Instructor: Ameh Fioklou, Ph.D., P.E. 1 of 7 CE 310 Elementary Structural Analysis Final Project Computer Applications Fall 2021 The objective of this project is to get you familiar with structural analysis software, SAP 2000, to apply the theory of structural analysis that you have learned and conduct simple structural analysis using a computer program. Keep in mind that knowledge of such software will very likely be useful in your professional life, regardless of the area of specialization you will select for your future career. The project replaces lectures and homework problems starting from November 23 rd. It follows that you are expected to give similar effort in conducting tasks associated with the project. The lecture times during this period will be used to ensure that you can work on the project with your group, ask your questions, and ensure in-time delivery of the project. Please note that presence is mandatory during regular lecture times (MW, 6:00 PM 7:15 PM) scheduled in these weeks. All analytical works (hand calculations, diagrams, etc.) are to be submitted individually. All computer outputs are to be submitted in groups. There are two main purposes for these project activities: 1) learn to work with the other teammates (i.e., future colleagues), and 2) have a group learning environment for SAP2000. When submitting work associated with a particular task, submit all documents together (3 analytical solutions, 1 per individual member, and 1 computer output, with all the group members names). The outcome of each task should be a professionally-put-together and easy-to-follow engineering report. A summary of the project tasks along with their learning objectives is provided below: Part 1 (35 Points): Verify the axial force and evaluate alternate design. Learning Objective: Applying the virtual work-energy method to compute deflection and use a commercial software (SAP2000) to verify the solution. Part 2 (25 Points): Analyze a portal frame using hand calculation. Learning Objective: Applying the virtual work-energy method to compute deflection and use a commercial software (SAP2000) to verify the solution. Part 2 (40 Points): Analyzed an indeterminate frame structure. Learning Objective: Use a commercial software (SAP2000) to analyze an indeterminate structure and verify if the design meets a specified building code requirement for crack prevention. Individual Submissions: Due on November 29th, 2021 at 7:15 P.M or any time prior to this date/time. Group Submissions: Due on December 8 th, 2021 at 7:15 P.M or any time prior to this date/time. Note: No late submission allowed. Instructor: Ameh Fioklou, Ph.D., P.E. 2 of 7 Part 1. (35 points) The roof truss is bolted to a reinforced masonry pier at A and connected to an elastomeric pad at E. The pad, which can apply vertical restraint in either direction but no horizontal restraint, can be treated as a roller. The support at A can be treated as a pin. All joints are pinned. Note: For this part of the project, assume that the connections between the floor beams and stringers are pinned at one end and roller at the other end. In the truss, all gusset plate connections are pinned. Ignore member self-weight. a) Compute all bar forces and indicate tension and compression for each (Individual Submission) b) Determine the required cross-sectional area for each bar if the allowable tensile stress is 45 ksi and the allowable compressive stress is 25 ksi. Round your result to the next whole number. Present you result for questions a) and b) in a tabulated for format. Include the bar lengths. Note ?? = ?? ?? c) Calculate the allowable deflection at joint H (30.0 ft from A). Show your solution steps in full detail. The modulus of elasticity of steel is E = 29,000 ksi (Individual Submission) d) Model the truss structure in SAP2000 using the uniformly distributed load on the roof and compare the output results with your hand calculations from b) and d). Submit a screenshot of the deflected shape showing the value for deflection at joint F and H and the internal forces. (Group Submission) e) Repeat questions a) thru e) using the truss in figure 1b. Submit a screenshot of the deflected shape showing the value for deflection at joint H. Discuss your results and the influence of the design action on the deflection at joint I. (Group Submission) f) If the unit weight of steel is 490 lb/ft3 , calculate the total weight