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&40wool� <br /> Steel Beam and <br /> Copynght 1993 by Amencan Iron and Stetd Institute Column Tables <br /> Residential Steel Beam Load/Span Tables-Wide Flange Beams ;::,;,:;:;;: <br /> MAXIMUM SPAN FOR CENTER BEAMS SUPPORTING ONE FLOOR ONLY no roof or attic loads -L <br /> ::'' <br /> 'X'# 'tAR'SWlt3'I'ltItll ' > » > > >>> > <br /> tlt�.�Plli 't'1 :.; :. .:::::. .. :»:>:>:<:>::: :::>:;::::>;:.:::;::;;:;.......;:.;;;..:.......;:<.;:.;;:.:::.;:.;;:.;:.;:.::.; <br /> ............................. ..................... .......... <br /> ............................................... <br /> :. ::::::. .::::.:.:.11.:::::.:1 .....I.�e. .. . ... .. :.......G. ....... ........ll. ....... .......t1.::::::.::::::1E..alt......:......I ........::::: + * ::::::.:::::: ...... ............................................................................... <br /> . . .... . . .. <br /> W6x9 16.4 5.6 11.0 4.2 11 26 14.3 LL 13.0 LL 12.0 u 11.3 LL 10.8 LL 10.3 LL 9.8 h4 9.3 Mc 8.9 Mc 8.5 Mc <br /> :.:.:.;:.; ....1. .... 1. i.1$....: :... 3.:.........I�I. .......0,� ......t,#« ....t13,�...... ......III�......:f4 ........................... <br /> W8x10 30.8 7.8 15.5 4.2 10 26 17.6 LL 16.0 LL 14.9 LL 14.0 LL 13.2 mc 12.4 mc 11.7 m4 11.1 Mc 10.6 Mc 10.1 Mc <br /> 62 w::::.W ,• 1G{1. .: .::. .7R :::. ::::: ..:::: f,:..:��. R•11..�..:: :.... . ...... :..: .:::::.....:::: :•:.:7.1.:::: .:::::iTi:::: � :::::...... .... <br /> ..........:...:.:•::::.. .......... ........... ..................:•w. .... ... <br /> WWII 39.6 9.9 19.6 42 18 38 1 19.2 LL 174 LL 16.2 LL 15.2 LL 14.4 LL 13.8 LL 13.1 12.4 Mc 11.9 Mc 11.4 Mc <br /> D W10x12 53.8 10.9 21.6 3.9 11 29 21.2 LL 19.3 LL 17.9 LL 16.8 15.6 14.6 13.8 13.1 Mc 12.5 Mc 11.9 Mc <br /> :.......... ... ............................:...::....::..............................:..:::::............ .......:................ ..:...:........:........ ......:.........:.. <br /> W10x15 68.9 13.8 27.3 4.2 17 38 23.0 LL 20.9 LL 19.4 LL 18.3 LL 174 LL 16.4 15.5 14.7 Mc 14.0 Mc 13.4 Mc <br /> ;:.>:.:_. :::>: : .>:.':.:: >:: :>:;>::<:>: •;:. .;;.> 1. . ...... :t.......t�: ....1.1�,�......�: ....t�l�......t.l. .....1 �......� <br /> W10x17 81.9 16.2 32.1 4.2 18 41 24.4 LL 22.2 LL 20.6 LL 19.4 LL 18.4 LL 17.6 LL 16.7 m4 15.9 Mc 15.2 Mc 14.5 Mc <br /> :::::::: :•. ::.:.2� .::: 1•. .:.:.6�ila:.. ' .: .:::. .:::n: :::.:. h(i.v:::: :..: x .....t .......1Y ...... .... .}.f. ... :.::::'.7.r:::: A ::::•: .......................... <br /> W12x14 88.6 14.9 29.5 3.5 12 30 25.0 LL 22.8 LL 21.1 LL 19.6 18.2 17.0 16.1 15.3 Mc 14.6 Mc 13.9 Mc <br /> y ........... .... ...............:::..........:...........................:..... .:...................... ........::::::::........ ........................ :::.:........:.:.::::.:...:.:::.....:.:.::.:::: <br /> ............. ..................... .. ...............y. .......... ..... <br /> WSx28 98.0 24.3 48.1 6.9 28 55 25.9 LL 23.5 LL 21.8 LL 20.6 LL 19.5 LL 18.7 LL 18.0 LL 17.3 LL 16.8 LL 16.3 LL <br /> W 10x22 118.0 23.2 45.9 6.1 18 41 27.6 u 25.0 LL 23.2 LL 21.9 LL 20.8 LL 19.9 LL 19.1 LL 18.5 LL 17.9 LL 17.3 Mc <br /> .......:.: ...... .... ............................::::.:..:.::::..:...................:.:.::.:.....:.........................:...............:..... ..:.::.....::.:::::::.::::>. <br /> .::.... <br /> ...... <br /> � .•..:. ..::::::�">,.'•..15r;:;:»>:�:a: <br /> W10x26 144.0 27.9 55.2 6.1 22 49 29.4 LL 26.8 LL 24.8 LL 23.4 LL 22.2 LL 21.2 LL 20.4 LL 19.7 LL 19.1 LL 18.6 LL <br /> ::.:::::> : :>:>: :»:. :;»:::<::: :> ;: :>::<::: ;.<. » : :::»:::' <: ::><::>: :::::> ; <br /> lff ...::::.....:.: .t <br /> .............. , :.::#.3.:..:::2�.f..::: :::I...':. :::. ................ ..:......::............. ...........:::::.......: .:.:......................::.:.:....:..:....................:...:............... .. <br /> W10x30 170.0 32.4 64.2 6.1 29 58 31.1 LL 28.3 LL 26.2 LL 24.7 LL 23.5 a 22.4 LL 21.6 LL 20.8 LL 20.2 LL 19.6 LL <br /> :..'�If1�. :.:1 :.. :4.::.. :.:.:3 ::.:::.��([7'`.:. .:::..{� .::::.: .::::y%y{��.$:..::.ia«.:.:. +..:.a�.:::::.t.#..i. �l.:::::. .....�"�k..:......... ....:�:�..... . ...........�..... ....:.�^'�..�.::.�::::.::::::2�,��:..:................................... <br /> W 14x26 245.0 35.3 69.9 5.31 20 1 46 35.1 LL 31.9 LL 29.6 LL 27.9 LLI 26.5 LL 25.3 LL 24.4 LL 23.3 mcl 22.3 Mc 21.4 Mc <br /> L= Span from center to center of supports,ft. L must be >=dimension C,D,or E,whichever applies for.single span beams. Base size of a oontinous beam on the maximum of C,D,or E. <br /> I = Moment of Inertia,in! S= Elastic Section Modulus,in? Member Properties per the 1989 AISC ASD Manual. Tributary <br /> Mc=Allowable moment assuming Fb =0.66Fy in accordance with the 1989 RISC ASD Specification,k-ft. ArmColumn B <br /> Lc= Maximum untraced length of the beam in order to use this table and Mc,it. <br /> A B Tributary <br /> RE= Max.beam end reaction for 1-3/4"bearing,kips. RI = Continuous beam max.reaction at interior supports with 3.1/2"bearing,kips. ' <br /> 'No ive bad reducftm have been included. +DL a in adMan to beam want PIAN C i, D E <br /> Span dimensions are governed as noted by either moment capacity(Mo),live load deflection of 1-/360(LL),or interior(RI)or exterior(RE)bearing requirements. <br /> Greater bearing dimensions are usually required for beams on non-steel supports.Guidance on bearing design can be found on pages 2-141 through 2-144 of the 1989AISC ASD Manual. <br /> 1 RESIDENTIAL STEEL RRAMINO June 1993 <br />