Which of the following requires an LRFD strength reduction factor of 0.9 for overall member design shear strength? (Assume A992 steel) a) W12x14 c) Both b) w16x26 d) Neither
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- A 15-foot long column is pinned at the bottom and fixed against rotation but free to translate at the top. It must support a service dead load of 100 kips and a service live load of 100 kips. Select the lightest W12 of A992 steel. Use a trial-and-error procedure in which a value is estimated, the design stresses determined from AISC Table 4-22, required areas calculated and trial sections selected–and checked and revised if necessary. a. Use LRFD.b. Use ASD.Check whether a welded W-section (d=500mm, bf=250mm, tf=10mm, tw=8 mm) is compact, non-compact or slender using Fy = 248 MPa.The 10mm x 400mm plate has a steel grade of A36. The diameter of the bolt is 22 mm. The tensionmember shown has a length of 6 m. If the said tension member is carrying a tensile dead load of 698kN and a tension live load of 668 kN, determine the following:a. Effective areab. Is the member satisfactory? Use LRFD and ASD.
- Three steel bolts are to be used to attach thesteel plate shown to a wooden beam. Theplate will support a 110kN and the ultimateshearing stress for the steel used is 360MPaand that a factor of safety of 3.35 is desired,determine the increase in the bolt diameterrequired if an additional 100kN load is addedto the existing 110kN.Section C15 x 40 section shown carries a total service tension load of 700 kN with a dead-to-live-to-load ratio of 2:3. If the tension member has a length of 3 meters and A36 steel, determine the following: a. The effective net area b. The LRFD design strength c. The ASD design strength d. Is the section adequate? bolt diameter = 20mm S = 50mm g1-g2 length ratio = 8:10A simply supported beam shown is to support a total dead load 35 kN/m. Determine the live load that the beam can resist in accordance with the requirements of the NSCP 2015. Use fc'=35 MPa and Grade 60 (fy=414 MPa) rebars. The reinforcements shown are 5-36 mm diameter bars.
- A W12 x 79 of A992 Steel. Check if the section is compact. Check the adequacy both LRFD and ASD. Use AISC.Consider the cross section shown. All structural steel is A36. Use LRFD and ASDmethod and NSCP(AISC) specifications. For A36steel; Fy = 248 MPa; Fu = 400 MPaDETERMINE THE FOLLOWING:1. Determine the governing effective length and the governing slenderness ratio.2. Determine the design capacity of the column.3.3. Determine the maximum service live load that the column can support if the live load is twice the dead load.Q#2 b)Describe the following i) BCP-SP-07 ii) ACI-318
- Determine the strength of a A992 steel column (Fy = 50 ksi), W 12 X 79 with a total length of 50 feet (both fix-end connection) for the following cases: Design axial compressive strength (LRFD) using AISC Requirement. Allowable axial compressive strength (ASD) using AISC Requirement. A = 23.2 in.^2 d = 12.4 in. tw = 0.47 in. bf = 12.1 in. tf = 0.735 in. T = 9-1/8 in. k = 1.33 in. k1 = 1.0625 in. gage = (2) 5-1/2 (2) in. rt = 3.31 in. d/Af = 1.39 Ix = 662 in.^4 Sx = 107 in.^3 rx = 5.34 in. Iy = 216 in.^4 Sy = 35.8 in.^3 ry = 3.05 in.Design economical spacing of 10 mm diameter stirrups for the beam which carries the loads shown. Design shear reinforcement of prestressed beam with the following properties listed. Properties: f^c=28 MPa fy = 276MPa Aps = 800 mm² Ds = 10mm Dm = 18mm fse = 800 MPa fpu = 1500 MPa fpe = 860 MPa Pe = 250kNA 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.