3. Use A992 steel and select a W shape for the loads and moments shown in the picture. The loads and moments are unfactored and are 25% dead load and 75% live load. The member is part of a braced frame. Use Kx = Ky = 1.0. 236 k P = 80 k 15' 168 ft-k M 133 ft-k 43 ft-k T 16' My Mntx=27 ft-k My=9ft-k Problem 2 Problem 3
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- A W14X120 is used as a tension member in atruss. The flanges of the member are connected to a gusset plate by 4 inch boltas shown below. Use A36 steel with Fy=36 ksi and Fu=58 ksi Properties and Dimension Ag=35.30 in^2 ... rX = 6.24 in ry = 3.74 in d=14.5 in tf=0.94 in bf=14.7 in tw=0.59 in Y k1=1.5 k=1.54 I tf=0.94 d=14.5 Etw=0.59 bf=14.7 A. Determine the Yielding Capacity of the section based on LRFD (kips) Round your answer to 2 decimal places.Design all Tension members of the truss. Use A36 steel type. Dead Loads and Live loads are shown in the Figure (P1, P2, Pa) & given in the Table. EACH STUDENT HAS DIFFERENT DEAD AND LIVE LOADS. Use load combination 1.2PD+ 1.6PL for LRFD. Use W-shape for the horizontal members and double angle shape for the other members. P1 P2 P3 P2 P1 5 ft -5@10 ft 50 ft- • Given: PA 24 | LL. Fi 26 | 36 CS Scanned with CamScannerA built-up section shown, 30 feet long, is fixed at both ends and braced in the weak direction at the midheight. A992 steel is used. Determine the following: 11. Ix 12. Ky 13. effective slenderness ratio 14. Fe 15. LRFD design strength 16. ASD allowable strength 18 4 W10 × 49 A 14.4 in² bf 10 in d. 10 in tw 0.340 in tf 0.560 in Ix= 272 in¹ Iy=93 4in¹ W10×54 A 15-3 in² bf 10 in d = 10 lin tw0-370 in tf 0.615 in Ix= 303 in 4 Ty = 103 in 1
- Q2) The members of the truss structure shown below is plain concrete. The compressive strength of the concrete is 25 MPa. Compute the maximum load P that can be carried by the structure. (Cross section of each member of the truss is 200 x 200 mm and don't use material factors and do not consider slenderness) Comment on your results briefly. P A& 2m SC 2 m 1380 2m DSteel structureQuestion # 1: Determine the force in each member of the truss and state if the members are in tension or compression. 300 lb 600 15 B 60015 GOO G 11. 244in. 6 ft load at point B, D, F = 600 lb load at pount A and H=300 lb distance AC = CE =EG = GH = 8FT -80---SA- [Answer: FAB=15001b-C. Fac-12001b-T, Fac0, For-12001b-T, Fan+ 12001b-C, F₁-601b-C. Form 721h-T, Use symmetry to obtain the rest of the members]
- Analysis of frames/Zero force identification please show complete solutionDesign the most economical member for truss member L1 of the truss shown below. It is to consist of a W flange with a three lines of 16mm bolts in each flange element. Using A36 steel with an Fy = 250 MPa and Fu = 400 MPa 3.6000 Pu-100 KN 3.6000 Section Name W12x14 W12x65 w12x17 Pu= 100 KN Area (mm²) 2680 12300 2720 3.6000 Pu-100 KN d (mm) 302 307 305 3.6000 tf (mm) 5.72 Pu= 100 KN 15.4 12.4 -3.6000- bf (mm) 101 305 205 Pu-100 KN 3.6000 3.6000Please round off the final answer to 3 decimals.
- A W14X120 is used as a tension member in atruss. The flanges of the member are connected to a gusset plate by ¾ inch boltas shown below. Use A36 steel with Fy=36 ksi and Fu=58 ksiCheck the slenderness of the steel section against Local Buckling. 340 mm Use Fy = 800 MPa. O Compact Slender I O Adequate 400 mm None of the choices 30 mm 20 mm 20 mmThe beam-column in Figure P6.5-6 is braced against sidesway. Bending is about the major axis, and A992 steel is used. The given loads are service loads, consisting of 25% dead load and 75% live load. Is this member adequate? a. Use LRFD. b. Use ASD. 190 k 80 ft-k W10 x 60 15' K, = K, = 1.0 75 ft-k 190 k FIGURE P6.5-6