48.73/64.00 65 2.0 EXISTING AND PROPOSED APPURTENANCES Verizon Wireless is proposing the following changes on the monopole: Existing Verizon Wireless appurtenance configuration RAD CENTER (FT) ANTENNA & TMA MOUNT FEED LINES 175 (6) WPA‐80063‐8CF (3) T‐Arms (12) 1 5/8” (3) LNX‐6515DS‐VTM Proposed Verizon Wireless appurtenances RAD CENTER (FT) ANTENNA & TMA MOUNT FEED LINES 175 (3) HBX‐6517DS‐VTM (3) T‐Arms (3) E15Z09P94 TMAs Page |1 DESTEK ENGINEERING, LLC 5150 Stilesboro Road, Suite 510, Kennesaw, GA 30152 ‐Tel: (770) 693‐0835  Shalimar – Structural Analysis Final Verizon Wireless appurtenance configuration RAD CENTER (FT) ANTENNA & TMA MOUNT FEED LINES CARRIER 175 (6) WPA‐80063‐8CF (3) T‐Arms (12) 1 5/8” (3) LNX‐6515DS‐VTM (3) HBX‐6517DS‐VTM (3) E15Z09P94 TMAs Existing Appurtenances by Others RAD CENTER (FT) ANTENNA & TMA MOUNT FEED LINES CARRIER 181.25 (10) DB224 Low Profile (10) 1 1/4” (2) DB810 Platform 142.5 (6) X7C‐FRO‐440 Low Profile (6) 1 5/8” Platform 137 (9) LPA‐7060 (3) T‐Arms (9) 7/8” 3.0 CODES AND LOADING The monopole was analyzed per 2010 Florida Building Code, which references ANSI/TIA/EIA‐ 222‐G‐1. The following wind loading was used in compliance with the standard for Okaloosa County.  Ultimate Design Wind speed at the site is 143 mph (interpolated between the contours). Basic wind speed (Wo) without ice = 143*(0.6)1/2=111 mph  Service wind speed 60 mph  Exposure D  Structure Class II, Importance Factor = 1.0 The following load combinations were used with wind blowing at 0o, 60o and 90o, measured from a line normal to the face of the monopole.  1.2D +1.6Wo  0.9D +1.6Wo  1.2D + 1.0Di + 1.0Wi D: Dead Load of structure and appurtenances Wo: Wind Load, without ice Wi: Wind Load, with ice Di: Weight of ice due to factored ice thickness Page |2 DESTEK ENGINEERING, LLC 5150 Stilesboro Road, Suite 510, Kennesaw, GA 30152 ‐Tel: (770) 693‐0835  Shalimar – Structural Analysis 4.0 STANDARD CONDITIONS FOR ENGINEERING SERVICES ON EXISTING STRUCTURES The analysis is based on the information provided to Destek and is assumed to be current and correct. Unless otherwise noted, the structure is assumed to be in good condition, free of defects and can achieve theoretical strength. It is assumed that the structure has been maintained and shall be maintained during its service. The superstructure and the foundation system are assumed to be designed with proper engineering practice and fabricated, constructed and erected in accordance with the design documents. Destek will accept no liability which may arise due to any existing deficiency in design, material, fabrication, erection, construction, etc. or lack of maintenance. The analysis does not include a qualification of the mounts attached on the structure or their connections. The analysis is performed to verify the capacity of the main structural members, which is the current practice in the tower industry. The analysis results presented in this report are only applicable for the previously mentioned existing and proposed appurtenances. Any deviation of the appurtenances and appurtenance placement will require Destek to generate an additional structural analysis. Additionally, the proposed linear appurtenances should be placed per recommendations of this report. 5.0 ANALYSIS AND ASSUMPTIONS The monopole was analyzed by utilizing Risa Tower, a non‐linear, 3‐Dimensional, finite element analysis software package, a product of Risa Technologies. Software output for this analysis is provided in Appendix‐A of this report. The shaft thicknesses are based on field measurements (listed in the referenced analysis), which do not appear to be the typical industry practice. We recommend these values to be verified. The following was assumed based on common industry practice: Shaft Steel: 65 ksi yield strength Base Plate Steel: 60 ksi yield strength Anchor Bolts: 75 ksi yield strength. Page |3 DESTEK ENGINEERING, LLC 5150 Stilesboro Road, Suite 510, Kennesaw, GA 30152 ‐Tel: (770) 693‐0835  Shalimar – Structural Analysis 6.0 RESULTS AND CONCLUSION Based on a feasibility analysis per ANSI/TIA‐222‐G‐1, the existing monopole is found to have adequate structural capacity for the proposed