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1 <br /> ' ` � , <br /> ' 4. FINDINGS AND EVALUATION <br /> � <br /> � <br /> ' The follow�ing is a summary of the findings of this analysis under a design �vind loadina of <br /> 10� mph without ice. <br /> � I <br /> , � <br /> I <br /> ' 1. Tihe tower legs, diagonals bracing and horizontal bracing members are adequatel�� <br /> ' sized for the strength requirement under the applied load. <br /> � <br /> i <br /> 2. The maximum tower base foundation reactions per leg are as follo��rs: <br /> 1 � <br /> I Original <br /> ' ; Calculated <br /> � Values Design <br /> Values <br />�, ' i Shear 41.39 K 47.52 K <br /> � <br /> � <br /> i Uplift 365.11 K 471.18 K <br /> � � Compression 416.39 K 510.54 K <br /> ' ; <br /> • ' <br /> ' 3. The maximum displacement at the top of the tower is 1.30 ft. <br /> I <br /> � <br /> ' � <br /> i <br /> ' I <br /> , I� • <br />� i <br /> 1 � <br /> ' <br /> j <br /> I <br /> 1 , <br /> I <br /> ' , i <br /> ; -s- <br /> • , Zephyrhills-APT <br /> 190 Ft. Self Supporting Tower <br /> ' I Zephyrhills,Florida <br /> ' � <br /> � <br /> i <br /> � <br /> � <br /> ' I I <br />� � i <br />