Design the steel for 30x15" beam loaded as shown to support the applied loads, The dead load shown does not include the beam weight. Use fy = 60,000 Psi, fc'=4,000 Psi. 30"h PL 15k 10° As 30 ft. DL= 1k/ft, LL = 1.5 k/ft
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- A W1422 acts compositely with a 4-inch-thick floor slab whose effective width b is 90 inches. The beams are spaced at 7 feet 6 inches, and the span length is 30 feet. The superimposed loads are as follows: construction load = 20 psf, partition load = 10 psf, weight of ceiling and light fixtures = 5 psf, and live load = 60 psf, A992 steel is used, and fc=4 ksi. Determine whether the flexural strength is adequate. a. Use LRFD. b. Use ASD.A beam must be designed to the following specifications: Span length = 35 ft Beam spacing = 10 ft 2-in. deck with 3 in. of lightweight concrete fill (wc=115 pcf) for a total depth of t=5 in. Total weight of deck and slab = 51 psf Construction load = 20 psf Partition load = 20 psf Miscellaneous dead load = 10 psf Live load = 80 psf Fy=50 ksi, fc=4 ksi Assume continuous lateral support and use LRFD. a. Design a noncomposite beam. Compute the total deflection (there is no limit to be checked). b. Design a composite beam and specify the size and number of stud anchors required. Assume one stud at each beam location. Compute the maximum total deflection as follows: 1. Use the transformed section. 2. Use the lower-bound moment of inertia.A column in a building is subjected to the following load effects: 9 kips compression from dead load 5 kips compression from roof live load 6 kips compression from snow 7 kips compression from 3 inches of rain accumulated on the roof 8 kips compression from wind a. If lead and resistance factor design is used, determine the factored load (required strength) to be used in the design of the column. Which AISC load combination controls? b. What is the required design strength of the Column? c. What is the required nominal strength of the column for a resistance factor of 0.90? d. If allowable strength design is used, determine the required load capacity (required strength) to be used in the design of the column. Which AISC load combination controls? e. What is the required nominal strength of the column for a safety factor of 1.67?
- 1. A steel column 10 m long is fabricated from a cover plate and C section arranged as shown. Determine the safe compressive load. Fy = 248 MPa, E= 200 GPa. Use AISC/NSCP Specs. 450 mm -cover plate 'I 12 mm y2 IP d2 10 m C 310 x 37 A = 4720 mm? d = 305 mm bf = 77 mm tf = 12.7 mm tw = 9.8 mm C 310 X 37 a) Both ends of column are fixed b) Both ends of column are hinged c) One end fixed, the other end hinged Use design values of k. tw d=305- Ix = 59.9x10° mm ly = 1.85x10° mm x = 17.1 mm x=17.1Q2 1- Check the following weather one way or two way 2- Calculate the design ultimate load Wu on the on the beams B3, B6 Assume slab load: Live load = 5 kN/m2 Dead load = 8 kN/m? Beam size 300x500 mm %3D B5 B6 B7 3.6 m |L 4.8 4 m 5m 5m BI B2 B4A simply supported beam is subjected to a uniform service dead load of 15kN/m(including the weight of the beam), a uniform service live load of 30kN/m. the beam is 12 meters long and is laterally supported at the midspan, and A572 Gr.50 steel is used. Is W30x108 adequate? Assume Cb=1 by 4 d fore k h h Z S Ly 267 TH mm 19.3 757 13.8 min m 35.8 685.4 54.6 737.7 5670 x10^3 4900 x103 mm 60.8 x10 6 mm 2080 x10 3 8300 x10^9 mm www
- PLEASE ANSWER ALL OF THIS QUESTION ASAP!!!Problem 01 Using ASD, check the adequacy of the base plate (PL400X350×19 mm) centered on a W12X152 column as shown. It is resting on a concrete pedestal that is 450 mm x 400 mm. The loads are PDL = 600KN and PLL = 320 kN. Use A-36 steel and concrete fc'=20 MPa. THCompute the compressive strength of a WT 12x81 of A992 steel. The effective length with respect to the x-axis is 25 feet 7inches, the effective length with respect to the y axis is 20feet, and the effective length with respect to the z-axis is 20 feet WT12X81 A 23.9 t₁ 1.22 ly 221 d 12.5 K des 1.72 J 9.22 b₁ 13.0 y 2.70 Cw 43.8 tw 0.705 Ix 293
- The beam shown in Figure is laterally braced at A, B, C, and D. Is a W18 × 119 adequate forFy = 50 ksi?a. Use LRFDb. Use ASD.The beam shown in Figure is a W36 x182. It is laterally supported at A and B. The 300 kip load is a service live load. Using the unfactored service loads, a. Compute Cb. Do not include the beam weight in the loading. b. Compute Cb. Include the beam weight in the loading.3.4 Check the threshold validity below according to the bending requirement if 35MPa=m, f = 300 MPa. Ignore the sill weight L10 kN/m live load (service D=5 kN/m dead load (service). 2m PL=20kN 2m T 525mm 75mm T 3025 300mm