loading by Verizon Wireless. As a maximum, base plate is stressed to 90% of capacity. Monopole shafts are stressed to maximum 89% of capacity. Anchor bolts are stressed below capacity as well. Information regarding the existing soils and foundation system was not available at the time of this analysis, thus a foundation analysis could not be completed. Reactions Comparison Maximums Destek Analysis FS Tan Analysis Moment (kip*ft) 9542 9344 Shear (kips) 88.3 105.8 Should you have any questions about this report, please contact Ahmet Colakoglu at (770) 693‐0835 or acolakoglu@destekengineering.com. Sincerely, Destek Engineering, LLC 10‐7‐2013 Ahmet Colakoglu, P.E. Florida Professional Engineer License No: 69688 Page |4 DESTEK ENGINEERING, LLC 5150 Stilesboro Road, Suite 510, Kennesaw, GA 30152 ‐Tel: (770) 693‐0835  APPENDIX A SOFTWARE OUTPUT  DB810K DB224 LNX-6515DS-VTM HBX-6517DS-VTM Commscope (2) Low T-Arm (3) Antel LPA-70060-8CF-EDIN-X X7C-FRO-440 Profile WPA-80063-8CF Platform - E15Z09P94 with with withpipe pipe 2" with Pipe TMA with pipe Pipe 181.25 - 179.5 179.5 176 143.5 138 181.3 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION DB810K 181.25 - 179.5 LNX-6515DS-VTM with pipe 176 DB224 181.25 - 179.5 LNX-6515DS-VTM with pipe 176 DB224 181.25 - 179.5 HBX-6517DS-VTM with 2" Pipe 176 DB224 181.25 - 179.5 HBX-6517DS-VTM with 2" Pipe 176 DB810K 181.25 - 179.5 HBX-6517DS-VTM with 2" Pipe 176 DB224 181.25 - 179.5 Commscope - E15Z09P94 TMA 176 15.0000 28.2552 DB224 181.25 - 179.5 Commscope - E15Z09P94 TMA 176 0.4000 4279.7 46.00 12 1 DB224 181.25 - 179.5 Commscope - E15Z09P94 TMA 176 DB224 181.25 - 179.5 T-Arm 176 DB224 181.25 - 179.5 (2) X7C-FRO-440 with pipe 143.5 DB224 181.25 - 179.5 (2) X7C-FRO-440 with pipe 143.5 DB224 181.25 - 179.5 (2) X7C-FRO-440 with pipe 143.5 Low Profile Platform 179.5 Low Profile Platform 143.5 T-Arm 176 T-Arm 138 T-Arm 176 T-Arm 138 4.00 (2) Antel WPA-80063-8CF with pipe 176 T-Arm 138 135.3 ft (2) Antel WPA-80063-8CF with pipe 176 (3) LPA-70060-8CF-EDIN-X with Pipe 138 (2) Antel WPA-80063-8CF with pipe 176 (3) LPA-70060-8CF-EDIN-X with Pipe 138 LNX-6515DS-VTM with pipe 176 (3) LPA-70060-8CF-EDIN-X with Pipe 138 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-65 65 ksi 80 ksi 52.00 26.3026 41.2867 10045.1 0.5300 TOWER DESIGN NOTES 12 2 1. Tower is located in Okaloosa County, Florida. 2. Tower designed for Exposure D to the TIA-222-G Standard. 3. Tower designed for a 111 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. TOWER RATING: 88.8% A572-65 5.17 87.3 ft 44.00 38.7379 51.4168 11594.8 0.5400 12 3 5.58 48.4 ft 53.00 48.7279 64.0002 19430.0 0.6000 12 4 AXIAL 68169 lb MOMENT 9542257 lb-ft SHEAR 88328 lb 1.0 ft 45349.5 TORQUE 5726 lb-ft REACTIONS - 111 mph WIND Number of Sides Thickness (in) Lap Splice (ft) Top Dia (in) Bot Dia (in) Weight (lb) Length (ft) Section Grade Destek Engineering, LLC Job: 010010333 5150 Stilesboro Road, Ste 510 Project: Shalimar Client: Drawn by: Kennesaw, GA 30152 PM&A Ahmet Colakoglu App'd: Code: Date: Scale: Phone: 770-693-0835 TIA-222-G 11/07/13 NTS Path: Dwg No. FAX: Z:\Destek\Projects\01 - PM&A\010010333 - SHALIMAR\Risa Tower\Shalimar.eri E-1  Job Page RISATower 010010333 1 of 13 Project Date Destek Engineering, LLC 5150 Stilesboro Road, Ste 510 Shalimar 17:18:39 11/07/13 Kennesaw, GA 30152 Client Designed by Phone: 770-693-0835 PM&A FAX: Ahmet Colakoglu  Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Okaloosa County, Florida. Basic wind speed of 111 mph. Structure Class II. Exposure Category D. 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 pole design is 1. