lat 08Fy= 50 ksiCo = 1peunitnoo) O Table 3-10 (continued)egs W-ShapesFy = 50 ksiCp = 1Table 3-10 (continued)W-Shapeskip-ftkip-ftAvailable Moment vs. Unbraced Lengthkip-ftASDkip-ftLRFDAvailable Moment vs. Unbraced LengthASDLRFD200300300W10x100450wi2x79-196294W14x48290435W12x53-LW14x68_W10x88|192288280420W18x55W21x50-188282270405W12x72W10x60W21x48W16x57184276260390w16x40)W14x61W18x50180270W12x50–250375W12172W10x77176264240360tw21x44"W8x67_wi2x65W14x43172258230345168252220330tw10x54 |W14x53W12x58W18x35W10x68164246210315W16x45W12x45160240200300W16x36468101214161820246.1012141618Unbraced Length (0.5-ft increments)Unbraced Length (0.5-ft increments)W14x82W12/12x87W12xW14x68W12x65W24x6W14x61W14x53 /4x62 w10x68-W12x58W24x62Available Moment, M„IS2o (2 kip-ft increments) and oOM, (3 kip-ft increments)„W16x57|| W21x48-W18x50W18x55w2ix57-tw16x57W18Y55W21x50W21x50Lw12«53..W18x50w21x44W16x50W24x55**-W18x46W16x45 L . -- -*W14x48W21x44WI4x48wi6x45W18x46w16×45W18x40W12x50w14x43|W16x40W18x40Available Moment, M„IS2o (1 kip-ft increments) and oM, (1.5 kip-ft increments) 3) Find the most economical wide flange section for an A992 steel beam (E = 29 x 10³ ksi)which spans 30 ft. having point loads of 9 k dead load and 18 k live load at 10 ft spacingsacross the span with lateral bracing only at the loading points using LRFD. Assume the totalload deflection limit is L/240. (See Table 3-10 provided.)

Given : Length of span = 30 ft Dead load= 9 k Live load = 18 k Spacing across span with lateral…

Find the most economical wide flange section for an A992 steel beam (E = 29 x 10³ ksi) which spans 30 ft. having point loads of 9 k dead load and 18 k live load at 10 ft spacings across the span with lateral bracing only at the loading points using LRFD. Assume the total load deflection limit is L/240. (See Table 3-10 provided.)

Find the most economical wide flange section for an A992 steel beam (E = 29 x 10³ ksi) which spans 30 ft. having point loads of 9 k dead load and 18 k live load at 10 ft spacings across the span with lateral bracing only at the loading points using LRFD. Assume the total load deflection limit is L/240. (See Table 3-10 provided.)

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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