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96 Ft Monopole Tower Structural Analysis February 28, 2022CC!BU No 880407 <br /> Project Number2078679, Order 601554, Revision 0 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: 576.00 ft. <br /> • Basic wind speed of 98 mph. <br /> • Risk Category 11. <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 /> • Nominal ice thickness of 1.0000 in. <br /> • Ice thickness is considered to increase with height. <br /> • Ice density of 56 pcf. <br /> • A wind speed of 30 mph is used in combination with ice. <br /> • Temperature drop of 50 OF. <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 Assume Rigid Index Plate Ignore Redundant Members in FEA <br /> Use Moment Magnification v Use Clear Spans For Wind Area SR Leg Bolts Resist Compression <br /> Use Code Stress Ratios Use Clear Spans For KUr All Leg Panels Have Same Allowable <br /> �l Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation <br /> Escalate Ice ti' Bypass Mast Stability Checks v, Consider Feed Line Torque <br /> Always Use Max Kz v Use Azimuth Dish Coefficients Include Angle Block Shear Check <br /> Use Special Wind Profile N' Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. <br /> Exemption <br /> Include Bolts In Member Capacity Autocale Torque Arm Areas Use TIA-222-H Tension Splice <br /> Leg Bolts Are At Top Of Section Add IBC_6D+W Combination Exemption PolesSecondary Horizontal Braces Leg v Sort Capacity Reports By Component 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 KUry 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 /> Tapered Pole Section Geometry <br /> tnxTower Report-version 8.1.1.0 <br />