P 15 ft *13-8. The W10 × 45 is made of A-36 steel and is used as a column that has a length of 15 ft. If the ends of the column are fixed supported, can the column support the critical load without yielding? Probs. 13-7/8 P 15 ft
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- An 80-foot long plate girder (see below) is fabricated from a ½-inch x 78-inch web and two 3inch x 22-inch flanges. Continuous lateral support is provided. The steel is A992. The loading consists of a uniform service dead load of 1.0 kip/ft (including the self-weight), a uniform service live load of 2.0 kips/ft, and a concentrated service live load of 500 kips at midspan. Stiffeners are placed at each end and at 4 feet, 16 feet, and 28 feet from each end. Once stiffener is placed at midspan. Determine whether the flexural strength is adequate using LRFD.A girder supports concentrated dead and live loads. Determine the following required strengths for the girder based on the controlling load combinations.Use statics or Table 3-22a from the Steel Manual. The maximum bending moment, MD (kip-ft), due to dead load. The maximum bending moment, ML (kip-ft), due to live load. ASD required flexural strength, Ma (kip-ft) LRFD required flexural strength, Mu (kip-ft)1. Design the most economical A36 steel base bf plate to resist a dead lgad = 1,400 kN and a live load = 1,700 kN. The column is supported by a m 700 mm x 700 mm concrete pedestal with fc' = 27 MPa. The column section used is W14x500. d. 0.95d N A W16x100 is used as a column to carry an axial load of 1,200 kN. Design a base plate to support the column such that m & n_are approximately the same. The base plate is to rest fully on a concrete pedestal with fc' = 21 MPa. Use A50 steel base plate. 2. m •0.80bf n RING
- Q3) A simply supported beam has been satisfactorily designed to resist flexure. At a distance d from the support face the following condition exist: V-45 KN, M-9KN.m V₁-25KN,M₁-18KN.m h=500mm, d=450mm, b=300mm, f'c-21MPa and fy=350MPa.As consists of 3 No.29 bars. A/ Check the beam for shear requirements. use: V - (0.16 [Fe + 170. Xd) b. d fe Pw M₂Problems / Eqi FUNDAMENTAL PROBLEMS All problem solatioIS must include an FBD. FS-1. Determine the horizontal and vertical companents of reaction at the supports. Neglect the thickness of the beam. FS sup SCI tb t tb-ft 5t 511 F5-1 Determine the harizontal and irntsQ20 The moment connection shown generates a maximum tensile or compressive load of 222.8 kips at each flange plate connection with the W14x145 column. Determine if stiffeners are needed by checking the applicable concentrated force strengths. The column is A992 steel and the connection occurs at the middle of the 20ft tall column. Use LRFD. PL /16 × 9 W14 × 145 W24 × 76 PL /16 X 9 a) Failure by flange local bending b) Failure by web local yielding c) Failure by web local crippling d) Column is OK without stiffeners
- How much service live load, in kN/m, can be supported? The member weight is the only dead load. The axial compressive load consists of a service dead load of 45 kN 6.2m and a service live load of 90 kN. Do not consider moment amplification. Use NSCP 2015. W460x144 а. LRFD. b. ASD. bf Sy Z,J wt A tw Ix Sx Ty Zx Cw SECTION kN/m mm? mm mm*| mm3 mm mm mm| mm mm3 mm3 mm mm mm mm mm W460x144 1.41 18400 472 13.6 283 22.2 | 726 3080 199 83.6 | 591 67.4 3450 906 2440 4230Design 4.6-1 a. Select a W12 of A992 steel. Use the column load tables. 1. Use LRFD. 2. Use ASD. b. Select a W18 of A992 steel. Use the trial-and-error approach covered in Section 4.6. 1. Use LRFD. 2. Use ASD. Problems 175 D = 265k L = 130k 18' FIGURE P4.6-1The cantilever beam shown in Figure P5.8-4 is a W10 × 77 of A992 steel. There isno lateral support other than at the fixed end. Use an unbraced length equal to the spanlength and determine whether the beam is adequate. The uniform load is a servicedead load that includes the beam weight, and the concentrated load is a service liveload.a. Use LRFD.b. Use ASD.
- 4.6-2 A 20-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 110 kips and a service live load of 110 kips. a. Select a W12 of A992 steel. 1. Use LRFD. 2. Use ASD.The steel framework is used to support the reinforced stone concrete slab that is used for light storage. The slab is 200 mm thick. Determine and sketch the loading that acts along members BE and FED. a- 3m :b- 4m (Note: Use NSCP for minimum loads)2. A steel column 10 m long is fabricated from W section and a cover plate. Determine the safe axial load that the column can carry. Fy = 345 MPa, E = 200 GPa. Use AISC/NSCP Specs. 310 mm cover plate I6 mm y2 10 m TFF W 310 x 107 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. W 310 x 107 A= 13600 mm? d = 311 mm Ix = 248x10° mm ly = 81.2x10° mm