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

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)