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments - Diagonals √ Assume Rigid Index Plate √ Calculate Redundant Bracing Forces Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA √ Use Code Stress Ratios √ Use Clear Spans For KL/r √ SR Leg Bolts Resist Compression √ Use Code Safety Factors - Guys √ Retension Guys To Initial Tension √ All Leg Panels Have Same Allowable Escalate Ice √ Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz √ Use Azimuth Dish Coefficients √ Consider Feedline Torque Use Special Wind Profile √ Project Wind Area of Appurt. √ Include Angle Block Shear Check √ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles √ Leg Bolts Are At Top Of Section √ SR Members Have Cut Ends Include Shear-Torsion Interaction √ Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC .6D+W Combination Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 181.25-135.25 46.00 4.00 12 15.0000 28.2552 0.4000 1.6000 A572-65 (65 ksi) L2 135.25-87.25 52.00 5.17 12 26.3026 41.2867 0.5300 2.1200 A572-65 (65 ksi) L3 87.25-48.42 44.00 5.58 12 38.7379 51.4168 0.5400 2.1600 A572-65 (65 ksi) L4 48.42-1.00 53.00 12 48.7279 64.0002 0.6000 2.4000 A572-65 (65 ksi)  Job Page RISATower 010010333 2 of 13 Project Date Destek Engineering, LLC 5150 Stilesboro Road, Ste 510 Shalimar 17:18:39 11/07/13 Kennesaw, GA 30152 Client Designed by Phone: 770-693-0835 PM&A FAX: Ahmet Colakoglu Tapered Pole Properties Section Tip Dia. Area I r C I/C J It/Q w w/t in in2 in4 in in in3 in4 in2 in L1 15.5291 18.8048 511.6352 5.2268 7.7700 65.8475 1036.7115 9.2552 2.9480 7.37 29.2519 35.8775 3553.2082 9.9722 14.6362 242.7686 7199.7631 17.6578 6.5004 16.251 L2 28.4237 43.9835 3728.9887 9.2266 13.6247 273.6926 7555.9422 21.6473 5.6287 10.62 42.7432 69.5554 14747.3894 14.5909 21.3865 689.5648 29882.2090 34.2331 9.6444 18.197 L3 41.6458 66.4185 12369.5582 13.6748 20.0662 616.4364 25064.0785 32.6892 8.9346 16.545 53.2306 88.4646 29227.7053 18.2139 26.6339 1097.3875 59223.2549 43.5396 12.3325 22.838 L4 52.1125 92.9831 27490.6039 17.2298 25.2411 1089.1223 55703.4165 45.7635 11.4511 19.085 66.2579 122.4892 62844.2032 22.6973 33.1521 1895.6321 127339.393 60.2855 15.5441 25.907 5 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Diagonals Horizontals ft ft2 in in in L1 1 1 1 181.25-135.25 L2 1 1 1 135.25-87.25 L3 87.25-48.42 1 1 1 L4 48.42-1.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft plf AVA5-50 (7/8 LOW C No Inside Pole 138.00 - 7.00 9 No Ice 0.00 0.30 DENSI.FOAM) AVA7-50 (1-5/8 LOW C No Inside Pole 143.50 - 7.00 6 No Ice 0.00 0.72 DENSI. FOAM) AVA7-50 (1-5/8 LOW C No Inside Pole 176.00 - 1.00 3 No Ice 0.00 0.72 DENSI. FOAM) LCF114-50J (1-1/4 C No Inside Pole 181.00 - 1.00 10 No Ice 0.00 0.70 FOAM) AVA5-50 (7/8 LOW C No CaAa (Out Of 176.00 - 7.00 9 No Ice 0.11 0.30 DENSI.FOAM) Face) Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft2 ft2 ft2 ft2 lb L1 181.25-135.25 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 40.343 561.36 L2 135.25-87.25 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 47.520 906.24 L3 87.25-48.42 A 0.000 0.000 0.000 0.000 0.00  Job Page RISATower 010010333 3 of 13 Project Date Destek Engineering, LLC 5150 Stilesboro Road, Ste 510 Shalimar 17:18:39 11/07/13 Kennesaw, GA 30152 Client Designed by Phone: 770-693-0835 PM&A FAX: Ahmet Colakoglu Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft2 ft2 ft2 ft2 lb B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 38.445 733.17 L4 48.42-1.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 41.003 836.91 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ft2 ft2 ft2 ft2 lb L1 181.25-135.25 A 0.584 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 83.182 1017.72 L2 135.25-87.25 A 0.564 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 97.981 1443.79 L3 87.25-48.42 A 0.537 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 77.862 1145.71 L4 48.42-1.00 A 0.486 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 81.030 1244.94 Feed Line Center of Pressure Section Elevation CPX CPZ CPX CPZ Ice Ice ft in in in in L1 181.25-135.25 -0.7748 0.4473 -1.1618 0.6708 L2 135.25-87.25 -0.9313 0.5377 -1.4881 0.8592 L3 87.25-48.42 -0.9934 0.5736 -1.6433 0.9488 L4 48.42-1.00 -0.9092 0.5249 -1.5476 0.8935 Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment Elev. No Ice Ice Discrete Tower Loads  Job Page RISATower 010010333 4 of 13 Project Date Destek Engineering, LLC 5150 Stilesboro Road, Ste 510 Shalimar 17:18:39 11/07/13 Kennesaw, GA 30152 Client Designed by Phone: 770-693-0835 PM&A FAX: Ahmet Colakoglu Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ° ft ft2 ft2 lb ft ft (2) Antel WPA-80063-8CF A From Leg 4.00 0.0000 176.00 No Ice 10.92 8.12 62.85 with pipe 0.00 0.00 (2) Antel WPA-80063-8CF B From Leg 4.00 0.0000 