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Q1: 4-56. The rigid bar supports the 4-kN load. Determine the normal stress in each A-36 steel cable if each cable has across-sectional area of 25 mm^2. 4-57. The rigid bar is originally horizontal and is supported by two A-36 steel cables each having a cross-sectional area of 25 mm^2. Determine the rotation of the bar when the 4-kN load is applied. See Answer
Q2: A 30 ft long simply supported beam with full lateral support along the compression flange supportsa moving concentrated load of 40 kip. Estimate beam weight at 60 plf. Select the lightest sectionSee Answer
Q3: 4-62. If the 50 mm diameter supporting rods are made from steel, determine the average normal stress developed in each rod when P = 450 kN. 4-63.If the supporting rods of equal diameter are made from A992 steel, determine the required diameter to the nearest 3.175 mm of each rod when P = 450 kN. The allowable normal stress of the steel is o allow = 170 MPa. See Answer
Q4: 3.2-2 A PL 3/8 x 6 tension member is welded to a gusset plate as shown in Figure P3.2-2. The steel has a yield stress Fy = 50 ksi and an ultimate tensile stress Fu = 65 ksi. Assume that Ae = A̟g and compute a. the design strength for LRFD b. the allowable strength for ASD See Answer
Q5: Please select the following types of bolts we have discussed in our lecture: O a. Turned Bolts O b. Canadian Bolts c. High-Strength Friction Grip Bolts d. Ribbed Bolts O e. Black BoltsSee Answer
Q6: Which of the following connections did we NOTdiscuss in class: a. Shear connections O b. Connecting angles O c. Moment connections O d. Effective stress connections Connecting platesSee Answer
Q7:2. An L5x5x1/2 in tension is connected to the structure by two longitudinal 12" welds, with one weld 3" long and the other weld 6" long. Calculate the shear lag factor for the connection. (5 points) 6" 3"See Answer
Q8:3. Given the continuous beam shown below, which span or spans should be loaded with a uniform distributed load to produce a maximum moment at support B? (5 points) A ΑΔ SPAN 1 20 ft TYP. B SPAN 2 C SPAN 3 DSee Answer
Q9:4. What is local buckling and how does it differ from global buckling? (5 points)See Answer
Q10:5. Draw an example of each global buckling limit state and an example of local buckling in the flange and local buckling in the web. (5 points)See Answer
Q11:6. A W12x53 has been selected as a compression member for a single-story building design. The member is made of A992 Steel. The member is 20' long, fixed at the bottom and pinned at the top in both axes. The member is braced against flexure at the midpoint in the minor axis only. The member is braced against torsion in both axes at the midpoint (In other words, flexural unbraced length is greater than or equal to the torsional unbraced length) If the DL= 150 kips, what is the maximum LL that can be applied to the column? Use LRFD and ASCE 7-22 Load Combos. (25 points)See Answer
Q12:7. A tension member is subjected to the following unfactored loads: DL = 220 kips and LL = 185 kips. Select the lightest WT7X__ tension member that can carry the load given the below bolt pattern. Steel is A36 grade. The bolt diameter is 7/8-inch. Assume that block shear does not control, so you only need to check yielding of the gross area and rupture on the net area. (HINT: Design will go faster if you find the minimum required gross area of steel, Ag). (25 points) 3 3 3 1.5" 0000 0000See Answer
Q13:8. An office building has the following floor plan: 1 2 A B C Beam A1-A2 D Girder A1-G1 10 ft 15 ft 15 ft E F G 10 ft 25 ft (TYP) 5 ft The office building dead load consists only of a concrete slab 6" thick and 10 psf of additional unfactored dead load for HVAC. The slab is made of normal weight concrete (150 pounds per cubic foot). The floor must carry a standard office live load of 80 psf. a) Find the factored floor load in psf (5 points) b) Find the reactions of the beams acting on Girder A1-G1 (10 points) c) Find the reactions of Girder A1-G1 on Columns A1 and G1 (10 points) 5 ftSee Answer
Q14:5. Identify the zero force members in the truss shown below: F E N TOT B mmmm M C слSee Answer
Q15:6. Select the lightest steel wide-flange section (W33 shape) for the beam shown. Assuming that flexure controls the design (moment controls the design). Do not consider beam weight. The allowable bending stress is 30 ksi (Fb = 30 ksi). Given: E = 29,000 ksi R₁ = 55.25 kips +55.25 0 50 kips + 18'-0" -12.75 30-0 -1 kip/ft +37.25 832.5 B Load diagram R = 42.75 kips 0 Shear (V) diagram (kips) -42.75 Moment (M) diagram 0 (fl-kips)See Answer
Q16:8. Draw the beam that represents the loading diagram shown below. Indicate the support types, load types and their points of application. BEAM SHEAR 0 MOMENT BEAM SHEAR 0 MOMENT 0See Answer
Q17:Q3. (5 @ 10 = 50 pts.) Show Calculations. Failure to show calculations and FBD will result in a grade of zero. 1. Draw the V- and M-diagrams, providing numerical values on the diagrams at points of change in shear and at all points or maximum moment. Assume the beam to be weightless. Identify maximum moment and shear in the beam. V-Dig. M-Dig. 25 k 3 14 kips B 3. 8 kips C-080 63 k 10 kipsSee Answer
Q18:2. A. What is the mid span deflection of the beam shown below? Neglect the weight of the beam. Assume E = 1.6 × 106 psi and I = 697 in*. B. If the allowable deflection is (1/240) of the span length for total load. Determine whether or not the beam is satisfactory. 10 k 8 k 10 k ILL 10' 10' 40' 10' 10' 8See Answer
Q19:3. For the beam shown. Determine: A. The maximum tensile and compressive stresses due to bending B. shearing stress at the neutral axis. Given Ix = 101.5 in N.A 5" Beam cross-section 2.35" 4.65* Deflected shape v (k) GAR 6MM M (k-ft) G 18 k 18 1011 72 18 k 18 6* BAR 5See Answer
Q20:4. A W 10 X 49 is used as a 40-ft-long column. The column is assumed fixed at the bottom, pined top and all other connections as pin connection, and its weak axis is braced at a point 22 ft up from the lower end as shown. Determine the allowable load capacity of the W 10 x 49. Use ASTM A992 steel with Fy = 50 ksi. Given: For W 10 x 49, Area = 14.4 in², rx = 4.35 in, and ry = 2.54 in 18 ft 22 ft W 10 x 49 ColumnSee Answer

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