An A36 steel baseplate is used to support a factored load of 520k. If the column is a W12x53 that supports a factored load of 800k, design a baseplate to support this load.
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- For axially loaded steel column, how could you determine that your section is safe? In case of failure in your as- sume section, what would be your adjustment in your design to make it safe?A W10x 54 of A992 steel is used as a column. It is subjected to a service dead load of 100 kips and a service live load of 200 kips. What is the stiffness reduction factor, tbSidesway 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 C₁ = 1.0 f PD = 60 k PL = 70 k Mpx= 12 ft-k Mix = 15 ft-k W8 Mpx = 12 ft-k Mix = 15 ft-k PD = 60 k PL = 70 k
- A mild steel bar is in two parts having equal lengths. The area of cross-section of Part-l is double that of Part-2. If the bar carries an axial load 'P', then the ratio of elongation in Part-I to that in Part-2 will bePrinciples of Steel Design A. Determine the critical slenderness ratio B. Determine the critical load to avoid buckling of column. C. Safe axial load for the column based on NSCP. Use ASD of NSCP 2001A 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?
- A W12x50 is used as a column to support an axial compressive load of 145kips. The length is 20feet, and the ends are pinned. Without regard to load or resistance factor, investigate this for stability. (The grade of steel need not be known: the critical buckling load is a function of the modulus of elasticity, not the yield stress or ultimate tensile stress). PROPERTIES OF w12X50: Ag = 14.6in^2, rx = 5.18in, ry = 1.96in, bf/2tf = 6.31, h/tw = 28.1, d = 12.2in, Ix = 391in^4, ly = 56.3inThe uniform aluminum bar AB has a 20 x36-mm rectangular cross section and is supported by pins and brackets as shown. Each end of the bar may rotate freely about a horizontal axis through the pin, but rotation about a vertical axis is prevented by the brackets. Using E= 70 GPa, determine the allowable centric load P if a factor of safety of 2.5 is requiredA W6 x 15 structural steel column is 24 ft tall and is fixed at its base and top. It is braced (horizontally) at the midspan. These braces are pin-connected to the column's web. Determine the load that the column can support so that it does not buckle nor the material exceeds the yield stress. Use the undermentioned data: Q2 E = 29 (10)³ ksi Oy = 60 ksi %3D Ik = 29.1 in ly = 9.32 in (This question has no diagram)
- A column section is as shown in figure below. Z 320 mm- 20 mm Z ISMC 40 @ 49.4 kg/m The length of the column is 4.8 m. Using steel of grade Fe410, compute the design compressive load.6 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…