176.00 No Ice 10.92 8.12 62.85 with pipe 0.00 0.00 (2) Antel WPA-80063-8CF C From Leg 4.00 0.0000 176.00 No Ice 10.92 8.12 62.85 with pipe 0.00 0.00 LNX-6515DS-VTM with A From Leg 4.00 0.0000 176.00 No Ice 11.67 9.83 102.85 pipe 0.00 0.00 LNX-6515DS-VTM with B From Leg 4.00 0.0000 176.00 No Ice 11.67 9.83 102.85 pipe 0.00 0.00 LNX-6515DS-VTM with C From Leg 4.00 0.0000 176.00 No Ice 11.67 9.83 102.85 pipe 0.00 0.00 HBX-6517DS-VTM with 2'' A From Leg 4.00 0.0000 176.00 No Ice 5.42 4.96 50.55 Pipe 0.00 0.00 HBX-6517DS-VTM with 2'' B From Leg 4.00 0.0000 176.00 No Ice 5.42 4.96 50.55 Pipe 0.00 0.00 HBX-6517DS-VTM with 2'' C From Leg 4.00 0.0000 176.00 No Ice 5.42 4.96 50.55 Pipe 0.00 0.00 Commscope - E15Z09P94 A From Leg 4.00 0.0000 176.00 No Ice 0.52 0.36 11.90 TMA 0.00 0.00 Commscope - E15Z09P94 B From Leg 4.00 0.0000 176.00 No Ice 0.52 0.36 11.90 TMA 0.00 0.00 Commscope - E15Z09P94 C From Leg 4.00 0.0000 176.00 No Ice 0.52 0.36 11.90 TMA 0.00 0.00 T-Arm A From Leg 2.00 0.0000 176.00 No Ice 4.00 4.00 400.00 0.00 0.00 T-Arm B From Leg 2.00 0.0000 176.00 No Ice 4.00 4.00 400.00 0.00 0.00 T-Arm C From Leg 2.00 0.0000 176.00 No Ice 4.00 4.00 400.00 0.00 0.00 *** (3) LPA-70060-8CF-EDIN-X A From Leg 4.00 0.0000 138.00 No Ice 9.47 11.66 82.85 with Pipe 0.00 0.00 (3) LPA-70060-8CF-EDIN-X B From Leg 4.00 0.0000 138.00 No Ice 9.47 11.66 82.85 with Pipe 0.00 0.00 (3) LPA-70060-8CF-EDIN-X C From Leg 4.00 0.0000 138.00 No Ice 9.47 11.66 82.85 with Pipe 0.00 0.00 T-Arm A From Leg 2.00 0.0000 138.00 No Ice 6.00 6.00 400.00 0.00  Job Page RISATower 010010333 5 of 13 Project Date Destek Engineering, LLC 5150 Stilesboro Road, Ste 510 Shalimar 17:18:39 11/07/13 Kennesaw, GA 30152 Client Designed by Phone: 770-693-0835 PM&A FAX: Ahmet Colakoglu Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ° ft ft2 ft2 lb ft ft 0.00 T-Arm B From Leg 2.00 0.0000 138.00 No Ice 6.00 6.00 400.00 0.00 0.00 T-Arm C From Leg 2.00 0.0000 138.00 No Ice 6.00 6.00 400.00 0.00 0.00 *** (2) X7C-FRO-440 with pipe A From Leg 4.00 0.0000 143.50 No Ice 9.42 4.31 61.25 0.00 0.00 (2) X7C-FRO-440 with pipe B From Leg 4.00 0.0000 143.50 No Ice 9.42 4.31 61.25 0.00 0.00 (2) X7C-FRO-440 with pipe C From Leg 4.00 0.0000 143.50 No Ice 9.42 4.31 61.25 0.00 0.00 Low Profile Platform C None 0.0000 143.50 No Ice 31.30 31.30 1822.00 *** DB810K C From Face 4.00 0.0000 181.25 - 179.50 No Ice 4.08 4.08 35.00 -6.00 0.00 DB224 C From Face 4.00 0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00 -2.00 0.00 DB224 C From Face 4.00 0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00 2.00 0.00 DB224 C From Face 4.00 0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00 6.00 0.00 DB810K A From Face 4.00 0.0000 181.25 - 179.50 No Ice 4.08 4.08 35.00 -6.00 0.00 DB224 A From Face 4.00 0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00 -2.00 0.00 DB224 A From Face 4.00 0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00 2.00 0.00 DB224 A From Face 4.00 0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00 6.00 0.00 DB224 B From Face 4.00 0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00 -6.00 0.00 DB224 B From Face 4.00 0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00 -2.00 0.00 DB224 B From Face 4.00 0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00 2.00 0.00 DB224 B From Face 4.00 0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00 6.00 0.00 Low Profile Platform C None 0.0000 179.50 No Ice 31.30 31.30 1822.00  Job Page RISATower 010010333 6 of 13 Project Date Destek Engineering, LLC 5150 Stilesboro Road, Ste 510 Shalimar 17:18:39 11/07/13 Kennesaw, GA 30152 Client Designed by Phone: 770-693-0835 PM&A FAX: Ahmet Colakoglu Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. lb lb-ft lb-ft L1 181.25 - Pole Max Tension 26 0.00 -0.01 -0.00 135.25 Max. Compression 1 -10788.48 84.18 -69.39 Max. Mx 20 -8927.61 796100.32 -26.53 Max. My 14 -8927.74 86.10 -796081.84 Max. Vy 20 -30580.50 796100.32 -26.53 Max. Vx 14 30580.46 86.10 -796081.84  Job Page RISATower 010010333 7 of 13 Project Date Destek Engineering, LLC 5150 Stilesboro Road, Ste 510 Shalimar 17:18:39 11/07/13 Kennesaw, GA 30152 Client Designed by Phone: 770-693-0835 PM&A FAX: Ahmet