2731 3%4 N Grand Ave WCC01 - Plan

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June 18, 2025 59 Ft Monopole Tower Structural Analysis CCI BU No 845404 Project Number 42285-845404-2399694-01-STR, Order 705457, Revision 0 Page 6 tnxTower Report - version 8.3.0.5 Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: • Tower is located in Orange County, California. • Tower base elevation above sea level: 185.22 ft. • Basic wind speed of 95 mph. • Risk Category II. • Exposure Category C. • Simplified Topographic Factor Procedure for wind speed-up calculations is used. • Topographic Category: 1. • Crest Height: 0.00 ft. • Deflections calculated using a wind speed of 60 mph. • CCISeismic Note: Seismic loads generated by CCISeismic 5.0.2. • CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1. • Non-linear (P-delta) analysis was used. • Pressures are calculated at each section. • Stress ratio used in pole design is 1. • Tower analysis based on target reliabilities in accordance with Annex S. • Load Modification Factors used: Kes(Fw) = 0.95, Kes(Ev and Eh) = 1.0. • Maximum demand-capacity ratio is: 1.05. • Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments - Horizontals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Consider Moments - Diagonals √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Moment Magnification Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Stress Ratios Retension Guys To Initial Tension Offset Girt At Foundation √ Use Code Safety Factors - Guys √ Bypass Mast Stability Checks √ Consider Feed Line Torque Escalate Ice √ Use Azimuth Dish Coefficients Include Angle Block Shear Check Always Use Max Kz √ Project Wind Area of Appurtenances Use TIA-222-H Bracing Resist. Exemption Kz In Exposure D Hurricane Region √ Alternative Appurt. EPA Calculation Use TIA-222-H Tension Splice Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section Add IBC .6D+W Combination √ 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 SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder √ Pole Without Linear Attachments SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole With Shroud Or No Appurtenances Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Outside and Inside Corner Radii Are Known Use Special Wind Profile Tapered Pole Section Geometry Section Elevation ft Section Length ft Splice Length ft Number of Sides Top Diameter in Bottom Diameter in Wall Thickness in Bend Radius in Pole Grade L1 59.00-19.92 39.08 4.08 12 16.5620 24.3820 0.2812 1.1250 A572-65 (65 ksi) L2 19.92-0.00 24.00 12 23.0025 27.8000 0.3438 1.3750 A572-65 (65 ksi)