66a6b6cAlaterally supported beam was designed for flexure. The beam is safe for shear & deflection. The most economicalsection is W 6 x 20 however the said section is not readily available at the time of the construction. If youare the engineer in charge of the construction what alternative section will be the best replacement? Why?Use: Fy=248 MPa: E=200,000 MPaDesignationW8 x 24W8 x 21WeightAg (mm2)37873631widthmmkg/m d (depth)30157.48152.919.27W6 x 20expla'n briefly your cho'ce. (transform your comparative analys's 'nto a narative form to support your cho'ce)W8 x 2842204.72165.9911.8153234568201.42164.9710.163974210.31133.86flangebfthicknesstfWeb10.16thicknesstw6.60Elastic Propertiesmm 4Ix x 1067.246.226.3517413431mm 3Sxx 103220398342298mmrx67.5687.6386.8788.65mm 4lyx 1066984mm 3Syx 106721099261mmry38.1024441.1540.8932Plastic properties.mm 3Zx x 103244446380334mm 3Zyx 10311016614093h=d-2kh120.65155.58155.58168.28

For 6x20 Sx = 220x103 mm3 Md(design moment) = fyxSx So, flexure strength depends on yield…

6 6a 6b 6c Alaterally supported beam was designed for flexure. The beam is safe for shear & deflection. The most economical section is W 6 x 20 however the said section is not readily available at the time of the construction. If you are the engineer in charge of the construction what alternative section will be the best replacement? Why? Use: Fy=248 MPa: E=200,000 MPa Designation Ag (mm2) 3787 Weight 5323 4568 3974 width mm flange bf thickness kg/m d (depth) 30 W6 x 20 157.48 152.91 9.27 expla'n briefly your cho'ce. (transform your comparative analys's 'nto a narat ve form to support your cho'ce) W8 x 28 42 204.72 165.99 11.81 W8 x 24 36 164.97 201.42 210.31 W8 x 21 31 133.86 tf 10.16 Web 10.16 thickness tw 6.60 Elastic Properties mm 4 mm 3 Ix x 106 7.24 6.22 6.35 17 41 34 31 Sxx 103 220 398 342 298 mm rx 67.56 87.63 86.87 88.65 mm 4 lyx 106 6 9 8 4 mm 3 Syx 106 72 109 92 61 mm ry 38.10244 41.15 40.89 32 Plastic properties mm 3 Zx x 103 244 446 380 334 mm 3 Zyx 103 110 166 140 93 h=d-2k h 120.65 155.58 155.58 168.28

6 6a 6b 6c Alaterally supported beam was designed for flexure. The beam is safe for shear & deflection. The most economical section is W 6 x 20 however the said section is not readily available at the time of the construction. If you are the engineer in charge of the construction what alternative section will be the best replacement? Why? Use: Fy=248 MPa: E=200,000 MPa Designation Ag (mm2) 3787 Weight 5323 4568 3974 width mm flange bf thickness kg/m d (depth) 30 W6 x 20 157.48 152.91 9.27 expla'n briefly your cho'ce. (transform your comparative analys's 'nto a narat ve form to support your cho'ce) W8 x 28 42 204.72 165.99 11.81 W8 x 24 36 164.97 201.42 210.31 W8 x 21 31 133.86 tf 10.16 Web 10.16 thickness tw 6.60 Elastic Properties mm 4 mm 3 Ix x 106 7.24 6.22 6.35 17 41 34 31 Sxx 103 220 398 342 298 mm rx 67.56 87.63 86.87 88.65 mm 4 lyx 106 6 9 8 4 mm 3 Syx 106 72 109 92 61 mm ry 38.10244 41.15 40.89 32 Plastic properties mm 3 Zx x 103 244 446 380 334 mm 3 Zyx 103 110 166 140 93 h=d-2k h 120.65 155.58 155.58 168.28

Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter5: Beams

Section: Chapter Questions

Problem 5.13.1P

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