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March 08, 2022 <br /> 130 Ft Monopole Tower Structural Analysis CCI BU No 815285 <br /> Project Number 2084453, Order 607190, Revision 1 Page 7 <br /> Tower Input Data <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 is located in Snohomish County, Washington. <br /> • Tower base elevation above sea level: 54.000 ft. <br /> • Basic wind speed of 98 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: 0.000 ft. <br /> • Nominal ice thickness of 1.000 in. <br /> • Ice thickness is considered to increase with height. <br /> • Ice density of 56.000 pcf. <br /> • A wind speed of 30 mph is used in combination with ice. <br /> • Temperature drop of 50.000 °F. <br /> • Deflections calculated using a wind speed of 60 mph. <br /> • CCISeismic Note: Seismic loads generated by CCISeismic 3.3.9. <br /> • CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1. <br /> • A 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(ti) = 0.85, 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 <br /> considered. <br /> Options <br /> Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules <br /> Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces <br /> Consider Moments-Diagonals J Assume Rigid Index Plate Ignore Redundant Members in FEA <br /> Use Moment Magnification s/ Use Clear Spans For Wnd Area SR Leg Bolts Resist Compression <br /> .I Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable <br /> J Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation <br /> Escalate Ice J Bypass Mast Stability Checks ' Consider Feed Line Torque <br /> Always Use Max Kz v Use Azimuth Dish Coefficients Include Angle Block Shear Check <br /> Use Special Wind Profile ' Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. <br /> Exemption <br /> Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice <br /> Exemption <br /> Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles <br /> Secondary Horizontal Braces Leg J Sort Capacity Reports By Component \I Include Shear-Torsion Interaction <br /> Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow <br /> SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets <br /> SR Members Are Concentric Ignore KL/ry For 60 Deg.Angle Legs Pole Without Linear Attachments <br /> Pole With Shroud Or No <br /> Appurtenances <br /> Outside and Inside Corner Radii Are <br /> Known <br /> Pole Section Geometry <br /> tnxTower Report-version 8.1.1.0 <br />