8215 BROADWAY T MOBILE ANTENNAS 2021-02-22

Job Page mxTow Feely-BU#: 824022 1 of 10 • GPD Project Date 520 South Main Street Suite 2531 2019777.824022.02 07:53:12 06/20/19 Akron,Ohio 44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX. (330)572-2101 msteward • 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:394.00 ft. Basic wind speed of 110 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 3.2.3. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1.05. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used:Kes(F,)=0.95,Kes(Ev,and Eh)= 1.0. 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 J Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification 4 Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios 'J Use Clear Spans For KL/r All Leg Panels Have Same Allowable 4 Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice 4 Bypass Mast Stability Checks 4 Consider Feed Line Torque Always Use Max Kz ' Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile 'J 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 'J Sort Capacity Reports By Component 4 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 Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in Ll 60.00-31.75 28.25 4.25 16 19.6800 23.0600 0.1875 0.7500 A572-65 (65 ksi) L2 31.75-0.00 36.00 16 22.1765 26.5000 0.2188 0.8750 A572-65 (65 ksi)