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i <br /> J p <br /> I <br /> Page <br /> ' � ��T���p Job Pasco Co nty (VS) (BU 826548) 1 of 25 <br /> Tower Engi�teering Project Date <br /> Professionals,Inc. TEP o. 48167.25330 07:54:05 10/14/14 <br /> 326 Tryon Rd. <br /> Raleigh,NC27603 Client Designedby <br /> Phone. (919)661-6351 rown Castle <br /> FrLY. (919)661-6350 mkirchner <br /> Tower input Data � <br /> The main tower is a 3x free standing tower with an overall heigh of 190.00 fr above the ground line. <br /> The base of the tower is set at an elevation of 0.00 ft above the ound line. <br /> The face width of the tower is 8.000 ft at the top and 21.333 ft a the base. <br /> This tower is designed using the TIA-222-G standazd. <br /> The following design criteria apply: <br /> Tower is located in Pasco County,Florida. <br /> Basic wind speed of 106 mph. <br /> Structure Class II. <br /> Exposure Category C. <br /> Topographic Category 1. <br /> Crest Height 0.00 ft. <br /> Deflections calculated using a wind speed of 60 m h. <br /> Pressures are calculated at each section. <br /> Stress ratio used in tower member design is 1. <br /> Local bending stresses due to climbing loads,feed ine supports,and appurtenance mounts are not considered. <br /> O t1011S - <br /> Consider Moments-I.egs Distribute Leg Loads As niform Treat Feedline Bundles As Cylinder <br /> Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules <br /> Consider Moments-Diagonals � Assume Rigid Index Plate � Calculate Redundant Bracing Forces <br /> Use Moment Magnification � Use Clear Spans For Win Area Ignore Redundant Members in FEA <br /> � Use Code Stress Ratios � Use Clear Spans For KIJr SR Leg Bolts Resist Compression <br /> '� Use Code Safety Factors-Guys Retension Guys To Initial ension All Leg Panels Have Same Allowable <br /> Escalate Ice � Bypass Mast Stability Ch cks Offset Girt At Foundation <br /> Always Use Max Kz � Use Azimuth Dish Coeffi ients � Consider Feedline Torque <br /> Use Special Wind Profile � Project Wind Area of Ap rt. � Include Angle Block Shear Check <br /> � Include Bolts In Member Capacity Autocalc Torque Arm Ar s f_ - -��T µ'�poles , � �WH_��_.� <br /> Leg Bolts Are At Top Of Section SR Members Have Cut E ds Include Shear-Torsion Interaction <br /> � Secondary Horizonta]Braces Leg � Sort Capacity Reports By omponent Always Use Sub-Critical F1ow <br /> Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inn r Bracing Use Top Mounted Sockets <br /> Add IBC.6D+W Combination Use TIA-222-G Tension plice Capacity <br /> Exemption <br />