A column in a building is subjected to the following load effects: 9 kips compression from dead load 5 kips compression from roof live load 6 kips compression from snow 7 kips compression from 3 inches of rain accumulated on the roof 6 kips compression from wind a. If load and resistance factor design is used, determine the factored load (required strength) to be used in the design of the column. Which AISC load combination controls? -Select- What is the value of required strength? (Express your answer to three significant figures.) R₁ = kips b. What is the required design strength of the column? (Express your answer to three significant figures.) oRn = kips c. What is the required nominal strength of the column for a resistance factor of 0.90? (Express your answer to three significant figures.) Rn = kips d. If allowable strength design is used, determine the required load capacity (required strength) to be used in the design of the column. Which AISC load combination controls? -Select- What is the value of required strength? (Express your answer to three significant figures.) Ra kips e. What is the required nominal strength of the column for a safety factor of 1.67? (Express your answer to three significant figures.) Rn kips =

Correct answers valid

8.3 Identify the correct statement(s): • Column effective length depends on its unbraced length and end connections • Given the same unbraced length, the effective length of a column having simple hinge connections is greater than that having fixed end connections. • Under the same compressive load, a slender column is prone to larger lateral deflection and higher stresses than a short column with the same cross-section.

Determine the losses in the post-tensioned concrete beam as shown below. 560 mm Given: POST-TENSIONED BEAM with A PARABOLIC TENDON PROFILE Span Length = 20 m fi = 1200 N/mm² A, = 2850 mm² Ac 4.23x105 mm² 1=9.36x10¹0 mm e-560 mm (@midspan, from N.A.) fc= 40 N/mm² Es = 210,000 N/mm² μ = 0.19 K = 0.0005 (per meter) Anchorage slip = 5 mm (jacked at left-end only). (make sure to draw the force variation diagram for anchorage slip) V/S= 6 RH = 70 Dead Load 9.97 kN/m fpy = 1714 N/mm² Bridge Width III