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A W10x60 column with the end conditions and bracing is shown in the figure. Determine the least t...
Question2 Determine the LRFD design De Pn for the axially loaded W12 x 96 column which...
Question2 Determine the LRFD design De Pn for the axially loaded W12 x 96 column which has the bracing and end support conditions as shown (the column is braced on its weak y axis as shown in the figure). Fy 50 ksi. Solve: a) Using Trial and error Procedure; i.e. Table 4-22; b) Using LRFD Tables: i.e. Table 4-1. 10 ft 26 ft 16 ft n T x-x axis y-y axis l of 2
Determine the available strength of the compression member shown in Figure P4.3-4, in each of the...
Determine the available strength of the compression member shown in Figure P4.3-4, in each of the following ways: a. Use AISC Equation E3-2 or E3-3. Compute both the design strength for LRFD and the allowable strength for ASD. b. Use Table 4-14 from Part 4 of the Manual. Compute both the design strength for LRFD and the allowable strength for ASD. FIGURE P4.3-4 15 HSS 10 x 6 x ASTM A500, Grade C steel
Use LRFD method Find the capacity of the column P.. Assume Fy = 50 ksi. Column...
Use LRFD method
Find the capacity of the column P.. Assume Fy = 50 ksi. Column is braced laterally in all directions at the mid-height. (1) Draw the buckled shape of column. (ii) Find the recommended design K value. (iii) What is the unbraced length of column (iv) Find the capacity of column () Can the column support a loading of DL-300kips, LL=400kips Hint: ºn uses resistance factor . Use the appropriate design method (LRFD or ASD). You can use...
Find the capacity of the column Pr. Assume Fy = 50 ksi. Column is braced laterally...
Find the capacity of the column Pr. Assume Fy = 50 ksi. Column is braced laterally in all directions at the mid-height. (0) Draw the buckled shape of column. (ii) Find the recommended design K value. (iii) What is the unbraced length of column (iv) Find the capacity of column (W) Can the column support a loading of DL-300kips, LL-400kips Hint: Pn uses resistance factor . Use the appropriate design method (LRFD or ASD). You can use the design tables...
A HSS 12x 8 x % with Fy 46 ksi is used as a column member....
A HSS 12x 8 x % with Fy 46 ksi is used as a column member. The length of the member is 15 feet. Both ends are pinned, and there is an additional support against the weak axis buckling at a point 6 ft. from the top (Fig. P3). Determine the design compressive strength of the column for LRFD. 15' y-axis x-axis Fig, P3
Problem 2. Design and select an ASTM A992 (Fy" 50 ksi) W-shape column to carry an...
Problem 2. Design and select an ASTM A992 (Fy" 50 ksi) W-shape column to carry an axial dead load of 140 kips and live lond of 420 kips. The column is 30 feet long, and is pinned top and bottom in both axes. In addition, the column is laterally braced about the y-y axis (local weak/minor axis of the section) and torsionally braced at the midpoint. Limit the column size to a nominal 14 in. shape, that is W14 shape...
11. (10 points) Check to determine if a W14x159 used as a column can support an...
11. (10 points) Check to determine if a W14x159 used as a column can support an axial dead load of 250k and an axial live load of 1000k if the length of the column is 14 feet and the value of G for Joint A has been determined to be 0.8. Use the LRFD Design Method and assume that the columns are bending about their y axis as shown. (Hint: The answer is in the Manual) W14x159 Fixed Base at...
Question 6 refers to a frame in an unbraced multi-story building shown below. The column on...
Question 6 refers to a frame in an unbraced multi-story building shown below. The column on gridline C is a W12x72 oriented such that strong axis buckling would occur in the plane of the frame. B W16x26 W1835 15 ft W16x26 W18X35 15 ft 30 ft 40 ft 6. (5 points) Determine the effective length, Lc (ft) and available strength (k) of the column. You may use either LRFD or ASD.
A 28 ft long W14x257 column is pinned at the top and bottom ends on the...
A 28 ft long W14x257 column is pinned at the top and bottom ends on the minor axis (i.e., the column end is restrained against translation in a direction perpendicular to the web) and fixed at the bottom and free at the top ends on the major axis (i.e., the bottom end is restrained against rotation about the axis perpendicular to the web and translation parallel to the web, and the top end is free to move in a direction...
