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Page <br /> tnxTower Job Paine Field (BU 856390) 1 of 27 <br /> Tower Engineering Project Date <br /> Professionals TEP No. 62974.851100 08:36:09 05/10/23 <br /> 326 Tryon Road <br /> Raleigh,NC 27603 Client Designed by <br /> Phone:(919)661-6351 Crown Castle <br /> FAX:(919)661-6350 Anwar Ibrahim <br /> Tower Input Data <br /> The main tower is a 3x free standing tower with an overall height of 100'above the ground line. <br /> The-base of the tower is set at an elevation of 0'above the ground line. <br /> The face width of the tower is 6'9-11/32"at the top and 15'7-1/16"at the base. <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:606'. <br /> Basic wind speed of 110 mph. <br /> Risk Category U. <br /> Exposure Category C. <br /> Simplified Topographic Factor Procedure for wind speed-up calculations is used. <br /> Topographic Category: 1. <br /> Crest Height: 0: <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°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 /> Pressures are calculated at each section. <br /> Stress ratio used in tower member 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(E„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 /> Options <br /> Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules <br /> Consider Moments-Horizontals Assume Legs Pinned J Calculate Redundant Bracing Forces <br /> Consider Moments-Diagonals Ai Assume Rigid Index Plate Ignore Redundant Members in FEA <br /> Use Moment Magnification 'I Use Clear Spans For Wind Area 1 SR Leg Bolts Resist Compression <br /> 4 Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable <br /> 'I Use Code Safety Factors-Guys, Retension Guys To Initial Tension Offset Girt At Foundation <br /> Escalate Ice d Bypass Mast Stability Checks Consider Feed Line Torque <br /> Always Use Max Kz 1 Use Azimuth Dish Coefficients 1 Include Angle Block Shear Check <br /> Use Special Wind Profile '1 Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.Exemption <br /> Include Bolts In Member Capacity Autocaic Torque Arm Areas Use TIA-222-H Tension Splice Exemption <br /> Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles <br /> I Secondary Horizontal Braces Leg 'I 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 KL/ry For 60 Deg.Angle Legs Pole Without Linear Attachments <br /> Pole With Shroud Or No Appurtenances <br /> Outside and Inside Corner Radii Are <br /> Known <br />