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.
Q: A W12x50 is used as a column to support an axial compressive load of 145kips. The length is 20feet,…
A: Solution
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A: Given, L = 6m or 6000 mm DL = 900 kN LL = 400 kN Fy = 345 MPa
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A: Solution Given Data Service dead load= 100 kips Service live load= 200 kips
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A: L = 12 ftPDL = 60 kPLL = 70 kMDx = 12 ft-kMLx = 15 ft-k
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- A W 14 x 142 is used as a column having length of 9 m long. It is hinged at the upper end and fixed at the lower end but there is a lateral bracing perpendicular to the minor axis of the W section at the 5.4 m above the bottom support. It is assumed to be pinned connected at the bracing point. Using A36 steel, the yield strength is 248 MPa and the NSCP 2015 specifications, elastic modulus of steel is 200 GPa. Compute the slenderness ratio and the axial capacity of the column both for LRFD and ASD. Properties of W 14 x 142 A = 26,967.69 mm² d = 374.65 mm bf = 393.70 mm W 14x142 t₁ = 27.00 mm tv = 17.27 mm Ix = 695 x 106 mm4 Sx = 3,719.18 x 10³ mm³ [x = 160.53 mm ry = 100.84 mm ly = 274.71 x 106 mm4 S, 1,396.18 x 10³ mm³ lateral support (assume to be pinned connected) What is the Slenderness Ratio? KL/r Using LRFD, what is the ultimate load capacity of the column? Express your answer in KN Using ASD, what is the allowable load capacity of the column? Express your answer in KN 3.6 m 5.4 m…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, tb
- Sidesway 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 kA 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 beA 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 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 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 beam–column shown in Figure is pinned at both ends and is subjected to the loads shown. Bending is about the strong axis. Determine whether this member satisfies the appropriate AISC Specification interaction equation.
- 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…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.Compute the compressive strength of a WT12 x81 of A992 steel. The effective length with respect to the x-axis is 25 feet 6 inches, the effective length with respect to the y-axis is 20 feet, and the effective length with respect to the z-axis is 20 feet.
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