6107 BERKSHIRE DR T MOBILE ANTENNA 2025-04-11

May 25, 2021 127 Ft Monopole Tower Structural Analysis CC!BU No 823967 Project Number 406642, Order 546770, Revision 1 Page 8 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 Snohomish County, Washington. • Tower base elevation above sea level: 434.00 ft. • Basic wind speed of 98 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. • Nominal ice thickness of 1.0000 in. • Ice thickness is considered to increase with height. • Ice density of 56 pcf. • A wind speed of 30 mph is used in combination with ice. • Temperature drop of 50 °F. • Deflections calculated using a wind speed of 60 mph. • CCISeismic Note: Seismic loads generated by CCISeismic 3.3.6. • CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1. • A 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(ti) =0.85, 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 Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals 1.1 Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification V Use Clear Spans For Wind Area SR Leg Bolts Resist Compression J Use Code Stress Ratios Use Clear Spans For KLlr All Leg Panels Have Same Allowable d Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice NI Bypass Mast Stability Checks d Consider Feed Line Torque Always Use Max Kz J Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component NI Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Tapered Pole Section Geometry tnxTower Report-version 8.0.9.0