The project has three parts described below. Appropriate documents are to be submitted at the end...

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The project has three parts described below. Appropriate documents are to be submitted at the end of each phase in the format specified by the instructor. 2 kips B. 2 kips D 2 kips E -4 panels at 10 ft 40 ft span - H G 8 kips 10 ft It has been proposed that a standard, equal leg structural steel angle be used for this application using ASTM A36 structural steel. Using the AISC (American Institute of Steel Construction) code, specify a suitable angle from Appendix A-5 shown. Following steps may be useful in fulfilling this task. Step1. Determine the yield strength s, and the ultimate strengths, of the A36 steel either from your Materials Science class book/notes, the course textbook, or by researching over the internet. Step 2. Calculate the design stress that CAN NOT be exceeded in all or part of the structure. According to AISC code, for direct normal stresses due to static loads on steel members of building-like structures, Sy Su = or = 1.67 2.00 whichever is lower. Step3. Calculate the area A of the A36 steel truss member by F max A: , where Fmax is the highest load in the truss members, calculated in part 2 point d. Step 4. Select the standard equal leg structural steel angle (lightest) in appendix A-5 below. A-5 Properties of Steel Angles (L-Shapes) U.S. Customary Units Section properties As Z-T AXY Ref. Shape (i) ) [ per fact ' (b) Gel 2 L8x8x1 51.3 15.1 99.1 15.8 236 89.1 15.8 267 7.84 488 8.36 2.17 488 8.36 37.6 11.10 69.3 14.00 3.05 116 3.94 L 197 5.90 385 7.48 2.54 675 2.15 LEX6X 288 8.46 28.1 6.54 1.37 28.1 6.64 14.9 4.38 15.4 3.5 1.52 15:4 3.51 LEX4: 235 8.90 244 6.23 2.38 363 2.95 122 3.58 13.4 3.30 134 4.84 1.58 L4x4x+ 127 3.75 8.52 1.96 1.15 5.52 196 6.58 1.98 3.00 1.08 1.38 3.00 1.03 111 3.25 5.00 1.82 132 240 1.30 5.75 1.60 2.25 0968 1.22 133 0.585 935 2.75 2.20 1.06 0.329 2.20 106 489 1.44 1.29 0.569 0.856 123 0.568 L2x2x NNNNN 7.70 2.25 1.92 1.00 1.36 0.667 0.470 109 1.20 1.09 0.541 0.350 0.393 0258 4.65 1.37 0.476 0.348 0.552 0475 0.348 321 0.944 0.346 0.244 0.556 0.345 0.244 167 0.189 0.129 0.514 0183 0.129 The project has three parts described below. Appropriate documents are to be submitted at the end of each phase in the format specified by the instructor. 2 kips B. 2 kips D 2 kips E -4 panels at 10 ft 40 ft span - H G 8 kips 10 ft It has been proposed that a standard, equal leg structural steel angle be used for this application using ASTM A36 structural steel. Using the AISC (American Institute of Steel Construction) code, specify a suitable angle from Appendix A-5 shown. Following steps may be useful in fulfilling this task. Step1. Determine the yield strength s, and the ultimate strengths, of the A36 steel either from your Materials Science class book/notes, the course textbook, or by researching over the internet. Step 2. Calculate the design stress that CAN NOT be exceeded in all or part of the structure. According to AISC code, for direct normal stresses due to static loads on steel members of building-like structures, Sy Su = or = 1.67 2.00 whichever is lower. Step3. Calculate the area A of the A36 steel truss member by F max A: , where Fmax is the highest load in the truss members, calculated in part 2 point d. Step 4. Select the standard equal leg structural steel angle (lightest) in appendix A-5 below. A-5 Properties of Steel Angles (L-Shapes) U.S. Customary Units Section properties As Z-T AXY Ref. Shape (i) ) [ per fact ' (b) Gel 2 L8x8x1 51.3 15.1 99.1 15.8 236 89.1 15.8 267 7.84 488 8.36 2.17 488 8.36 37.6 11.10 69.3 14.00 3.05 116 3.94 L 197 5.90 385 7.48 2.54 675 2.15 LEX6X 288 8.46 28.1 6.54 1.37 28.1 6.64 14.9 4.38 15.4 3.5 1.52 15:4 3.51 LEX4: 235 8.90 244 6.23 2.38 363 2.95 122 3.58 13.4 3.30 134 4.84 1.58 L4x4x+ 127 3.75 8.52 1.96 1.15 5.52 196 6.58 1.98 3.00 1.08 1.38 3.00 1.03 111 3.25 5.00 1.82 132 240 1.30 5.75 1.60 2.25 0968 1.22 133 0.585 935 2.75 2.20 1.06 0.329 2.20 106 489 1.44 1.29 0.569 0.856 123 0.568 L2x2x NNNNN 7.70 2.25 1.92 1.00 1.36 0.667 0.470 109 1.20 1.09 0.541 0.350 0.393 0258 4.65 1.37 0.476 0.348 0.552 0475 0.348 321 0.944 0.346 0.244 0.556 0.345 0.244 167 0.189 0.129 0.514 0183 0.129