A W14 × 74 of A992 steel, 16 feet long, is used as a column in an unbraced frame.
A W14 × 74 of A992 steel, 16 feet long, is used as a column in an unbraced frame. The axial load and end moments obtained from a first-order analysis of the gravity loads (dead load and live load) are shown in Figure P6.7-2a. The frame is symmetric, and the gravity loads are symmetrically placed. Figure P6.7-2b shows the wind load effects obtained from a first-order analysis. All loads and moments are based on service loads, and all bend-ing moments...
Question2 Determine the LRFD design De Pn for the axially loaded W12 x 96 column which has the bracing and end support conditions as shown (the column is braced on its weak y axis as shown in the figure). Fy 50 ksi. Solve: a) Using Trial and error Procedure; i.e. Table 4-22; b) Using LRFD Tables: i.e. Table 4-1. 10 ft 26 ft 16 ft n T x-x axis y-y axis l of 2
Determine the available strength of the compression member shown in Figure P4.3-4, in each of the following ways: a. Use AISC Equation E3-2 or E3-3. Compute both the design strength for LRFD and the allowable strength for ASD. b. Use Table 4-14 from Part 4 of the Manual. Compute both the design strength for LRFD and the allowable strength for ASD. FIGURE P4.3-4 15 HSS 10 x 6 x ASTM A500, Grade C steel
Use LRFD method
Find the capacity of the column P.. Assume Fy = 50 ksi. Column is braced laterally in all directions at the mid-height. (1) Draw the buckled shape of column. (ii) Find the recommended design K value. (iii) What is the unbraced length of column (iv) Find the capacity of column () Can the column support a loading of DL-300kips, LL=400kips Hint: ºn uses resistance factor . Use the appropriate design method (LRFD or ASD). You can use...
Find the capacity of the column Pr. Assume Fy = 50 ksi. Column is braced laterally in all directions at the mid-height. (0) Draw the buckled shape of column. (ii) Find the recommended design K value. (iii) What is the unbraced length of column (iv) Find the capacity of column (W) Can the column support a loading of DL-300kips, LL-400kips Hint: Pn uses resistance factor . Use the appropriate design method (LRFD or ASD). You can use the design tables...
A HSS 12x 8 x % with Fy 46 ksi is used as a column member. The length of the member is 15 feet. Both ends are pinned, and there is an additional support against the weak axis buckling at a point 6 ft. from the top (Fig. P3). Determine the design compressive strength of the column for LRFD. 15' y-axis x-axis Fig, P3
Problem 2. Design and select an ASTM A992 (Fy" 50 ksi) W-shape column to carry an axial dead load of 140 kips and live lond of 420 kips. The column is 30 feet long, and is pinned top and bottom in both axes. In addition, the column is laterally braced about the y-y axis (local weak/minor axis of the section) and torsionally braced at the midpoint. Limit the column size to a nominal 14 in. shape, that is W14 shape...
11. (10 points) Check to determine if a W14x159 used as a column can support an axial dead load of 250k and an axial live load of 1000k if the length of the column is 14 feet and the value of G for Joint A has been determined to be 0.8. Use the LRFD Design Method and assume that the columns are bending about their y axis as shown. (Hint: The answer is in the Manual) W14x159 Fixed Base at...
Question 6 refers to a frame in an unbraced multi-story building shown below. The column on gridline C is a W12x72 oriented such that strong axis buckling would occur in the plane of the frame. B W16x26 W1835 15 ft W16x26 W18X35 15 ft 30 ft 40 ft 6. (5 points) Determine the effective length, Lc (ft) and available strength (k) of the column. You may use either LRFD or ASD.
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Amplitude=3;
fs=8000;
n=0:399;
t=0:1/fs: n*1/fs-1/fs;
signal=3+3*cos(2*pi*1100*t)+3*cos(2*pi*2200*t)+3*cos(2*pi*3300*t);
fftSignal= fft(signal);
fftSignal=f ftshift (fftSignal);
f=fs/2*linspace(-1,1,fs);
plot(f,abs(fftsignal);
xlabel('Frequency(Hz)’)
yla
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