Design a tied (rectangular) column to support a service dead axial load of D = 300,000 lbf and a servicelive load of L = 480,000 lbf. Use f ‘c = 4,000 lbf/in2; fy = 60,000 lbf/in2. Check Load Combination 2 only.

AW 12 X 72 is used as a column having an unsupported height of 4.6 m. The column has a fixed support at the bottom and pinned at the top. Considering LRFD, find the service live load that the column can carry if ratio of dead load to live load is 1:3 Properties of W 12 X 72 • A = 13, 613 mm2 • d = 307.85 mm • Fy = 345 MPa • bf = 305.82 mm • tf = 17.02 mm •h = 241.29 mm • tw = 10.92 mm • rx = 134.87 mm • ry = 77.22 mm • K = 0.70 %3D %3D %3D %3D %3!

2 2a. 2b. 2c. The designed axially loaded column is W 8 x 13 with the following data: kg/m |d=202.05 mm ry=21.41 mm Ag=2477 sq mm Wt. = 19 rx = 81.53 mm Assuming that W 8 x 13 is not available which of the following shall be the best option as replacement? Why? Use: Fy=248 MPa: E=200,000 MPa W8x15 Ag=2865 sq mm d=205.99 mm rx=83.57 mm Wt=22 kg/m Wt=24 kg/m W 6 x 16 Ag=3058 sq mm d=152.15 mm rx=65.02 mm W5X 16 Ag=3019 sq mm Wt = 24 kg/m d=127.25 mm rx = 54.10 mm expla'n briefly your cho'ce. (transform your comparative analys's 'nto a narat've form to support your cho'ce) ry=22.25 mm ry=37.08 mm ry=32.26 mm

1%9. l. In. • f 10 Y:- quiz2.pdf > Quiz: Design the reinforcement steel that necessary for the shcar and torsion for the rectangular cantilever beam shown in figure. Use for stirrups (o12) and let f.=25 MPa, f-400 MPa, dead load (5 kN/m?) and live load (10 kN/m), take into account the self-weight of beam. All dimensions in (mm) 1000 800 3000 300 Cnand TEXTEDT II

Situation #2: A rectangular beam has the following properties: Width, b = 400 mm 415 MPa Effective depth, d = 620 mm 22 MPa Tension bars, 10 pcs 28-mm-diameter Compression bars, 3 pcs 25-mm-diamter d' = 70 mm fy= = fc' = Determine the design strength of the beam and the safe live load if the service dead load is 320 kN.m

The floor system shown below supports a uniform dead load of 100 lb/ft² and a uniform live load of 40 lb/ft?. Draw the loads with magnitudes on the following structural members: а) BI b) В2 с) ВЗ d) B4 e) Gl f) G2 g) G4 6 @ 7' = 42' C4 G1 B3 B2 2 @ 15' = 30' G4 G3 G2 BT 5 @ 6' = 30' 42' 36' For the same floor plan shown above and assuming the same floor loads and that the building consists of four floors, determine the following: a) The dead load on column Cl in the first floor. b) The live load on column C2 in the second floor. Consider live load reduction. c) The sum of the dead plus live loads on column C3 in the third floor. Consider live load reduction. OT

i need the answer quickly

Compute the force member EF,NF and NO

The answer is between 18.25 and 20.25

learn Determine the reaction forces for beams B-1, B-2, and B-3. Column A Column B Girder G-1 open Girder G-2 L1 L1 L1 • Live load = 30 psf • Dead load: (1) Slab = 50 psf, (2) Deck = 5 psf, (3) Mechanical equipment = 13 psf, (4) Suspended ceiling = 8 psf, (5) Beam = 25 Ib/ft, (6) Girder 35 lb/ft • Beam and Girder spacing: : (1) L1 = 14 ft, (2) L2 = 10 ft, (3) L3 = 10 ft Please round to the nearest one. Reaction force for Beam B-1 (one side only) = Ibs Reaction force for Beam B-2 (one side only) = Ibs Reaction force for Beam B-3 (open side) = Ibs Reaction force for Beam B-3 (Girder G-1 side) = Ibs MacBook Air II F8 F1 F2 F3 F4 F5 F6 F7 $ % & * 2 3 4 5 6 7 8 Beam B-1 Beam B-2 Beam B-3 Beam B-4 L3 L2