Colakoglu Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. lb lb-ft lb-ft Max. Torque 11 -1193.29 L2 135.25 - 87.25 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 8 -23061.96 -2949622.8 -178.57 6 Max. Mx 20 -23061.13 2950204.37 -178.56 Max. My 14 -23061.28 296.37 -2950106.9 8 Max. Vy 20 -54670.83 2950204.37 -178.56 Max. Vx 14 54670.77 296.37 -2950106.9 8 Max. Torque 25 2497.68 L3 87.25 - Pole Max Tension 1 0.00 0.00 0.00 48.4167 Max. Compression 8 -38743.36 -5336852.2 -305.11 8 Max. Mx 20 -38742.83 5337844.02 -305.11 Max. My 14 -38742.93 498.10 -5337660.2 5 Max. Vy 20 -69669.24 5337844.02 -305.11 Max. Vx 14 69669.19 498.10 -5337660.2 5 Max. Torque 25 3931.13 L4 48.4167 - 1 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 8 -68084.93 -9540502.9 -469.32 0 Max. Mx 20 -68084.92 9542109.27 -469.31 Max. My 14 -68084.92 780.78 -9541795.7 9 Max. Vy 20 -88392.35 9542109.27 -469.31 Max. Vx 14 88392.34 780.78 -9541795.7 9 Max. Torque 25 5725.57 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load lb lb lb Comb. Pole Max. Vert 20 68168.82 88327.66 -0.00 Max. Hx 20 68168.82 88327.66 -0.00 Max. Hz 2 68168.82 0.00 88327.66 Max. Mx 2 9540816.38 0.00 88327.66 Max. Mz 8 9540502.90 -88327.66 -0.00 Max. Torsion 25 5725.57 44163.82 76493.98 Min. Vert 23 51126.61 76493.98 44163.82 Min. Hx 8 68168.82 -88327.66 -0.00 Min. Hz 14 68168.82 0.00 -88327.66 Min. Mx 14 -9541795.79 0.00 -88327.66 Min. Mz 20 -9542109.27 88327.66 -0.00 Min. Torsion 13 -5725.46 -44163.82 -76493.98 Tower Mast Reaction Summary  Job Page RISATower 010010333 8 of 13 Project Date Destek Engineering, LLC 5150 Stilesboro Road, Ste 510 Shalimar 17:18:39 11/07/13 Kennesaw, GA 30152 Client Designed by Phone: 770-693-0835 PM&A FAX: Ahmet Colakoglu Load Vertical Shearx Shearz Overturning Overturning Torque Combination Moment, Mx Moment, Mz lb lb lb lb-ft lb-ft lb-ft Dead Only 56807.34 0.00 0.00 397.91 653.21 0.00 1.2 Dead+1.6 Wind 0 deg - No 68168.82 -0.00 -88327.66 -9540816.38 779.54 -4732.67 Ice 0.9 Dead+1.6 Wind 0 deg - No 51126.61 -0.00 -88327.65 -9466125.20 579.84 -4734.08 Ice 1.2 Dead+1.6 Wind 30 deg - No 68168.81 44163.82 -76493.98 -8262527.84 -4769863.74 -2473.29 Ice 0.9 Dead+1.6 Wind 30 deg - No 51126.61 44163.82 -76493.98 -8197854.60 -4732654.87 -2473.98 Ice 1.2 Dead+1.6 Wind 60 deg - No 68168.81 76493.98 -44163.82 -4770174.37 -8262216.00 448.18 Ice 0.9 Dead+1.6 Wind 60 deg - No 51126.61 76493.98 -44163.82 -4732886.04 -8197622.53 448.81 Ice 1.2 Dead+1.6 Wind 90 deg - No 68168.82 88327.66 0.00 468.45 -9540502.90 3250.18 Ice 0.9 Dead+1.6 Wind 90 deg - No 51126.61 88327.65 0.00 348.33 -9465891.90 3251.55 Ice 1.2 Dead+1.6 Wind 120 deg - 68168.81 76493.98 44163.82 4771121.81 -8262234.46 5181.07 No Ice 0.9 Dead+1.6 Wind 120 deg - 51126.61 76493.98 44163.82 4733590.48 -8197636.07 5182.93 No Ice 1.2 Dead+1.6 Wind 150 deg - 68168.81 44163.82 76493.98 8263496.59 -4769882.20 5723.32 No Ice 0.9 Dead+1.6 Wind 150 deg - 51126.61 44163.82 76493.98 8198574.67 -4732668.41 5725.46 No Ice 1.2 Dead+1.6 Wind 180 deg - 68168.82 -0.00 88327.66 9541795.79 779.53 4732.66 No Ice 0.9 Dead+1.6 Wind 180 deg - 51126.61 -0.00 88327.65 9466853.09 579.84 4734.06 No Ice 1.2 Dead+1.6 Wind 210 deg - 68168.81 -44163.82 76493.98 8263517.14 4771452.99 2473.64 No Ice 0.9 Dead+1.6 Wind 210 deg - 51126.61 -44163.82 76493.98 8198589.77 4733836.75 2474.08 No Ice 1.2 Dead+1.6 Wind 240 deg - 68168.81 -76493.98 44163.82 4771142.35 8263828.98 -448.53 No Ice 0.9 Dead+1.6 Wind 240 deg - 51126.61 -76493.98 44163.82 4733605.57 8198821.84 -448.91 No Ice 1.2 Dead+1.6 Wind 270 deg - 68168.82 -88327.66 0.00 468.45 9542109.27 -3250.15 No Ice 0.9 Dead+1.6 Wind 270 deg - 51126.61 -88327.65 0.00 348.33 9467086.38 -3251.53 No Ice 1.2 Dead+1.6 Wind 300 deg - 68168.81 -76493.98 -44163.82 -4770194.92 8263810.51 -5180.69 No Ice 0.9 Dead+1.6 Wind 300 deg - 51126.61 -76493.98 -44163.82 -4732901.14 8198808.29 -5182.81 No Ice 1.2 Dead+1.6 Wind 330 deg - 68168.81 -44163.82 -76493.98 -8262548.38 4771434.53 -5723.69 No Ice 0.9 Dead+1.6 Wind 330 deg - 51126.61 -44163.82 -76493.98 -8197869.69 4733823.21 -5725.57 No Ice Dead+Wind 0 deg - Service 56807.35 -0.00 -14432.07 -1554805.31 671.74 -783.13 Dead+Wind 30 deg - Service 