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Concrete strength: 5 ksi

Longitudinal bar size: #9 bars

Cover to ties: 2 in.

#4 ties

b1=13 in

b2=17 in.

b1 Load combinations to check: X-axis b2 Comb. #1: Pu = 800 k, Mux = 0, Muy = 0 Comb. #2: Pu = 200 k, Mux = 1000 k-in., Muy = 0 Comb. #3: Pu = 300 k, Mux = 0, Muy = 700 k-in. #4 ties 1. Analyze the column using spColumn. The analysis won't run without load combinations, so before running the analysis, input the load combinations above. Make sure you use the correct units. 2. Print the output file and attach it behind this page. Be sure it includes your input values, as well as the op, vs. Mnx and Pn vs. OMny interaction diagrams. 3. On each interaction diagram, lightly shade the area that represents acceptable combinations of Pu and My. (^Mnx is bending moment about the x-axis, which is the horizontal axis on the diagram.) 4. Verify that the spColumn curve is correct by doing hand calculations as follows. Calculate Pn,max (axial-load-only case) by hand. Also calculate 0P, vs. QMnx for the case where the extreme layer of steel (in the bottom) has a tensile strain of 0.00207 (the balanced condition). Consider that the top face of the column, as shown in the figure above, is in compression. Indicate whether your results match the results from spColumn; show how you arrived at your conclusion using the output file. An easy way to do this is to input the values into a fourth and fifth load combination, and see if the program output indicates a strength-demand ratio of 1.0 for the load combination. 5. In the space below, show whether or not the area of longitudinal steel is between the minimum and maximum allowed per ACI 10.6.1.1. In other words, show whether 0.01Ag

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