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This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) RAI I MC=ME PL Mmax r I JB = P dp d 23PL3 mczx. 648(1 /9 P1! dmax = 304(1 Bending moment, shear and deflection 1083 PL MC Mf — A*C d in ax. — MD dinax. SJPL — — 2P 4/PL3 768(1 SPL
This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) 1084 Bending moment, shear and deflection A '9 pp p p SiMPLY SUPPOATED BEAMS b F AB MCfl MDME!fL A4 —A8 "2P ;,2'max. d 6JPL max. 1000E% TOTAL LOAD pPppPP P LA (n—I) forces B When n is odd. (nL /) p1 Mmax — When n is even. Mmcx. — n. PL/8 '4B("')'% R8 When n is odd PL3 r i7r it / When n /5 even dmaxiuu,p4,. . nft_ :# )J When n >10, consider the load uniformly distributed The reaction at the supports = W/2, but the maximum SE at the ends of the beam — W(n;/)11,AW The value of the maximum bending moment — C. WL The value of the deflection at the centre of the span — k. Value otn A C k 2 0 250O 0.1250 O• 0/05 S 0.3333 0/I/I 00118 4 03750 0.1250 00/24 5 Q.4 01200 0.0/26 6 04/67 O•IZSO OO/27 7 O4286 0/224 0•0/28 8 0•4375 0•1250 00/28 9 04444 0/236 00l29 /0 O•4500 0.1250 0•0/29
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