56807.35 7216.03 -12498.54 -1346445.83 -776935.73 -408.37 Dead+Wind 60 deg - Service 56807.35 12498.54 -7216.03 -777197.66 -1346183.88 75.80 Dead+Wind 90 deg - Service 56807.35 14432.07 0.00 409.81 -1554543.33 539.67 Dead+Wind 120 deg - Service 56807.35 12498.54 7216.03 778017.51 -1346184.29 858.94 Dead+Wind 150 deg - Service 56807.35 7216.03 12498.54 1347266.16 -776936.15 948.04 Dead+Wind 180 deg - Service 56807.35 -0.00 14432.07 1555625.88 671.74 783.13 Dead+Wind 210 deg - Service 56807.35 -7216.03 12498.54 1347266.62 778279.89 408.38 Dead+Wind 240 deg - Service 56807.35 -12498.54 7216.03 778017.97 1347528.57 -75.80 Dead+Wind 270 deg - Service 56807.35 -14432.07 0.00 409.81 1555887.87 -539.67 Dead+Wind 300 deg - Service 56807.35 -12498.54 -7216.03 -777198.12 1347528.16 -858.93 Dead+Wind 330 deg - Service 56807.35 -7216.03 -12498.54 -1346446.29 778279.48 -948.05  Job Page RISATower 010010333 9 of 13 Project Date Destek Engineering, LLC 5150 Stilesboro Road, Ste 510 Shalimar 17:18:39 11/07/13 Kennesaw, GA 30152 Client Designed by Phone: 770-693-0835 PM&A FAX: Ahmet Colakoglu Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. lb lb lb lb lb lb 1 0.00 -56807.34 0.00 0.00 56807.34 0.00 0.000% 2 0.00 -68168.81 -88327.64 0.00 68168.82 88327.66 0.000% 3 0.00 -51126.61 -88327.64 0.00 51126.61 88327.65 0.000% 4 44163.82 -68168.81 -76493.98 -44163.82 68168.81 76493.98 0.000% 5 44163.82 -51126.61 -76493.98 -44163.82 51126.61 76493.98 0.000% 6 76493.98 -68168.81 -44163.82 -76493.98 68168.81 44163.82 0.000% 7 76493.98 -51126.61 -44163.82 -76493.98 51126.61 44163.82 0.000% 8 88327.64 -68168.81 0.00 -88327.66 68168.82 -0.00 0.000% 9 88327.64 -51126.61 0.00 -88327.65 51126.61 -0.00 0.000% 10 76493.98 -68168.81 44163.82 -76493.98 68168.81 -44163.82 0.000% 11 76493.98 -51126.61 44163.82 -76493.98 51126.61 -44163.82 0.000% 12 44163.82 -68168.81 76493.98 -44163.82 68168.81 -76493.98 0.000% 13 44163.82 -51126.61 76493.98 -44163.82 51126.61 -76493.98 0.000% 14 0.00 -68168.81 88327.64 0.00 68168.82 -88327.66 0.000% 15 0.00 -51126.61 88327.64 0.00 51126.61 -88327.65 0.000% 16 -44163.82 -68168.81 76493.98 44163.82 68168.81 -76493.98 0.000% 17 -44163.82 -51126.61 76493.98 44163.82 51126.61 -76493.98 0.000% 18 -76493.98 -68168.81 44163.82 76493.98 68168.81 -44163.82 0.000% 19 -76493.98 -51126.61 44163.82 76493.98 51126.61 -44163.82 0.000% 20 -88327.64 -68168.81 0.00 88327.66 68168.82 -0.00 0.000% 21 -88327.64 -51126.61 0.00 88327.65 51126.61 -0.00 0.000% 22 -76493.98 -68168.81 -44163.82 76493.98 68168.81 44163.82 0.000% 23 -76493.98 -51126.61 -44163.82 76493.98 51126.61 44163.82 0.000% 24 -44163.82 -68168.81 -76493.98 44163.82 68168.81 76493.98 0.000% 25 -44163.82 -51126.61 -76493.98 44163.82 51126.61 76493.98 0.000% 26 0.00 -56807.34 -14432.07 0.00 56807.35 14432.07 0.000% 27 7216.03 -56807.34 -12498.54 -7216.03 56807.35 12498.54 0.000% 28 12498.54 -56807.34 -7216.03 -12498.54 56807.35 7216.03 0.000% 29 14432.07 -56807.34 0.00 -14432.07 56807.35 -0.00 0.000% 30 12498.54 -56807.34 7216.03 -12498.54 56807.35 -7216.03 0.000% 31 7216.03 -56807.34 12498.54 -7216.03 56807.35 -12498.54 0.000% 32 0.00 -56807.34 14432.07 0.00 56807.35 -14432.07 0.000% 33 -7216.03 -56807.34 12498.54 7216.03 56807.35 -12498.54 0.000% 34 -12498.54 -56807.34 7216.03 12498.54 56807.35 -7216.03 0.000% 35 -14432.07 -56807.34 0.00 14432.07 56807.35 -0.00 0.000% 36 -12498.54 -56807.34 -7216.03 12498.54 56807.35 7216.03 0.000% 37 -7216.03 -56807.34 -12498.54 7216.03 56807.35 12498.54 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00050569 3 Yes 4 0.00000001 0.00025748 4 Yes 5 0.00000001 0.00062989 5 Yes 5 0.00000001 0.00020529 6 Yes 5 0.00000001 0.00063247 7 Yes 5 0.00000001 0.00020636 8 Yes 4 0.00000001 0.00041819 9 Yes 4 0.00000001 0.00020644  Job Page RISATower 010010333 10 of 13 Project Date Destek Engineering, LLC 5150 Stilesboro Road, Ste 510 Shalimar 17:18:39 11/07/13 Kennesaw, GA 30152 Client Designed by Phone: 770-693-0835 PM&A FAX: Ahmet Colakoglu 10 Yes 5 0.00000001 0.00064826 11 Yes 5 0.00000001 0.00021324 12 Yes 5 0.00000001 0.00062126 13 Yes 5 0.00000001 0.00020148 14 Yes 4 0.00000001 0.00050569 15 Yes 4 0.00000001 0.00025747 16 Yes 5 0.00000001 0.00063986 