A beam ABCDE is 5 m in length and loaded as shown in Fig. and B.M. diagrams for the beam, indicating all major values. A 1m B 1m 2 kN/m C 1 D 4 kN 2 kNm E 1m 1m 4 1m LL Draw the S.F.
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- 7 7a 7b 7c Alaterally supported beam was designed for flexure. The beam is safe for shear & deflection. The most economical section is structural tubing however the said section is not readily available at the time of the construction. If you are the engineer in charge of the construction what alternative section will be the best replacement? Why? The section is 8" x 8" x 7.94 mm thick: Use Fy=248 MPa: E=200,000 MPa AISC wall thickness Ix 106 S x 103 Jx 103 mm4 mm3 mm4 rx =ry Area Ag (mm2) mm Designation Weight/m 8x8 7.94 47.36 6,039 79.25 37.84 371.99 60.35 expla'n briefly your cho'ce. (transform your comparative analys's 'nto a narative form to support your cho'ce) 8x8 14.29 80.61 10,258 76.2 59.52 585.02 99.06 8x8 72.7 9,290 76.96 54.53 539.13 90.32 8x8 9.53 56.09 7,161 78.48 44.12 432.62 70.76 mm 12.7 Zx 103 mm3 437.53 714.48 650.57 512.92Situation 3: A W12x22 simply supported beam carries a uniformly distributed load. The properties of the section relevant to the problem are as follow: Use A50 steel and Cb - 1.14 d=312 mm bf - 102 mm tf 10.8 mm tw = 6.60 mm kdes 18.4 mm ry-21.5 mm Ix- 64.5 x 10^6 mm^4 ly- 1.94 x 10^6 mm^4 Sx416 x 10^3 mm^3 Zx 480 x 10^3 mm^3 J-122 x 10^3 mm^3 Cw-44.0 x 10^9 mm^6 1. Which of the following nearly gives the Design Strength Moment (LRFD) if the span of the beam is 2.5m? 89 KN-m O 114 KN-m O 123 KN-m O 101 KN-m6 6a 6b 6c Alaterally supported beam was designed for flexure. The beam is safe for shear & deflection. The most economical section is W 6 x 20 however the said section is not readily available at the time of the construction. If you are the engineer in charge of the construction what alternative section will be the best replacement? Why? Use: Fy=248 MPa: E=200,000 MPa Designation W8 x 24 W8 x 21 Weight Ag (mm2) 3787 36 31 width mm kg/m d (depth) 30 157.48 152.91 9.27 W6 x 20 expla'n briefly your cho'ce. (transform your comparative analys's 'nto a narative form to support your cho'ce) W8 x 28 42 204.72 165.99 11.81 5323 4568 201.42 164.97 10.16 3974 210.31 133.86 flange bf thickness tf Web 10.16 thickness tw 6.60 Elastic Properties mm 4 Ix x 106 7.24 6.22 6.35 17 41 34 31 mm 3 Sxx 103 220 398 342 298 mm rx 67.56 87.63 86.87 88.65 mm 4 lyx 106 6 9 8 4 mm 3 Syx 106 72 109 92 61 mm ry 38.10244 41.15 40.89 32 Plastic properties. mm 3 Zx x 103 244 446 380 334 mm 3 Zyx 103 110 166 140 93…
- 5 5a 5b 5c Alaterally supported beam was designed for flexure. The beam is safe for shear & deflection. The most economical section is W 8 x 13 however the said section is not readily available at the time of the construction. If you are the engineer in charge of the construction what alternative section will be the best replacement? Why? Use: Fy=248 MPa: E=200,000 MPa Designation Ag (mm2) Weight kg/m 1910 19 30 width 24 flange. thickness d (depth) mm 200.41 bf 100.06 W8 x 10 4.32 15 expla'n briefly your cho'ce. (transform your comparative analys's 'nto a narat've form to support your cho'ce) W8 x 13 2477 202.05 101.60 6.48 W6 x 20 3787 157.48 9.27 152.91 102.36 W6 x 16 3058 159.51 10.29 tf Web 5.21 thickness tw Elastic Properties mm 4 Ix x 106 mm 3 Sx x 103 5.84 6.60 6.60 13 16 17 13 126 162 220 167 mm rx 81.79 81.53 67.56 66.04 mm 4 lyx 106 1 1 6 2 mm 3 Sy x 106 17 22 72 36 mm ry 21.36 21.41 38.10244 24.54 Plastic properties mm 3 Zx x 103 145 187 244 192 mm 3 Zyx 103 27 35 110 56…Situation 3: A W12x22 simply supported beam carries a uniformly distributed load. The properties of the section relevant to the problem are as follow: Use A50 steel and Cb - 1.14 d-312 mm bf - 102 mm tf = 10.8 mm tw = 6.60 mm kdes - 18.4 mm ry-21.5 mm Ix - 64.5 x 10^6 mm^4 ly-1.94 x 10^6 mm^4 Sx - 416 x 10^3 mm^3 Zx 480 x 10^3 mm^3 J-122 x 10^3 mm^3 Cw-44.0 x 10^9 mm^6 1. Which of the following nearly gives the maximum safe uniform load (Wu) that the beam could if the span of the beam is 0.800m? Neglect weight of the beam. 960 KN/m 933 KN/m 922 KN/m 975 KN/mSidesway is prevented for the beam-column shown in the Fig. P11-17. If the first-order momen ts shown are about the x axis, select the lightest W8 if it consists of Fy = 50 steel. Assume Cb = 1.0
- An 5355 Class 1 laterally restrained universal beam (UB) does not support a high shear load. What is its Design Bending Resistance Med? Give your answer to the nearest whole kNm. Do not include units in the answer box. Flange thickness t,-34.3 mm Plastic section modulus Wply-3,126 cm³ Plastic section modulus Wez-235 cm³A 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.Two columns 300mmx300mm and 400mmx400mm are loaded by axial and bending forces as shown. They are to be supported by a combined footing shown. Unit weight of concrete = 24 kN/m2;Unit weight of soil = 17.24 kN/m3; fc'=21 MPa, fy = 414 MPa, Concrete Cover to bar centroid 80 mm, SBC=248 kPa. Dimensions: X 4 meters thickness = 568 mm %3D D = 1.73 meters Forces: P1DL = 239 kN P1LL = 177 kN M1DL = 38 kN-m %3! M1LL = 30 kN-m P2DL = 495 kN %3D P2LL 393 kN %3D M2DL = 65 kN-m M2LL 65 kN-m Calculate the critical nomninal one way shear stress in MPa.
- 9 For a fixed beam loaded with UDL (w kN/m), the value of load required to form plastic hinges at ends only is [Mp = Plastic moment of resistance] 16Mp (a) (b) L² (c) 24Mp [² 18Mp L² 12Mp L²Q4\ Which of the following is a zero-force member? 3 8KN 4 G 4 エ 子c D. 4 B AC BD IF IDA W21 x 57 of A992Gr50 steel column having length of 6 m and is fixed at both ends. (Gr50 steel = 50 ksi = 345 MPa = Fy) is used to carry a load of 900 kN dead load and 400 kN live load. Note: Use NSCP 2015 Properties of W21 x 57 A 10800 mm d = 536 mm bf = 167 mm tr = 16.5 mm tw 10.3 mm Kdes rx = 212 mm Ry = 34.3 mm = 29.2 mm a. Calculate the critical slenderness ratio of the W section if the column is braced at midpoint of the weak axis b. Calculate the compressive capacity of built-up section using ASD and LRFD c. Calculate the demand-capacity factor, Is the section adequate?