4) Find the most economical wide flange section for an A992 steel beam (E = 29 x 10³ ksi)using LRFD which spans 45 ft. with a dead load of 50 lb/ft² and a live load of 95 lb/ft² if thebeams are spaced 12 ft apart and full lateral bracing is provided. Determine the totalmaximum deflection. (Because the beam is fully braced, you should utilize a reference tablewith wide flanges in descending order of Z as found in the note set.) Additional wide flangeproperties which the text does not show text is provided on the following pages. Table 1-1 (continued)W-ShapesTable 1-1 (continued)W-ShapesIDimensionsPropertiesW27-W24byTorslonalPropertlesWebCompactNom SectionFangeDistanceArea,Depth,Axis X-XAxis Y-YWork-k T ableGageThickness,Thickness,kWidth,byInalShapeACritertakaes kaarIn. In. In.In?In.In.In.In.InIn.In.Ib/it 21InIn.In.InInInIn.In.InIn.In.In.28.0 28 1.52 12W24x370 109x335 98.3 27.5 272 1.38 1%x306 89.7 27.1 27% 1.26 1¼x279 81.9 26.7 264 1.16 116 % 13.3 134 2.09 2h6 2.59 3% 11164 13.7 13% 2.72 24 3.22 41/16 13.5 132 2.48 22% 13.4 13% 2.28 24 2.78 3/16 11/1652370 2.51 142 134003.27 2673.23 2383.92 25.3 20111.1 113011.0 102010.9 92210.8 83511601030919823724209571701860002.98 34 1'/s335 2.73 15.6 119008641523.86 25.0152161000306 2.94 17.1 107001371243.81 24.83.76 24.63.71 24.47893.20 2141171420003.17 193110279 3.18 18.6 960012500010800071890.573.5 26.3 26 1.04 1416 s 13.2 13% 1.89 1% 2.39 3% 1467.2 26.0 26 0.960 15/16 2 13.1 13% 1.73 14 2.23 360.7 25.7 254 0.87056.5 25.5 252 0.810 1ns 16 13.0 1351.7 25.2 25% 0.750 447.8 25.0 25 0.705 16 % 13.0 1343.0 24.7 2440.650 % Sns 12.9 12 1.09 116 1.59 28 1/1638.6 24.5 24½ 0.605 %%250 3.49 20.7 849010.73.14 17199.4 3.11 15488.8 3.08 13781.8 3.07 12674.3 3.04 11568.4 3.05 10560.5 3.0153.0 2.97 81.5 3.49 23.546.5 294 71.4 3.46 23.540.7 291 62.4x25064474466.6229 3.79 225 7650207 4.14 24.8 6820x229x207x192x176x162x146x131x117 34.4 24.3 24 0.550 %16 16 12.8 124 0.850 1.35 28 12x104 30.7 24.1 24 0.500 2588 10.7 67510.6 60610.5 55910.5 51110.4 4686513.67 24.351.3961001.57 116 2.07 2' 1%1.46 116 1.96 24 1%% 12.9 12% 1.34 116 1.84 2 1161.22 14 1.72 22 1/1616 13.0 133.62 24.13.60 24.03.57 23.93.57 23.83.53 23.6841007630068400626005460053157838.3192 4.43 26.6 626049153047930.823.9176 4.81 28.7 5680450162 5.31 30.6 5170146 5.92 332 45804020117 7.53 392 3540104 8.50 43.1 3100 25841444318.537110.3418102 37010.1 32710.1 28939193.213.416 12.9 12% 0.960 15/16 1.46 24 12131 6.70 35.63293409.504710040800352002912976.72Y4 12.8 1240.750 % 1.25 2'/16 1'162593.42 23.44.72W24x103 30.3 24.5 24 0.550 %16 16 9.00 9x94°x84x76x68103 4.59 392 3000 24594 5.18 41.9 2700 22284 5.86 45.9 237076 6.61 49.0 2100 17668 7.66 52.00.980 11.48 24 1226.5 1.99 41.510.0 2809.87 2549.79 2249.69 2009.55 1772.40 23.5166001500012800111009430201197.0727.7 24.3 244 0.515 2 4 9.07 9% 0.875 % 1.38 2/8 1'16Y4 9.02 98.99 98.97 924.0 1.98 37.5 2.40 23.494.4 20.9 1.95 32.6 2.37 23.3825 18.4 1.92 28.6 2.33 23.215.7 1.87 24.5 2.30 23.11095.2624.7 24.1 24% 0.470 222.4 23.9 23% 0.440 16 420.1 23.7 23 0.415 16 ¼0.770 % 1.27 2/16 1h60.680 11s 1.18 15/16 1160.585 16 1.09 1% 116 Y3.702.68196183015470.41.87W24x62x55 16.2 23.6 23 0.395 16 7.01 7W21x275" 81.8 24.1 24 1.22 1'4x24x223x201x1820.590 16 1.09 12 116 20% 3½90.505 2 1.01 1/16 15% 12.9 12' 2.19 21s 3.37 3'/16 1916 17'4 5½18.2 23.7 234 0.430 16 49.23 1539.11 1349.70 7499.80 1.38 15.78.30 1.34 13.33.10 1917.04 762 5.97 50.146203870155013134.51.75 23.11.7120 3955 6.94 54.6 1350275 2.95 14.2 7690248 3.22 15.8 6830223 3.55 17.5 608011429.11.72 23.11.1894400824007170062000544003.68 21.9 10712210963878734 1473.8 23.7 234 1.10 1'%66.5 23.4 23 1.00 159.3 23.0 23 0.910 1516 2 12.6 12 1.63 1% 2.13 2/ 1"1653.6 22.7 224 0.830 1/16 Vr6 12.5 122 1.48 1248.8 22.5 220.750 443.2 22.1 22 0.720 %38.8 21.8 21% 0.650 %35.9 21.7 21% 0.600 832.6 21.5 212 0.550 16 S16 12.3 12% 0.875 % 1.38 2/8 1'2/16 12.8 124 1.99 23.08 17096.7 3.04 15086.1 3.02 133T12 3.00 11970.0 2.99 10860.1 295 92.653.5 293 82.349.2 292 75.644.5 2.90 68.240.3 2.89 61.7 3.35 20.66713.63 21.780.72 12.7 12% 1.79 111s 2.97 3/16 11%69.56 6019.47 5309.40 4769.36 4329.17 3739.12 3339.09 3079.05 2799.02 2533.57 21.63.55 21.43.51 21.23.48 21.152061459.5201 3.86 20.6 531046154240.930.71.98 24 15%e% 12.4 12% 1.36 1% 1.86 28 116* 12.5 122 1.15 1% 1.65 2'16 116Y16 12.4 122 1.04 1416 1.54 24 116S16 12.4 12% 0.960 15/16 1.46 24 12182 4.22 226 4730417483166 4.57 25.0 428048500x166x147x132x12238043523.6147 5.44 26.1 36303.46 21.03.43 20.832937633315.411.38.98411003600032700132 6.01 28.9 3220 295122 6.45 31.3 29602733.40 20.73.37 20.6305x111x101° 29.8 21.4 21% 0.500 ½111 7.05 34.1 26702492746.83292004 12.3 124 0.800 116 1.30 2416 1h6 Y15/15 18% 52101 7.68 37.5 24202272485.2126200W21x93x83x73x68x6227.3 21.6 21%% 0.580 Y16 16 8.42 8% 0.930 1516 1.43 1%24.4 21.4 21a 0.515 221.5 21.2 21¼ 0,455| 16 420.0 21.1 21 0.430 16 Y418.3 21.0 2116.2 20.8 20%4 0.375 %93 4.53 323 207018308.70 2218.67 1968.64 1728.60 1608.54 1448.40 12693.0 824 10729 221 1.84 34.7 2.24 20.719.5 1.83 30.5 2.21 20.617.0 1.81 26.6 2.19 20.515.7 1.80 24.4 2.17 20.4994086301926.038.36 8% 0.835 116 1.34 128.30 84 0.740 4 1.24 116 88.27 84 0.685 16 1.19 10.400 Y% Yis 8.24 84 0.615 % 1.12 1s 11s16 8.22 84 0.522 2 1.02 1h6 19ns16 8.14 8%0.430 16 0.930 1'83 5.00 36.473 5.60 41.217181.44.34160015170.63.02741068 6.04 43.6 148067605960498014064.72.451.831.2462 6.70 46.914.0 1.77 21.7 2.15 20.448.4133012757.5x55x48 14.1 20.6 20 0.350 a55 7.87 50.0 114011.8 1.73 18.4 2.11 20.39.52 1.66 14.9 2.06 20.211048 9.47 53.695938.70.8033950W21x57x50x4416.7 21.1 21 0.405 %814.7 20.8 20 0.380 813.0 20.7416 6.56 620.650 % 1.15 15%6 11s 18% 3216 6.53 620.535 16 1.04 14 131s16 6.50 6'2 0.45057 5.04 46.3 117050 6.10 49.444 7.2 53.68.36 12994.5 8.18 11081.6 8.06 95.49.35 1.35 14.87.64 1.30 12.26.37 1.26 10.230.624.91.68 20.51.771.14111319025701.64 20.31.60 20.39840.3500.950 184320.70.7702110Shape is slender for compression withF,-50 kslThe actual stze, combination and orlentátion of fastener components shoud be compared with the geometry of the cross sectionto ensure compatibility.Fange thickness greater than 2 In. Spectal requirements may apply per AISC Specification Section A3.1c."Stape does not meet the Nt,imit for shear In AISC Specitication Section G2.ia) with 5- 50 ksl.

