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8.21 x0.875 <br />2.168 x 0.18 - 0.596 ksi accordingly S.F. = 5.56 L <br />DESIGN (B)Section Arrangement as in Fig, 26 <br />This arrangement has been used in building the existing panels. <br />A = 1.96 in.2 <br />e = 1.904 in. <br />I = 1.146 in. <br />8.21 x 1.904f= =13.64 ksi therefore S.F. = 2.551.146 <br />C=8.21 x 0.721 <br />1.146 x 0.18 = 0.930 ks£therefore S.F. = 3.57 <br />TEST FOR DESIGN (B) <br />(AM \ <br />9, UA panel has been loaded through eight squares of tft. by 1 ft. as shown in Fig. 3. Thissimulates a uniform load over a whole panel built as outlined in Fig. 1 and 21 The ultimateload was reeprded at 8800.lbs., failure was triggered by yielding at member C-D. That isequivalent to 275 psi i.e. corresponding to -a safety factor of2.2 when considering the liveload at 125 ps[ Thi_Ris to.be -compared with the analytical results ofS.F. = 2.55. <br />DESIGN (C) Aliernate Arrangements <br />Fig. 4 shows an alternate arrangement for the floor panels with two intermediate panels,Member C-D. <br />1.33 +4The load w =x 2 x 1.33 * 128 - 903/3,2 <br />V =456 tb. <br />M = 6330 Ib.in. <br />I = 2.168 in' <br />e = 2.75 in. <br />6.33 •2.756 - - • 8.03 ki, S .F. = 4.33 ,2.168 <br />6.33 *0.875ft 'M 0.18 - 0.46 1.i,S F. =11 <br />r <br />r <br />1.105