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Use the alignment chart to determine the effective length factor kr for the column #1 shown below...
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.
143 t 13 tHo W 16 x E at lo A building frame is shown. Using the alignment charts determine the e...
143 t 13 tHo W 16 x E at lo A building frame is shown. Using the alignment charts determine the effective column length factor (K) and the slenderness ratio KL/r for each column. Note, the columns on the upper level are subject to sidesway and beams bend about their strong axis.
143 t 13 tHo W 16 x E at lo A building frame is shown. Using the alignment charts determine the effective column length factor (K) and the...
Determine the effective length factors for al the columns of the frame shown in the accompanying...
Determine the effective length factors for al the columns of the frame shown in the accompanying illustration. Note that the columns on the upper level are subject to sidesway on which the alignment charts were developed are met. W18 × 46 12 ft w18 × 71 A W18 × 46 W18 x 71 12 ft 24 ft 36 ft
2. Determine if Column A (W12X190) below is adequately sized for the applied load Pu. If not, sel...
2. Determine if Column A (W12X190) below is adequately sized for the applied load Pu. If not, select an new W12 that satisfies the design strength required. . Assume in plane all girder to to column connections are moment connections. o Assume columns are A992 steel have their strong axis (lx) oriented in the frame direction. Assume Out plane that there is bracing at the top, bottom, and mid-height of the column. . Assume out plane that simple connections connect...
Problem 3 (30 pts): Determine if the column between the first and second floors (AB) is...
Problem 3 (30 pts): Determine if the column between the first and second floors (AB) is appropriate to carry a factored load of P. = 577 k. The frame is sideways inhibited in the plane of the frame and the columns are continuously braced against buckling in the y-y direction. The material is ASTM A992 steel. Use the appropriate alignment chart to determine K. Use any of the design aids from the manual that you think are appropriate. P. =...
A W10x60 column with the end conditions and bracing is shown in the figure. Determine the least t...
Ag
= 17.7 in^2
rx = 4.39 in
ry = 2.57 in
A W10x60 column with the end conditions and bracing is shown in the figure. Determine the least theoretical bracing (maximum unbraced length) and its location about the y-axis, in order that the y- axis to not control the strength of the column. Also determine the design compressive strength (LRFD) and allowable compressive strength (ASD) for these end conditions (and effective lengths). Use Fy 50 ksi. Also, use the...
2. (1 point) What is the controlling effective slenderness ratio for the column shown below assuming...
2. (1 point) What is the controlling effective slenderness ratio for the column shown below assuming a W14x74. 15 ft 35 ft 10 ft 10 ft X-X axis y-y axis
of column E-5 (do not consider modification factor, Th). Assume the beams framing in to the...
of column E-5 (do not consider modification factor, Th). Assume the beams framing in to the top of your first story column are W24x131 (bending about the strong axis) and the second story column E-5 is a W14x48. [5 points] b. Calculate the effective length factor, K, based on the end conditions in the elevation view From Table 1-1: W14x74: 1 795, ly 138 W14x48: 484, ly 51.4 W24x131: Ix 4020, ly 340 GA 10.0 3.0 500 10.0 18 788...
Problem # 4: Refer to figure 04 for the one-story sway frame geometry. Using the alignment...
Problem # 4: Refer to figure 04 for the one-story sway frame geometry. Using the alignment chart to determine the unbraced length coefficient, determine the optimum W14 section for column B and column C. Assume material strength Fy-50 for all sections and that all columns are braced at end points for out of plane buckling 400 k 400 k 2S0 3dーーーナー 30, 30 Figure 04
Determine the most economical W14 for member AB shown below in a multistory braced frame. The...
Determine the most economical W14 for member AB shown below in a multistory braced frame. The axial compressive load is 400 kips dead load and 1100 kips live load. Assume that bracing is only provided at the column base and at the connection with the beams. Use A992 steel. W18x143 W18x192 10ft W14x176 W18x143 W18x192 B 10ft A 25ft 35ft
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.
143 t 13 tHo W 16 x E at lo A building frame is shown. Using the alignment charts determine the effective column length factor (K) and the slenderness ratio KL/r for each column. Note, the columns on the upper level are subject to sidesway and beams bend about their strong axis.
143 t 13 tHo W 16 x E at lo A building frame is shown. Using the alignment charts determine the effective column length factor (K) and the...
Determine the effective length factors for al the columns of the frame shown in the accompanying illustration. Note that the columns on the upper level are subject to sidesway on which the alignment charts were developed are met. W18 × 46 12 ft w18 × 71 A W18 × 46 W18 x 71 12 ft 24 ft 36 ft
2. Determine if Column A (W12X190) below is adequately sized for the applied load Pu. If not, select an new W12 that satisfies the design strength required. . Assume in plane all girder to to column connections are moment connections. o Assume columns are A992 steel have their strong axis (lx) oriented in the frame direction. Assume Out plane that there is bracing at the top, bottom, and mid-height of the column. . Assume out plane that simple connections connect...
Problem 3 (30 pts): Determine if the column between the first and second floors (AB) is appropriate to carry a factored load of P. = 577 k. The frame is sideways inhibited in the plane of the frame and the columns are continuously braced against buckling in the y-y direction. The material is ASTM A992 steel. Use the appropriate alignment chart to determine K. Use any of the design aids from the manual that you think are appropriate. P. =...
Ag
= 17.7 in^2
rx = 4.39 in
ry = 2.57 in
A W10x60 column with the end conditions and bracing is shown in the figure. Determine the least theoretical bracing (maximum unbraced length) and its location about the y-axis, in order that the y- axis to not control the strength of the column. Also determine the design compressive strength (LRFD) and allowable compressive strength (ASD) for these end conditions (and effective lengths). Use Fy 50 ksi. Also, use the...
2. (1 point) What is the controlling effective slenderness ratio for the column shown below assuming a W14x74. 15 ft 35 ft 10 ft 10 ft X-X axis y-y axis
of column E-5 (do not consider modification factor, Th). Assume the beams framing in to the top of your first story column are W24x131 (bending about the strong axis) and the second story column E-5 is a W14x48. [5 points] b. Calculate the effective length factor, K, based on the end conditions in the elevation view From Table 1-1: W14x74: 1 795, ly 138 W14x48: 484, ly 51.4 W24x131: Ix 4020, ly 340 GA 10.0 3.0 500 10.0 18 788...
Problem # 4: Refer to figure 04 for the one-story sway frame geometry. Using the alignment chart to determine the unbraced length coefficient, determine the optimum W14 section for column B and column C. Assume material strength Fy-50 for all sections and that all columns are braced at end points for out of plane buckling 400 k 400 k 2S0 3dーーーナー 30, 30 Figure 04
Determine the most economical W14 for member AB shown below in a multistory braced frame. The axial compressive load is 400 kips dead load and 1100 kips live load. Assume that bracing is only provided at the column base and at the connection with the beams. Use A992 steel. W18x143 W18x192 10ft W14x176 W18x143 W18x192 B 10ft A 25ft 35ft
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