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SITUATION II I. Refer to Figure sSE - 0001. The combination section shown consists of a wide flange and a channel. Properties of section are: W 66 x 125 A = 19548 mm² d = 612.1 mm tw = 11.9 mm с 300 х 31 A = 3929 mm² d = 304.8 mm tw = 7.2 mm bf = 79.7 mm tf = 12.7 mm Ix = 53694 x 10' mm Sx - 352.3 x 10' mm³ rx = 116.9 mm Iy = 1615 x 10' mm Sy - 28.7x 10’ mm’ ry = 20.27 The beam is subjected to a uniformly distributed load (KN/m) weight included of 30 KN/m throughout the simply bf = 229.1 mm tf = 19.6 mm %3D x = 17.73 mm Ix - 986,468 x 10' mm Sx - 3223.2 x 10’mm³ rx = 248.8 mm Iy = 39,292 x 10' mm Sy = 343 x 10' mm³ ry = 49.66 %3D %3D %3D FIGURE SSE 0001 supported span of 6m and a moving loadP (KN). 4. Calculate the resisting moment combination section if the allowable flexural strength, Fb = 165 MPa. (KN-m) of the A. 445 в. 430 C. 569 D. 587 5. Calculate the load P (KN) of the combination section if the allowable flexural strength, Fb = 165 MPa is not exceeded. A. 204 в. 142 C. 165 D. 304 6. If the wide flange and the channel were joined by 2 - 20mm diameter rivets spaced at 150mm oncenters longitudinally throughout its length, calculate allowable load P (KN) if the shear stress in the rivets is 100 MPa. А. 108 в. 112 с. 135 D. 189

SITUATION II I. Refer to Figure sSE - 0001. The combination section shown consists of a wide flange and a channel. Properties of section are: W 66 x 125 A = 19548 mm² d = 612.1 mm tw = 11.9 mm с 300 х 31 A = 3929 mm² d = 304.8 mm tw = 7.2 mm bf = 79.7 mm tf = 12.7 mm Ix = 53694 x 10' mm Sx - 352.3 x 10' mm³ rx = 116.9 mm Iy = 1615 x 10' mm Sy - 28.7x 10’ mm’ ry = 20.27 The beam is subjected to a uniformly distributed load (KN/m) weight included of 30 KN/m throughout the simply bf = 229.1 mm tf = 19.6 mm %3D x = 17.73 mm Ix - 986,468 x 10' mm Sx - 3223.2 x 10’mm³ rx = 248.8 mm Iy = 39,292 x 10' mm Sy = 343 x 10' mm³ ry = 49.66 %3D %3D %3D FIGURE SSE 0001 supported span of 6m and a moving loadP (KN). 4. Calculate the resisting moment combination section if the allowable flexural strength, Fb = 165 MPa. (KN-m) of the A. 445 в. 430 C. 569 D. 587 5. Calculate the load P (KN) of the combination section if the allowable flexural strength, Fb = 165 MPa is not exceeded. A. 204 в. 142 C. 165 D. 304 6. If the wide flange and the channel were joined by 2 - 20mm diameter rivets spaced at 150mm oncenters longitudinally throughout its length, calculate allowable load P (KN) if the shear stress in the rivets is 100 MPa. А. 108 в. 112 с. 135 D. 189

Structural Analysis
Structural Analysis
6th Edition
ISBN:9781337630931
Author:KASSIMALI, Aslam.
Publisher:KASSIMALI, Aslam.
Chapter2: Loads On Structures
Section: Chapter Questions
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SITUATION II I. Refer to Figure SSE - 0001. The combination section shown consists of a wide flange and a channel. Properties of section are: W 66 х 125 A = 19548 mm² d = 612.1 mm tw = 11.9 mm bf = 229.1 mm tf = 19.6 mm Ix = 986, 468 x 10’ mm' Sx = 3223.2 x 10’mm³ rx = 248.8 mm Iy = 39,292 x 10' mm Sy = 343 x 10' mm³ ry = 49.66 The beam is subjected to a uniformly distributed load (KN/m) weight included of 30 KN/m throughout the simply supported span of 6m and a moving load P (KN). с 300 х З1 A = 3929 mm² d = 304.8 mm tw = 7.2 mm bf = 79.7 mm tf = 12.7 mm x = 17.73 mm Ix = 53694 x 10³ Sx = 352.3 x 10’mm rx = 116.9 mm Iy = 1615 x 10’ mm° Sy = 28.7x 10’ mm mm FIGURE SSE - 0001 ry = 20.27 4. Calculate of resisting combination section if the allowable flexural strength, the moment (KN-m) the Fb = 165 MPa. A. 445 В. 430 C. 569 D. 587 5. Calculate the load P (KN) of the combination section if the allowable flexural strength, Fb = 165 MPa is not exceeded. A. 204 В. 142 C. 165 D. 304 6. If the wide flange and the channel were joined by 2 20mm diameter rivets spaced at 150mm oncenters longitudinally throughout its length, allowable load P (KN) if the shear stress in the rivets is 100 MPa. calculate the A. 108 В. 112 C. 135 D. 189
Transcribed Image Text:SITUATION II I. Refer to Figure SSE - 0001. The combination section shown consists of a wide flange and a channel. Properties of section are: W 66 х 125 A = 19548 mm² d = 612.1 mm tw = 11.9 mm bf = 229.1 mm tf = 19.6 mm Ix = 986, 468 x 10’ mm' Sx = 3223.2 x 10’mm³ rx = 248.8 mm Iy = 39,292 x 10' mm Sy = 343 x 10' mm³ ry = 49.66 The beam is subjected to a uniformly distributed load (KN/m) weight included of 30 KN/m throughout the simply supported span of 6m and a moving load P (KN). с 300 х З1 A = 3929 mm² d = 304.8 mm tw = 7.2 mm bf = 79.7 mm tf = 12.7 mm x = 17.73 mm Ix = 53694 x 10³ Sx = 352.3 x 10’mm rx = 116.9 mm Iy = 1615 x 10’ mm° Sy = 28.7x 10’ mm mm FIGURE SSE - 0001 ry = 20.27 4. Calculate of resisting combination section if the allowable flexural strength, the moment (KN-m) the Fb = 165 MPa. A. 445 В. 430 C. 569 D. 587 5. Calculate the load P (KN) of the combination section if the allowable flexural strength, Fb = 165 MPa is not exceeded. A. 204 В. 142 C. 165 D. 304 6. If the wide flange and the channel were joined by 2 20mm diameter rivets spaced at 150mm oncenters longitudinally throughout its length, allowable load P (KN) if the shear stress in the rivets is 100 MPa. calculate the A. 108 В. 112 C. 135 D. 189
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