HW_3 questions - it is BF[1 of ints 1 be are one(1 in tion...

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Unformatted text preview: it is BF) [1 of ints 1 be ' are one (1 in tion ated W ing code )2. Fann- nm . methods: Compression Members Under Concentric Axial Loads 199 Hssax4x% W6x20 E? ASTM A500, grade 46 E? ASTM A36 ‘2 :2: Figure 5-14 Details for problem 5-1. Figure 5-15 Details for problem 5-2. 5%. Determine the design strength of the column shown in Figure 5-15 using the following methods: 1. Design equations (i.e., equations (5-6) through (5-8)); check slenderness. 2. Confirm the results from part 1 using AISCM Table 4-22. J3. A column with an unbraced length of 18 ft. must resist a factored load of PR = 200 kips. Select 69 o the lightest W-shape to support this load, consider W8, W10, W12, and W14 shapes. The steel is ASTM A572, grade 50. A pipe column with a factored toad of 80 k has an unbraced length of 10 ft. Select the lightest shape, using the following: 1. Standard pipe (STD), 2. Extra strong pipe (XS), and 3. Double extra strong pipe (XXS). Steel is ASTM A53, grade B. What is the mahimum nnbraced length permitted for a 4vin extra strong (XS) pipe column to support this load? ‘ AW~shape column must support service loads of D = 200 hips and L = 300 kips. The unbraced length in the x-direction is 30 ft, 15 ft. in the y-direction. Select the lightest W-shape to sup- port this load. Determine if a W8 X 28 column is adequate to support a factored axiai load of PH : 175 kips with unbraced lengths, x = 24 ft. and Ly = i6 ft., and pinned—end conditions. The steel is ASTM A992, grade 50. The preliminary column and girder sizes for a two-story moment frame are shown in Figure 5-16. Assuming iii-plane bending about the strong axes for the columns and girders, determine the ef- fective length faCtor, K, for columns CG and GK using the alignment chart and assuming elastic behavior. 200 CHAPTER 5 O O r-t X 0 H4 3 Figure 5—16 Moment frame for problem 5-7. Student Design Project Problem Neglecting the Beam-towcolumn and girder«to—column connection eccentricities (and there- fore the moments caused by those eccentricities), calculate the cumulative factored axial loads on the typical interior, exterior, and corner columns for each level of the building. Determine the required column size for each level of the building, assuming an effective length factor, K, of 1.0. ...
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