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Roof Screen Design <br />Demand <br />DLscreen =8 psf Dead load of roof screen <br />pwind =35.6 psf Wind demand (See calculations) <br />Roof Screen At Parapet <br />Wind Screen Design <br />tw =8 ft Tributary width for lateral wind demand <br />wwind =284.8 plf Wind demand on vertical member <br />See Attached Risa 3D Model <br />Anchorage <br />Tu =664 lbs Worst case tensile demand in anchorage (See node reactions) <br />Vu,x =1091 lbs Worst case shear demand in anchorage (See node reactions) <br />Vu,z =1366 lbs Worst case shear demand in anchorage (See node reactions) <br />See Attached Anchorage Calculations <br />Typical Roof Screen <br />Wind Screen Design <br />tw =8 ft Tributary width for lateral wind demand <br />wwind =284.8 plf Wind demand on vertical member <br />See Attached Risa 3D Model <br />Anchorage <br />Tu =1698 lbs Worst case tensile demand in anchorage (See node reactions) <br />Vu,z =926 lbs Worst case shear demand in anchorage (See node reactions) <br />Mu =617 lb-ft Worst case moment demand in anchorage (See node reactions) <br />danchors =8 in Distance between anchors resisting moment demand <br />Tu,moment =925.5 lbs Additional tensile demand in anchors from moment demand T/C couple <br />Tmax =1574.1 lbs Worst case design tensile demand (ASD) <br />Vmax,z =555.6 lbs Worst case design shear demand (ASD) <br />See Lag Screw Design <br />PROJECT <br />CLIENT <br />LOCATION <br />ITEM <br />Edwards Advanced Catheter Lab TI <br />TDA Architects <br />Santa Ana, CA <br />Anchorage <br />S24-0082 <br />SHEET # <br />ENGINEER <br />DATE <br />JOB # <br />7/22/2024 <br />C. Landis <br /> BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH <br />3009 S Daimler St <br />11/18/2024