For each loading and span case given below choose an appropriate wide flanged be
ID: 1713228 • Letter: F
Question
For each loading and span case given below choose an appropriate wide flanged beam, from the attached images, to resist the applied bending forces. Assume that A36 Steel is used (i.e., the yield strength is 36 ksi) for the attached images and that the allowable stress is 2/3rds the yield strength. If no beam is available what could you do to get a design to work?
Case 1: A 20,000-pound force applied in the center of a 15-foot span of a simply supported beam.
Case 2: A 20,000-pound force applied in the center of a 30-foot span of a simply supported beam.
Case 3: A 20,000-pound force applied in the center of a 45-foot span of a simply supported beam.
Case 4: A 90 kN force applied in the center of a 5 meter span of a simply supported beam.
Case 5: A 90 kN force applied in the center of a 10 meter span of a simply supported beam.
Case 6: A 90 kN force applied in the center of a 15 meter span of a simply supported beam.
Table 10-1(a) DESIGN PROPERTIES OF TYPICAL W SHAPES, STANDARD UNITS. W Shapes Dimensions W Shapes Propertie:s by Compact Section Criteria Plastic Modulus Web Flange Distance Elastic Properties Designation Area Depth Nominal Axis X-X ess| | Width | Thickness | T | k | kl || wt. per ft in. in. in in. Ksl Ksi in. w14 × 132|38.8|14.66| 14|0.645 | |‰|14.725 | 14%| 1.030|1 |11%| 1,Hal 7.122.74.05 0.97 1530 209 6.28 548 74.5 3.76 234 113 % × 120 135.3 14%) 0.590| ‰ | ‰ | 14.670 | 1 4%) 0.940 14.48 | 1% 11¼11% | %| × 103 132.0 | 14.32/14| 0.525| ½ | ¼ | 14.605| 14%) 0.860 |11%)1%| | | 7.81-124.5- |67.5 |3.74|212 |61.2 13.731192 120 4.04 | 1.05 | 13801190 16.24|495 |102 | 8.5|58.6| 27.3 | |4.02 | 1,14| 12401173 109 16.22|447 92.7 99|29.1 11416| 140.485| ½ | ¼ × 14.565 | 14%|0.780 | ¼ |11%|1‰| | 99 | 9.3148.51292 | 14.001125| 11101157 6.1402 Issz 13.711173 83.6 90126.5 74 21.8114.171 14%)0.450|‰| ¼ | 10.070 | 10%|0.785| 14.02| 14 90 10.2 40.4 31.93.99 1.36 999 143 6.14 362 49.9 3.70 15775.6 82 5.9 28.1 2.74 1.65 882 123 6.05 148 29.3 2.48 139 44.8 |0.440|‰| ¼ |14.520| 14½|0.710 %)11%11% 1 w14x 82 24.1 114.31| 14%)0.510| ½| ¼|10.130| 10%) 0.855 | |11 |1% | 1 %|11 | 1‰| 6.41-131.5|-| 2.72|1.791 796|112 × %| | 16.04 | 134 40.6 .26.62.48/126 242 2401115 74 × 68120.0 114.04) 14 10.4 15 .| ¼ |10.035|10 |0.720| ¼ |11 | 1½ | %| 68 | 7.01-133.8157.712.71 | 1.94) 723|103-16.011121 ( 363 21,5 AS 102 328 × 61 |17.9 | 13.891 1310.375| 9.995 | 10 |0645| |11 | 1‰ | %| × 48/14.1 |1379|13%|0.340 |%) ‰| 8.030 | 8 | 0.595| |11 |1% | | 37.0|48.1|2.70|2.1 5| 6401 92.2|s98|107 | 7.7| | 6.1 61 w14x 53|15.6113.92| 13|0.370|| ‰| 8.060| 8 |0.660 | %|11 | 1‰| %| W 14 × 3811 1.2114.101 140.310|‰|‰| 6.770| w14x 26| 7.69|13.91| 13|0.255| ¼ | | 5.025| 5 |0.4201 ‰| | 376 46 7121s|2 621 sal 7781s 89 s77 114.3 1921 871 22 0 48 6.740.6 40.2 2.13 2.89 485 70.3 5.85 51.4 12.8 1.91 78.419.6 43 | 7.51-144.8132.9| 2.12|3.22| 428| 62.715.8 45.2 11.3 1.8 69.01 17.3 31.9 1.77 4.04 385 54.6 5.87 26.7 7.88 1.55 61.5 12.1 | 7.4|-| 49.1|27.411.76| 4.56| 3401 48.6s.83| 23.3·6,911,53 s4.6. 10.6 53 × 43|12.6 13.66] 13 0.305|‰| ‰| 7.995| 8 |0.530| ½ |11 | 1‰| x 30 | 8.85| 13.84| 13|0.270| ¼ | | 6.730| 6¼| 0.385| % |12 | %| × 22| 6.49| 13.74| 13%10.230| ¼ | | 5.000| 5 |0.335| ‰|12 | | 6¾|0.515| ½ |12 | 1Hal 1 | 6.6 38 × 34|10.0 |13.98|14 |0.285 61%) 6.745| 6 0.455| ‰|12 | 1 | x | 34 5.34 291 42.0 573 19.6 5.82 1.4947.3 8.99 12 | %| ‰I 26 | 6.01-154.5|22.2| 1.2816.591 245| 35.315.65| 8.91| 3.54.08( 40.21 SSA ‰| 22 | 7.51-159.7118.5| 1.2518.201199| 29.015.54) 7.00) 2.8011.041 33 4.39 Source: American Institute of Steel Construction, Inc. Reprinted with permission. All rights reserved.Explanation / Answer
1) Load applied on beam=20 kips
span = 15 feet
Maximum moment in beam = 20*15/4=75 kip-ft=900 kip-in
Material strength=36 ksi
stress allowed=(2/3)*36=24 ksi
Elastic section modulus required=900/24=37.5 in3
Choose section w14x30
2)Load applied on beam=20 kips
span = 30 feet
Maximum moment in beam = 20*30/4=150 kip-ft=1800 kip-in
Material strength=36 ksi
stress allowed=(2/3)*36=24 ksi
Elastic section modulus required=1800/24=75 in3
Choose section w14x53
3)Load applied on beam=20 kips
span = 45 feet
Maximum moment in beam = 20*45/4=225 kip-ft=2700 kip-in
Material strength=36 ksi
stress allowed=(2/3)*36=24 ksi
Elastic section modulus required=2700/24=112.5 in3
Choose section w14x82
4)Load applied on beam=90 kN=20.2 kips
span =5m=16.4 feet
Maximum moment in beam = 20.2*16.4/4=82.82 kip-ft=993.8 kip-in
Material strength=36 ksi
stress allowed=(2/3)*36=24 ksi
Elastic section modulus required=993.8/24=41.41 in3
Choose section w14x34
5)Load applied on beam=90 kN=20.2 kips
span =10m=32.8 feet
Maximum moment in beam = 20.2*32.8/4=165.64 kip-ft=1987.68 kip-in
Material strength=36 ksi
stress allowed=(2/3)*36=24 ksi
Elastic section modulus required=1987.68/24=82.82 in3
Choose section w14x61
6)Load applied on beam=90 kN=20.2 kips
span =15m=49.2 feet
Maximum moment in beam = 20.2*49.2/4=248.46 kip-ft=2981.52 kip-in
Material strength=36 ksi
stress allowed=(2/3)*36=24 ksi
Elastic section modulus required=2981.52/24=124.23 in3
Choose section w14x90
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