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

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