17 Yes 5 0.00000001 0.00020954 18 Yes 5 0.00000001 0.00063722 19 Yes 5 0.00000001 0.00020843 20 Yes 4 0.00000001 0.00041820 21 Yes 4 0.00000001 0.00020643 22 Yes 5 0.00000001 0.00062196 23 Yes 5 0.00000001 0.00020176 24 Yes 5 0.00000001 0.00064903 25 Yes 5 0.00000001 0.00021355 26 Yes 4 0.00000001 0.00003893 27 Yes 4 0.00000001 0.00022769 28 Yes 4 0.00000001 0.00023026 29 Yes 4 0.00000001 0.00003584 30 Yes 4 0.00000001 0.00024837 31 Yes 4 0.00000001 0.00022017 32 Yes 4 0.00000001 0.00003895 33 Yes 4 0.00000001 0.00023892 34 Yes 4 0.00000001 0.00023595 35 Yes 4 0.00000001 0.00003587 36 Yes 4 0.00000001 0.00022086 37 Yes 4 0.00000001 0.00024945 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° ° L1 181.25 - 135.25 29.683 34 1.5873 0.0028 L2 139.25 - 87.25 16.866 34 1.2440 0.0013 L3 92.4167 - 48.4167 6.948 34 0.7600 0.0007 L4 54 - 1 2.234 34 0.3978 0.0003 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ° ft 181.25 DB810K 34 29.683 1.5873 0.0028 38030 180.38 DB810K 34 29.399 1.5805 0.0028 38030 179.50 DB810K 34 29.116 1.5738 0.0027 38030 176.00 (2) Antel WPA-80063-8CF with 34 27.985 1.5468 0.0026 36219 pipe 143.50 (2) X7C-FRO-440 with pipe 34 18.028 1.2822 0.0014 5036 138.00 (3) LPA-70060-8CF-EDIN-X with 34 16.533 1.2326 0.0013 4609 Pipe  Job Page RISATower 010010333 11 of 13 Project Date Destek Engineering, LLC 5150 Stilesboro Road, Ste 510 Shalimar 17:18:39 11/07/13 Kennesaw, GA 30152 Client Designed by Phone: 770-693-0835 PM&A FAX: Ahmet Colakoglu Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° ° L1 181.25 - 135.25 181.457 20 9.7170 0.0167 L2 139.25 - 87.25 103.275 20 7.6233 0.0081 L3 92.4167 - 48.4167 42.597 20 4.6609 0.0043 L4 54 - 1 13.700 20 2.4403 0.0021 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ° ft 181.25 DB810K 20 181.457 9.7170 0.0167 6536 180.38 DB810K 20 179.730 9.6765 0.0165 6536 179.50 DB810K 20 178.003 9.6360 0.0163 6536 176.00 (2) Antel WPA-80063-8CF with 20 171.103 9.4736 0.0155 6225 pipe 143.50 (2) X7C-FRO-440 with pipe 20 110.372 7.8608 0.0086 857 138.00 (3) LPA-70060-8CF-EDIN-X with 20 101.242 7.5518 0.0079 782 Pipe Compression Checks Pole Design Data Section Elevation Size L Lu Kl/r A Pu Pn Ratio No. Pu 2 ft ft ft in lb lb Pn L1 181.25 - TP28.2552x15x0.4 46.00 0.00 0.0 34.3929 -8927.37 2535100.00 0.004 135.25 (1) L2 135.25 - 87.25 TP41.2867x26.3026x0.53 52.00 0.00 0.0 67.0146 -23060.90 4939650.00 0.005 (2) L3 87.25 - TP51.4168x38.7379x0.54 44.00 0.00 0.0 85.6671 -38742.70 6220260.00 0.006 48.4167 (3) L4 48.4167 - 1 (4) TP64.0002x48.7279x0.6 53.00 0.00 0.0 122.489 -68084.90 8428920.00 0.008 0 Pole Bending Design Data Section Elevation Size Mux Mnx Ratio Muy Mny Ratio No. Mux Muy ft lb-ft lb-ft Mnx lb-ft lb-ft Mny L1 181.25 - TP28.2552x15x0.4 796130.83 1369516.67 0.581 0.00 1369516.67 0.000 135.25 (1)  Job Page RISATower 010010333 12 of 13 Project Date Destek Engineering, LLC 5150 Stilesboro Road, Ste 510 Shalimar 17:18:39 11/07/13 Kennesaw, GA 30152 Client Designed by Phone: 770-693-0835 PM&A FAX: Ahmet Colakoglu Section Elevation Size Mux Mnx Ratio Muy Mny Ratio No. Mux Muy ft lb-ft lb-ft Mnx lb-ft lb-ft Mny L2 135.25 - 87.25 TP41.2867x26.3026x0.53 2950266.67 3929941.67 0.751 0.00 3929941.67 0.000 (2) L3 87.25 - TP51.4168x38.7379x0.54 5337941.67 6224624.67 0.858 0.00 6224624.67 0.000 48.4167 (3) L4 48.4167 - 1 (4) TP64.0002x48.7279x0.6 9542250.00 10870416.67 0.878 0.00 10870416.67 0.000 Pole Shear Design Data Section Elevation Size Actual Vn Ratio Actual Tn Ratio No. Vu Vu Tu Tu ft lb lb Vn lb-ft lb-ft Tn L1 181.25 - TP28.2552x15x0.4 30581.50 594143.00 0.051 455.16 2917966.67 0.000 135.25 (1) L2 135.25 - 87.25 TP41.2867x26.3026x0.53 54671.70 1157690.00 0.047 451.51 8361166.67 0.000 (2) L3 87.25 - TP51.4168x38.7379x0.54 69669.40 1479910.00 0.047 449.45 13210082.67 0.000 48.4167 (3) L4 48.4167 - 1 (4) TP64.0002x48.7279x0.6 88392.30 2116020.00 0.042 448.53 23035333.33 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Pu Mux Muy Vu Tu Stress Stress ft Pn Mnx Mny Vn Tn Ratio Ratio L1 181.25 - 0.004 0.581 0.000 0.051 0.000 0.588 1.000 4.10-1a 135.25 (1) L2 135.25 - 87.25 0.005 0.751 0.000 0.047 0.000 0.758 1.000 4.10-1a (2) L3 87.25 - 0.006 0.858 0.000 0.047 0.000 0.866 