Calculate the value of "KL/r" about "y-y" axis Given ry = 4.60", rx = 8.25", a = 9.00 ft, c = 15.50 ft\fBEAM DIAGRAMS AND FORMULAE Equivalent Tabular Load is the uniformly distributed factored load given in the Beam Load Tables 1. SIMPLE BEAM - UNIFORMLY DISTRIBUTED LOAD Equivalent Tabular Load ..SEEREESE UNION - WI Ask......... A max. (at conte pass weren'tthat 8 Hy -....... Shoar A max (at Cemet] .....mmmmmmand 394 ET A-1 WX 24E [ - 202 + x3) Moman! 2. SIMPLE BEAM - LOAD INCREASING UNIFORMLY TO ONE END Equivalent Tabular Load .. ......my 18W 1 0264W 9.3 W 3 A 2W -0.57741- 13 Sheer M max. = 0.87741. Ed = 1243 W Wx A max | at x - 1 V 15 - 5193 1.... - 01304 73 Wx Momon 180 guz (3x4- 10/2x2+714) 3. SIMPLE BEAM - LOAD INCREASING UNIFORMLY TO CENTER Equivalent Tabular Load ,..........!" 4W 3 W A -V... H M max. (at centre My (when x ) Shear A max (at contol) ....... .. when x b) ....." Pab(a + 20) ,Jaja + 2b) 27 EVI A, (at point of load) .... 3 8X Pbx A, (when X > a and #) - (35-1+2) 22. CANTILEVER BEAM - CONCENTRATED LOAD AT FREE END Equivalent Tabular Load .Mmmmmm mmm - BP M max. (at fixed end) .. .....-- A max (at free ard) ... .... 3 8 Shear P Momner 23. BEAM FIXED AT ONE END, FREE BUT QUIDED AT OTHER - CONCENTRATED LOAD AT GUIDED END Equivalent Fibular Load ... ...... Af max. (at both ends) A good (at deflected and) .mmmmmmng 12 ET Sheer PU - X2 12 FY - (1+2x) Note: For deflection calculations, use specified loads.Column Analysis and Design 461 Table 9.1 Table C-36 Allowable Stress For Compression Members of 36-ksi Specified Yield Stress Steel" Iksil 21.56 19.11 81 15.24 121 10.14 161 5.76 21.52 19.03 82 15.13 122 9.99 162 5.69 21.49 18.95 16.02 123 9.85 163 5.62 21. 44 10.8 84 14.90 124 9.70 164 5.55 21.39 45 18 7 85 14.78 125 165 5.4 18.70 14.57 126 168 5.42 9.61 4.56 127 9.21 167 5.35 18.53 14.4 128 9.1 164 5.29 18.4 14.32 129 8.9 169 5.23 18.3 14.20 130 8 8 170 6.17 1.10 18.26 14.09 131 8.7 171 5.1 18.17 13.97 132 8.57 172 5.06 .00 9.08 93 13.84 133 8 4 173 4.89 20.96 17.90 94 13.72 134 8.32 174 4,93 20.89 17.90 95 13.60 135 B.19 175 17.81 95 13.48 136 8.07 176 4.02 20.78 17.71 97 13.35 137 7.96 177 4.77 20.72 17.62 13.20 138 7.84 178 4,71 20.6 17.53 99 13.10 139 7.73 179 4.66 17.43 100 12.98 140 7.62 180 12898 82289 28898 83839 20. 17.33 101 12.6 141 7.51 4.56 17.24 102 12.72 142 7.41 182 4.51 20. 17.14 103 12.59 143 7.30 180 4.46 20.35 17 04 104 12.47 144 7.20 184 4.47 20.20 16.9 105 145 7.10 185 4,36 1.22 16.84 106 12.20 146 7.01 186 4.32 20.15 16.7 107 12.07 147 5.91 187 427 16.0 108 1.84 148 6.02 4.23 20.01 16.5 109 11.81 149 6.73 189 4.18 19.94 16.43 10 11.67 150 190 4.14 19.87 6.33 111 1.54 151 5.55 191 4,09 19.80 16 22 1 12 11.40 152 6,45 192 4.05 19.73 16.12 11.26 153 6.38 193 401 19.65 16.01 114 11.13 154 6.3 194 3197 19.58 5.90 15 10.99 155 8.22 195 19.50 76 15.79 116 10.85 156 6.14 196 19.4 15.08 117 10.71 157 6.06 197 3.85 19.35 78 15.58 118 10.57 158 5.96 198 3.81 19.27 79 15.47 119 10.43 159 5.9 199 3.77 19.19 15.35 120 0.28 160 5.AS 200 "When element width-to-thickness rabio exceeds noncompact section limits of Sect BS.1, see Appendix B5. Note: C. = 126.1 Reproduced with the permission of the American Institute of Steel Construction, Chicago, Illinois; from the Manual of Steel Construction: Allowable Stress Design, Ninth ed., Second rev. (1995).462 