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� BOEING COMMERCIAL AIRPLANE COMPANY <br /> EVERETT FACILITY ' <br /> BUILDING 40-26 <br /> EVERETT, WASHINGTON <br /> STRUCTURAL PEER REVIEW COMMENTS ON <br /> 90% CONCRETE FOUNDATION SUBMITTAL <br /> MARCH 23, 1992 <br /> Note: Commente on Structural Steel Design, comment numbers 1 throu�h 31i, <br /> were sent on March 13, 1992. <br /> 64 - Sheet HFS503. The plan at the working hoist crane level and the plan on RFS <br /> 160B seem to indicate the bottom chord bracing in the crane maintenance bay <br /> has been raised about 8 feet above the main truss bottom chord �evel. For <br /> wind load acting on the eaterior wall on Line R, are the wind load reactions from <br /> the columns at R-9.25, R-9.5 and R-9.75 to be resisted by the raised bottom <br /> chord bracing? If so, members for delivering the loads to this level do not <br /> appear to be shown. View H/RFS504 and Section J/RFS504 seem to indicate <br /> the wind loads are to be resisted by the W27 x 114 in weak way bending <br /> spanning to the main columns. If this is the intended system, are the W27 x <br /> 114 members adequate for these loads? <br /> 65 - Secticn A/RFS504 from Detail 3/RFS504. It seems the stiHener plates shown in <br /> the det�;!� need to be shown in the section. <br /> 66 - Detail 7/RFS504. It seems the mark for the section cut in the detail should be <br /> revised to Section D/RFS504. <br /> 67 - Section D/S619. Unless the tube frame columns can resist the out of plane <br /> wind load on the door in cantilever bending from the foundation, it seems the <br />' tops oi the tube frame columns should be connected to the C•6C door Jamb <br /> columns. <br /> 1 <br />