of each truss. Which has the more efficient configuration. justification of your design action. (Group Submission) Instructor: Ameh Fioklou, Ph.D., P.E. 3 of 7 Figure 1a: Roof Truss Figure 1b: Alternate Roof Truss B C D E H F Instructor: Ameh Fioklou, Ph.D., P.E. 4 of 7 Part 2. (25 points) Consider the frame shown above. A and D are pinned supports, and there is an internal hinge at B. The applied wind load on member AB is 2 kN/m and a point load of 80 kN is applied at joint B. a) Analyze the frame structure entirely and draw the axial force diagram, shear force diagram, and bending moment diagram. Show your solution steps in full detail. (Individual Submission) b) Compute the horizontal displacement of joint B. For member BCD, A = 6000 mm2 and I = 600 106 mm4 . For member AB, A = 3000 mm2 . E = 200 GPa for all members. (Individual Submission) c) (Group Submission) Model the same frame structure in SAP2000 and verify your output results with the hand calculations from Part 1. Generate a report showing the input of the structural model in SAP2000 and the results of the analysis. Submit screenshots of the internal forces (i.e., axial forces, shear forces, and bending moment diagrams). Figure 2: Portal Frame Instructor: Ameh Fioklou, Ph.D., P.E. 5 of 7 Part 3. (40 points) The frame of the structure shown in Figure 3 is constructed using structural steel beam and columns. To avoid a limit specified to prevent cracking of the exterior faade, the building code limits the relative displacement floors to 3 /8 in. Use E = 29000 ksi. All beams: I = 300 in4 and A = 10 in2 All columns: I = 170 in4 and A = 12 in2 The panel of a typical floor of a residential building is shown in Figure 3d. It consists of a 8-in. thick reinforced concrete slab supported on steel beams. The slab weighs 125 lb/ft2 . The weight of light fixtures and utilities suspended from the bottom of the slab is estimated to be 5 lb/ft2 . The exterior beams B1 and B2 are supported by steel columns. The weight of the beams and their fireproofing is estimated to be 50 lb/ft. a) What type of behavior will you expect from the slab when loaded? (Individual Submission) b) Draw the shear and moment curves produced by the total dead load for the simply supported beams B1 and B2. (Individual Submission) c) Compute the frame structures degree of indeterminacy. (Individual Submission) Case 1: Umbraced Frame with Rigid Connections d) Model the frame structure in SAP2000. Show the frame will all reaction forces. e) Determine the axial force, shear force, bending moment, and displacement at 8 sections along the axis of each member. f) Generate the plots of the internal axial force, bending moment, and shear force with magnitudes. g) Using SAP2000, plot the deflected shape of the frame h) Determine the relative lateral displacement between adjacent floors. i) Is the building frame stiff enough to satisfy the code requirement (compare the relative displacement between floors)? j) What is the location and magnitude of the maximum vertical deflection? Submit a screenshot of the deflected shape showing the magnitude of that deflection. k) Record the vertical and lateral displacements of joints 4 and 9. What can you conclude? Case 2 Unbraced Frame with Shear Connections a) Repeat steps d through k in Case 1, assuming that the shear connections act as hinges, that is, can transmit shear and axial load, but no moments. b) What do you conclude about the unbraced frames resistance to lateral displacements? Instructor: Ameh Fioklou, Ph.D., P.E. 6 of 7 Case 3 Braced Frame with Shear Connections Diagonal bracing using 3-in. square hollow structural tubes (dashed lines in Figure 3a), A = 3.11 in2 , I = 3.58 in4 . As in case 2, all beams are connected to columns with shear connectors, but diagonal bracing is added to form a vertical truss with floor beams and columns (see dashed lines in Figure 3a). a) Repeat steps d through k in Case 1. b) Compute the lateral deflections of the frame if the area and moment of inertia of the diagonal members are doubled. c) Compare results to the original lighter bracing in (a) to establish the effectiveness of heavier bracing. d) Make up a table comparing lateral displacements of joints 4 and 9 for the three cases. Briefly discuss the results of this study. Instructor: Ameh Fioklou, Ph.D., P.E. 7 of 7 Figure 3: Building Frame 20 ft 16 ft (d)

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