2215 MERRILL CREEK PKY A T AND T WIRELESS ANTENNA 2023-02-06

Job Page tnxTower Norpro,WA BU#826263 1 of 33 Vertical Structures,Inc. Project Date 309 Spangler Dr.Suite E Vertical Structures Job No. 2021-003-036 15:22:38 07/30/21 Richmond,KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle FAX:(859)624-8369 Jonathan Makinen 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:490.00 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 pc£ • 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. • The existing structure load modification factors,Kes,from TIA-222-H Annex S were considered in this analysis. • A demand-capacity ratio of 1.05 was used in this analysis as allowed by TIA-222-H. • CCISeismic Note: Seismic loads generated by CCISeismic 3.3.7. • 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. • 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 I Calculate Redundant Bracing Forces Consider Moments-Diagonals 4 Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification 4 Use Clear Spans For Wind Area 4 SR Leg Bolts Resist Compression -4 Use Code Stress Ratios 4 Use Clear Spans For KL/r All Leg Panels Have Same Allowable d 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 4 Use Azimuth Dish Coefficients -4 Include Angle Block Shear Check Use Special Wind Profile 4 Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.Exemption Include Bolts In Member Capacity I Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption NI Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles i Secondary Horizontal Braces Leg Sort Capacity Reports By Component 4 Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) -4 Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow 4 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