The flange of the W10x15 is 0.333-ft wide. The total length of the beam ACB is...

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The flange of the W10x15 is 0.333-ft wide. The total length of the beam ACB is 8-ft. The beam is supported by a pin at A and a roller at end B and is carrying a distributed pressure T that varies as a function of length such that T-6x¹/2 in kip/ft². The beam is also carrying at section Ca bracket holding one eccentric vertical and one eccentric horizontal force as shown. • Determine the reactions at A and B • Find the maximum tensile and compressive stresses at cross section C. • Draw the shear and bending moment diagrams. T-(6x) kip/fi A 6 kip W 10x 22 W 10x 190 W 10% 15 4 ft Area Designation A, in 6.49 5.02 4.41 5 kip Depth 10.2 10.2 10.0 Flange Width by in. 3 ft Web Thick Thick ness ness tin. L in. 3.75 0,360 4.02 0.395 4.00 0.270 0.230 0.240 0.250 B obte 118 Axis X-X Axis Y-Y in Sin²in. in S. in ry, in 11.4 3.97 1.33 4.29 214 0.874 2.89 1.45 0810 23.2 18.8 X 96.3 65.9 13.8 4.27 4.14 3.95 The flange of the W10x15 is 0.333-ft wide. The total length of the beam ACB is 8-ft. The beam is supported by a pin at A and a roller at end B and is carrying a distributed pressure T that varies as a function of length such that T-6x¹/2 in kip/ft². The beam is also carrying at section Ca bracket holding one eccentric vertical and one eccentric horizontal force as shown. • Determine the reactions at A and B • Find the maximum tensile and compressive stresses at cross section C. • Draw the shear and bending moment diagrams. T-(6x) kip/fi A 6 kip W 10x 22 W 10x 190 W 10% 15 4 ft Area Designation A, in 6.49 5.02 4.41 5 kip Depth 10.2 10.2 10.0 Flange Width by in. 3 ft Web Thick Thick ness ness tin. L in. 3.75 0,360 4.02 0.395 4.00 0.270 0.230 0.240 0.250 B obte 118 Axis X-X Axis Y-Y in Sin²in. in S. in ry, in 11.4 3.97 1.33 4.29 214 0.874 2.89 1.45 0810 23.2 18.8 X 96.3 65.9 13.8 4.27 4.14 3.95 The flange of the W10x15 is 0.333-ft wide. The total length of the beam ACB is 8-ft. The beam is supported by a pin at A and a roller at end B and is carrying a distributed pressure T that varies as a function of length such that T-6x¹/2 in kip/ft². The beam is also carrying at section Ca bracket holding one eccentric vertical and one eccentric horizontal force as shown. • Determine the reactions at A and B • Find the maximum tensile and compressive stresses at cross section C. • Draw the shear and bending moment diagrams. T-(6x) kip/fi A 6 kip W 10x 22 W 10x 190 W 10% 15 4 ft Area Designation A, in 6.49 5.02 4.41 5 kip Depth 10.2 10.2 10.0 Flange Width by in. 3 ft Web Thick Thick ness ness tin. L in. 3.75 0,360 4.02 0.395 4.00 0.270 0.230 0.240 0.250 B obte 118 Axis X-X Axis Y-Y in Sin²in. in S. in ry, in 11.4 3.97 1.33 4.29 214 0.874 2.89 1.45 0810 23.2 18.8 X 96.3 65.9 13.8 4.27 4.14 3.95 The flange of the W10x15 is 0.333-ft wide. The total length of the beam ACB is 8-ft. The beam is supported by a pin at A and a roller at end B and is carrying a distributed pressure T that varies as a function of length such that T-6x¹/2 in kip/ft². The beam is also carrying at section Ca bracket holding one eccentric vertical and one eccentric horizontal force as shown. • Determine the reactions at A and B • Find the maximum tensile and compressive stresses at cross section C. • Draw the shear and bending moment diagrams. T-(6x) kip/fi A 6 kip W 10x 22 W 10x 190 W 10% 15 4 ft Area Designation A, in 6.49 5.02 4.41 5 kip Depth 10.2 10.2 10.0 Flange Width by in. 3 ft Web Thick Thick ness ness tin. L in. 3.75 0,360 4.02 0.395 4.00 0.270 0.230 0.240 0.250 B obte 118 Axis X-X Axis Y-Y in Sin²in. in S. in ry, in 11.4 3.97 1.33 4.29 214 0.874 2.89 1.45 0810 23.2 18.8 X 96.3 65.9 13.8 4.27 4.14 3.95

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