Procedure for analysis of most economical wide flange section: Geometrical properties of a section.…

4) Find the most economical wide flange section for an A992 steel beam (E = 29 x 10³ ksi) using LRFD which spans 45 ft. with a dead load of 50 lb/ft² and a live load of 95 lb/ft² if the beams are spaced 12 ft apart and full lateral bracing is provided. Determine the total maximum deflection. (Because the beam is fully braced, you should utilize a reference table with wide flanges in descending order of Z as found in the note set.) Additional wide flange properties which the text does not show text is provided on the following pages.

4) Find the most economical wide flange section for an A992 steel beam (E = 29 x 10³ ksi) using LRFD which spans 45 ft. with a dead load of 50 lb/ft² and a live load of 95 lb/ft² if the beams are spaced 12 ft apart and full lateral bracing is provided. Determine the total maximum deflection. (Because the beam is fully braced, you should utilize a reference table with wide flanges in descending order of Z as found in the note set.) Additional wide flange properties which the text does not show text is provided on the following pages.

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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A W420x85 steel beam is fully restrained with a uniformly distributed live load of 25 kN/m. The beam has a span of 10m. Use A36 steel. Properties of W40 x 85 A = 10839 mm2 %D bf = 180 mm tf = 18 mm %3D tw = = 11 mm Ix = 310 x 106 mm4 %3D d = 420 mm (Note: Since this is a built-up section, for checking of web slenderness, use h = d - 2t;) %3D 1) Calculate the design shear strength of the section. Check if the section is adequate in shear. USE LRFD and U = 1.2D + 1.6L. %3D 2) Is the maximum deflection at the midspan of the beam due to live load adequate? 3) Calculate the maximum uniform live load that can be carried by the beam.