1.000 4.10-1a 48.4167 (3) L4 48.4167 - 1 (4) 0.008 0.878 0.000 0.042 0.000 0.888 1.000 4.10-1a Section Capacity Table Section Elevation Component Size Critical P øPallow % Pass No. ft Type Element lb lb Capacity Fail L1 181.25 - 135.25 Pole TP28.2552x15x0.4 1 -8927.37 2535100.00 58.8 Pass L2 135.25 - 87.25 Pole TP41.2867x26.3026x0.53 2 -23060.90 4939650.00 75.8 Pass L3 87.25 - 48.4167 Pole TP51.4168x38.7379x0.54 3 -38742.70 6220260.00 86.6 Pass L4 48.4167 - 1 Pole TP64.0002x48.7279x0.6 4 -68084.90 8428920.00 88.8 Pass Summary  Job Page RISATower 010010333 13 of 13 Project Date Destek Engineering, LLC 5150 Stilesboro Road, Ste 510 Shalimar 17:18:39 11/07/13 Kennesaw, GA 30152 Client Designed by Phone: 770-693-0835 PM&A FAX: Ahmet Colakoglu Section Elevation Component Size Critical P øPallow % Pass No. ft Type Element lb lb Capacity Fail Pole (L4) 88.8 Pass RATING = 88.8 Pass  Program Version 5.3.1.0 - 1/16/2009 File:Z:/Destek/Projects/01 - PM&A/010010333 - SHALIMAR/Risa Tower/Shalimar.eri Client: PM&A CALCULATION SHEET Site ID: Shalimar BASE PLATE ANALYSIS - CIRCULAR PLATE Reactions from Risa Tower Mpoleu  9542  kip  ft Vpoleu  71.4kip Ppoleu  68.2  kip Base Plate Properties Diabolt  71  in :Bolt Circle Diameter: Dia  64  in :Diameter of Pole at the bottom of shaft n  12 :Number of sides nbolt  28 :Number of bolts wide  tan   π   Dia  wide  17.15  in  n wide  n Diabolt  Dia w   7.35  in d   3.5  in nbolt 2 Anchor Bolt Properties db  2.25  in :Anchor Bolt Diameter 1 :Number of threads Nth  4.5  in :Base Plate yield strength Fbp  60  ksi t  3.25  in :Thickness of Base Plate Fubolt  100ksi :Ultimate Stress for bolts ϕb  0.9 :for bending ϕt  0.8 :for tension Prepared By: 1 of 4 Job #:10010333 Destek Engineering, LLC Date: 11/7/2013 5:49 PM Client: PM&A CALCULATION SHEET Site ID: Shalimar Number Of Bolts 28 Diameter Of Bolts(inch) 71 Moment (ft. kips) 9542 114504 (inch.kips) Axial (kips) 68.2 Bolt dia(inch) 2.25 Bolt Fy(ksi) 75 n(number of threads) 4.5  x i = 2 Force=M*x i /  x i2 + A 17643.500 MAX F(Tension)= 228.0 MAX F(Compression)= -232.8 o o Bolt #  Radians Cos( ) x i (inch) x i2Force(kips) 1 0 0.000 1.000 35.500 1260.250 228.0 2 12.8571429 0.224 0.975 34.610 1197.848 222.2 3 25.7142857 0.449 0.901 31.984 1023.002 205.1 4 38.5714286 0.673 0.782 27.755 770.341 177.7 5 51.4285714 0.898 0.623 22.134 489.909 141.2 6 64.2857143 1.122 0.434 15.403 237.248 97.5 7 77.1428571 1.346 0.223 7.899 62.402 48.8 8 90 1.571 0.000 0.000 0.000 -2.4 9 102.857143 1.795 -0.223 -7.899 62.402 -53.7 10 115.714286 2.020 -0.434 -15.403 237.248 -102.4 11 128.571429 2.244 -0.623 -22.134 489.909 -146.1 12 141.428571 2.468 -0.782 -27.755 770.341 -182.6 13 154.285714 2.693 -0.901 -31.984 1023.002 -210.0 14 167.142857 2.917 -0.975 -34.610 1197.848 -227.0 15 180 3.142 -1.000 -35.500 1260.250 -232.8 16 192.857143 3.366 -0.975 -34.610 1197.848 -227.0 17 205.714286 3.590 -0.901 -31.984 1023.002 -210.0 18 218.571429 3.815 -0.782 -27.755 770.341 -182.6 19 231.428571 4.039 -0.623 -22.134 489.909 -146.1 20 244.285714 4.264 -0.434 -15.403 237.248 -102.4 21 257.142857 4.488 -0.223 -7.899 62.402 -53.7 22 270 4.712 0.000 0.000 0.000 -2.4 Prepared By: 2 of 4 Job #:10010333 Destek Engineering, LLC Date: 11/7/2013 5:49 PM Client: PM&A CALCULATION SHEET Site ID: Shalimar Check Anchor Bolt Pu  228kip :Maximum Bolt Tension Vpoleu Vu   2.55  kip :Maximum Bolt Shear nbolt 2 An  π   db  0.9743   3.25  in 2 Nth  :Net area of bolts 4  Rnt  Fubolt  An  324.768  kip :Nominal Tensile Capacity ϕt  Rnt  259.815  kip η  0.5 :Variable for anchor bolt detail Vu Pu  η  89.7  % :Anchor Bolt Usage ϕt  Rnt Prepared By: 3 of 4 Job #:10010333 Destek Engineering, LLC Date: 11/7/2013 5:49 PM Client: PM&A CALCULATION SHEET Site ID: Shalimar Base Plate Check Fcompression  232.8kip Mbp  Fcompression  d  814.8  kip  in 2 1 3 S  w  t  S  12.938  in 6 :Elastic Section Modulus My  S  Fbp My  776  kip  in :Elastic Capacity 2 w t 3 Z  Z  19.407  in :Plastic Modulus 4 Mp  Z  Fbp Mp  1164  kip  in Plastic Capacity Mp  1.5  My if Mp  1.5  My Mp  1164  kip  in Mp otherwise ϕb  Mp  1048  kip  in Mbp Usage   78  % ϕb  Mp Prepared By: 4 of 4 Job #:10010333 Destek Engineering, LLC Date: 11/7/2013 5:49 PM