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<br /> <br /> <br />ttnnxxTToowweerr Job <br />EDINGER AND BRISTOL (BU 845391) <br />Page <br />1 of 21 <br />TEP <br />326 Tryon Road <br />Project <br />TEP No. 229344.1130072 <br />Date <br />12:45:44 07/20/25 <br />Raleigh, NC 27603 <br />Phone: (919) 616-6351 <br />FAX: (919) 616-6350 <br />Client <br />Crown Castle Designed by <br />TG <br /> <br /> Tower Input Data <br /> <br />The tower is a monopole. <br />This tower is designed using the TIA-222-H standard. <br />The following design criteria apply: <br /> Tower base elevation above sea level: 49.00 ft. <br /> Basic wind speed of 95 mph. <br /> Risk Category II. <br /> Exposure Category C. <br /> Simplified Topographic Factor Procedure for wind speed-up calculations is used. <br /> Topographic Category: 1. <br /> Crest Height: 0.00 ft. <br /> Deflections calculated using a wind speed of 60 mph. <br /> CCISeismic Note: Seismic loads generated by CCISeismic 5.0.2. <br /> CCISeismic Note: Seismic calculations are in accordance with TIA -222-H-1. <br /> Non-linear (P-delta) analysis was used. <br /> Pressures are calculated at each section. <br /> Stress ratio used in pole design is 1. <br /> Tower analysis based on target reliabilities in accordance with Annex S. <br /> Load Modification Factors used: Kes(Fw) = 0.95, Kes(Ev and Eh) = 1.0. <br /> Maximum demand-capacity ratio is: 1.05. <br /> Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. <br /> <br /> Options <br /> <br /> Consider Moments - Legs Assume Legs Pinned Calculate Redundant Bracing Forces <br /> Consider Moments - Horizontals √ Assume Rigid Index Plate Ignore Redundant Members in FEA <br /> Consider Moments - Diagonals √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression <br /> Use Moment Magnification Use Clear Spans For KL/r All Leg Panels Have Same Allowable <br />√ Use Code Stress Ratios Retension Guys To Initial Tension Offset Girt At Foundation <br />√ Use Code Safety Factors - Guys √ Bypass Mast Stability Checks √ Consider Feed Line Torque <br /> Escalate Ice √ Use Azimuth Dish Coefficients Include Angle Block Shear Check <br /> Always Use Max Kz √ Project Wind Area of Appurtenances Use TIA-222-H Bracing Resist. Exemption <br /> Kz In Exposure D Hurricane Region √ Alternative Appurt. EPA Calculation Use TIA-222-H Tension Splice Exemption <br /> Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles <br /> Leg Bolts Are At Top Of Section Add IBC .6D+W Combination √ Include Shear-Torsion Interaction <br /> Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Always Use Sub-Critical Flow <br /> Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets <br /> SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder √ Pole Without Linear Attachments <br /> SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole With Shroud Or No Appurtenances <br /> Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Outside and Inside Corner Radii Are Known <br /> Use Special Wind Profile <br /> <br /> Tapered Pole Section Geometry <br /> <br /> Section Elevation <br /> <br />ft <br />Section <br />Length <br />ft <br />Splice <br /> Length <br />ft <br />Number <br />of <br />Sides <br />Top <br />Diameter <br />in <br />Bottom <br />Diameter <br />in <br />Wall <br />Thickness <br />in <br />Bend <br />Radius <br />in <br />Pole Grade <br />L1 60.00-45.00 15.00 0.00 12 33.2000 33.2000 0.2500 1.0000 A36 <br />(36 ksi) <br />L2 45.00-30.00 15.00 0.00 12 33.2000 33.2000 0.2500 1.0000 A36 <br />(36 ksi) <br />L3 30.00-0.00 30.00 12 33.2000 37.7000 0.2812 1.1250 A36 <br />(36 ksi)