Part F OneSteel Section Type F = 460UB67.1 Deflection limit, v/L = 1/600

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Part F
OneSteel Section Type F = 460UB67.1
Deflection limit, v/L = 1/600

Part F Onesteel Section Type F 460ub67 1 Deflection Limit V L 1 600 1 (164.33 KiB) Viewed 48 times

Table 14 Universal Beams - Properties for Assessing Section Capacity Designation Yield Stress Form Factor About x-axis Compactness Flange f Web f k MPa MPa 300PLUS® 610 UB 125 280 300 C 113 280 300 C 101 300 320 C 530 UB 92.4 300 320 C 82.0 300 320 C 460 UB 82.1 300 320 200 74.6 300 320 C . 67.1 300 320 C = 410 UB 59.7 300 320 C ... . 53.7 320 320 C ..... COM = 360 UB 56.7 300 320 0.996 C 1010 507 200 320 · 50.7 300 320 0.963 C 897 147 220 320 0.020 *** 44.7 320 N 0.930 320 N 770 2462 444 6.001 779 310 UB 46.2 300 0.991 320 C 729 404 320 c 622 40.4 320 320 0.952 C 633 220 N 32.0 320 320 0.915 N 467 250 UB 37.3 320 100 320 LOU C 486 31.4 31.4 320 320 340 1.00 N 395 25.7 320 320 0.949 0.747 C 319 200 UB 29.8 320 320 320 100 C 316 310 25.4 320 320 1.00 N 259 SLU 1:00 N 22.3 320 320 1.00 N 227 182 320 320 0.990 C 180 180 UB 22.2 320 320 1.00 C 195 18.1 c 320 320 1.00 C 157 16.1 C 320 320 1.00 C 138 150 UB 18.0 320 320 1.00 C 135 14.0 320 320 1.00 с 102 *300PLUS® replaced Grade 250 as the base grade for these sections in 1994. 300PLUS* hot rolled sections are produced to exceed the minimum requirements of AS/NZS 36791-300. Notes 1. For 300PLUS* sections the tensile strength (f) is 440 MPa. 2. For Grade 350 sections the tensile strength (I) is 480 MPa. 3. C: Compact Section N: Non-compact Section: S: Slender Section onesteel Buildwa Standards manufacturing www - 0.950 0.926 0.888 0.928 0.902 0.979 w 0.948 .... 0.922 - 0.938 0.913 = C 1 2₂ 10mm² 3680 3290 2900 2370 Bar 2070 care 1840 www 1660 .... 1480 1200 1060 Compactness C C C C C C C C C C C c C M N C C N N C N N C C N IN N C C C C About y-axis C C C Zer 10³mm³ 515 451 386 342 289 - 292 .... 262 * 230 203 173 193 KO 168 140 140 163 163 120 139 86.9 00.9 116 ng 91.4 21.4 61.7 01.1 86.3 68.8 60.3 34.4 40.7 32.5 28.4 26.9 19.8 Yield Stress Flange f MPa 340 340 340 340 340 e 340 www 340 340 = 340 * 360 ... 340 240 340 260 360 240 340 260 360 360 250 360 360 360 360 SOU 360 360 360 360 360 360 360 360 360 Web f₂ MPa 340 340 360 360 360 360 360 360 360 360 360 Ko 360 20 360 360 360 vo 360 300 360 360 360 360 360 360 360 360 360 360 360 360 360 360 Form Factor k₁ 0.916 0.891 0.867 0.907 0880 www 0.956 0.926 Ber 0.901 0.918 0.894 0.974 0912 0.943 nou 0.911 com 0.972 0936 0.936 0.898 1.00 0.991 0.932 1.00 1.00 1.00 1.00 0.970 1.00 1.00 1.00 1.00 1.00 www para Compactness 2₂ 10³mm³ AS/NZS 3679.1-350 3680 3290 C C C C 2900 2370 2070 1840 www. 1660 1480 1200 1050 1010 007 897 762 340 729 20 629 462 486 400 392 319 316 316 257 225 180 SOC 195 157 157 138 135 102 C C C C - C .. N About x-axis = C . C N N C C M N N C N " C 6 C N N C C C C C C AUSTRALIAN MADE Compactness C C C C C b₁ - C . C C = C N = C C N C N N N N N C L N IN C C N N C C C C C C C by-tw About y-axis -tw 14 d₁ ¹t₂ 2₁ 10³mm³ 515 451 386 342 289 Bay 292 ..….. 262 230 - 203 172 193 Ko 168 139 163 120 138 85.7 103. 110 116 90.3 61.7 01.1 86.3 68.0 59.4 34.4 107 40.7 325 32.5 28.4 26.9 19.8 Designation 610 UB 125 113 101 530 UB 92.4 82.0 460 UB 82.1 74,6 67.1 410 UB 59.7 53.7 360 UB 56.7 507 50.7 44.7 18 46 2 310 UB 46.2 404 40.4 32.0 250 UB 37.3 31.4 25.7 200 UB 29.8 25,4 22.3 18.2 180 UB 22.2 10 1 18.1 16.1 150 UB 18.0 14.0 I

Part F- There are 2 questions in this part There is a cantilever beam with a vertical uniformly distributed load w along its entire length (free end is at the right). Refer to your email from Tim which defined the OneSteel Section Type F and a deflection limit. The length of this beam is L, such that the span to depth ratio (L/d) = 10, based on your OneSteel beam depth. You should use E = 200 GPa. The beam is loaded so that it bends about the x axis. Ignore self weight. Before attempting this question, draw a diagram of this beam and the loading (you do not need to submit the diagram, but it will help you). You may use the following deflection equation: v = (6L² wz² 24 EI 4Lz+z²). Question 15 2 pts Question F1 What is the applied UDL (in kN/m) when the maximum deflection equals the specified deflection limit?

> Question 16 2 pts Question F2 For the value of load just calculated, what is the value of the deflection (in mm) at z = 3L/4 along the beam (measured from the support)?