Chapter 9 Table 9.2 Table C-50 Allowable Stress For Compression Members of 50-ksi Specified Yield Stress Steel" F. F. Ikai 25.69 18.81 121 10.20 161 576 25.55 18.61 122 10.03 162 5.69 25.40 18 41 123 9.87 163 25.26 18 20 9,71 164 5.55 25.11 17.99 24.96 17.78 9.41 166 5.42 24.81 17.58 9.26 167 5.35 98985 We82 23852 24.51 17.37 9.11 168 5.2 7.15 8.97 169 5.23 24.3 18.94 170 24.15 16.72 8.70 171 5.11 24.04 16.50 8.57 172 5.05 16.29 8.44 173 4.99 23.72 16.06 8.32 174 4.93 92 82889 88898 81889 80898 82889 55 15.84 8. 19 176 4.80 23.39 15.62 8.07 176 4.82 23.22 15.39 7.96 177 4.77 230 15.17 7.8 170 4.71 1892 82087 88898 82989 85898 89809 86848 41089 -18 14.9 7.73 179 4.66 2.72 14.71 7.62 180 4.61 22.56 14.47 141 7.51 181 4.56 14.24 7.41 4.51 14,00 143 7.30 163 4.48 13.77 144 7.20 184 4.41 13.53 145 7.10 185 4.36 1.67 13.29 7.01 186 4032 13.04 6.91 187 4.27 12 80 6.6 186 4.23 21.12 12 57 6.73 189 4.18 20.9 110 12.34 150 3.64 190 4.14 20.75 111 1212 151 5.55 191 20.56 112 11.90 152 6.46 192 4.05 20.38 113 11.69 153 6.38 193 4,01 20.10 14 11.49 154 6.30 194 3.97 19.89 15 11.20 155 6.22 195 3.93 26.3 19 80 16 1,10 156 6.14 195 3.89 26.25 19.5 17 10.9 157 $.00 197 3.85 26.11 19.41 118 10.72 158 5.98 199 3.81 25.97 19.21 119 10.68 159 5.91 199 3.77 26.83 19.01 120 10.37 160 5.83 200 3.73 "When element width-to-thickness noncompact section limits of Sect. B5.1, see Appendix B5. Note: G. = 107.0 Reproduced with the permission of the American Institute of Steel Construction, Chicago, Illinois; from the Manual of Steel Construction: Allowable Stress Design, Ninth ed., Second rev. (1995).Appendix 567 Table Al-a Lumber Section Properties-Dimensioned Sizes-Rafters, Joists, and Studs. Section Properties of Dimension Western Lumber Sizes Nominal Surfaced Nominal Surfaced Area Area Section Section Moment Momant Dry size Dry Sure 4 - bh Modulus Modulus of Inertia of Inertia (b x h] (actual) bxh factual 5 - 68 I - 6h-712 [in) (mmj [mm x 103 mm 38 x 3 0156 9.12 0. 42 0.17 2 x 2 15* 15 50 x 50 15 x25 1 x 75 3.75 1.56 1.95 0.53 2 X 15 x35 38 * 89 525 3.34 5.36 2.23 2 x 0 x 100 2 x 15*55 50 x 150 38 * 140 5.32 214 17.63 19.7 2 x 1.5 x7.35 0 x 200 38 * 184 6.99 13.14 2 x 10 1.5 x 9.35 0 X 250 38 * 215 13.8 8.93 21.39 350 41.1 2 x 12 15 x 11 25 50 x 300 16.8 10.K 518 177.9 74.1 25 x25 5 x 75 5.25 1.10 2.60 137 3.36 1.40 3 X 2.5 x 35 75 x I 8.75 5.70 5.10 845 8.94 3.76 25 x55 75 x 150 64 * 140 13.75 12.80 209 31.66 14.6 3 x 2.5 x 7.35 75 X 200 64 X 184 18.17 11.78 21.90 361 79.35 33.2 3 x 10 25 x 9.25 75 X 250 64 x 215 15.04 35065 589 164.89 69.2 3 x 12 215 * 11.35 75 x 300 28.12 18.31 52.73 H72 296.63 124.7 4 x 4 35 x 35 100 x 100 89 %8: 12.25 7.92 7.15 118 12.51 5423 4 X 6 35 x55 100 x 150 89 * 140 19.25 12.5 17.65 292 18.58 3.5 x7.35 100 X 200 89 % 184 2538 16.4 30166 502 111.15 16.2 4 x 10 3.5 x 9.35 100 X 250 89 % 215 32.38 20.9 19191 819 230.84 96.3 4 x 12 35 x 11.25 100 x 300 89 % 36 25. 3.83 1213 415.28 174 35 x 13.75 100 x 350 46 38 1664 678. 279 4 x 14 89 * 335 29.8 102. 41 Table Al-b Lumber Section Properties-Beams and Columns. Section Properties of Western Lumber Timber Sizes. Nominal Surfaced Nominal Surfaced Area Area Section Saction Moment Moment of Dry size Dry size A - 6 *( ) A - bh modulus Modulus of Inertia Inertia (actual) [actual] I-64 112 I - 65/12 in.] (in.) (mm) (mm) (in.9