Project Brief A new industrial building is to be constructed as shown on the attached drawings, Figs. 1 and 2. The build

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Project Brief A New Industrial Building Is To Be Constructed As Shown On The Attached Drawings Figs 1 And 2 The Build 1 (160.57 KiB) Viewed 17 times

Project Brief A New Industrial Building Is To Be Constructed As Shown On The Attached Drawings Figs 1 And 2 The Build 2 (15.66 KiB) Viewed 17 times

Project Brief A New Industrial Building Is To Be Constructed As Shown On The Attached Drawings Figs 1 And 2 The Build 3 (40.86 KiB) Viewed 17 times

Project Brief A new industrial building is to be constructed as shown on the attached drawings, Figs. 1 and 2. The building axis is orientated with an angle ß with the North direction as shown in Fig. 2. The building will be made of structural steel pitched portal frames. All the joints of the portal frame are rigid connections. The connections between the columns and the footings are bolted (can be assumed as pinned). The sidewalls and the roofs of the building are covered with metal sheeting. The metal sheeting sits on purlins on roof and sits on girts on side walls. The roof sheeting will be fixed to steel purlins running along the length of the building. Purlins (choose Z15024 from Table) @ 1200 mm spacing will be attached to the top flange of the roof beams and hence, would provide lateral restraint to the top flange of these beams. Similarly, girts (having the same section and spacing as those of purlins) attached to the outer flange of columns would provide lateral restraint to columns. There are typical glazed windows (L = 2000 mm, H = 1500 mm, 20 mm thick) between grids B-C, D-E and F-G along grid 1 and on alternate bays A-B, C-D and E-F along grid 2, at an elevation of 1500 mm above the floor. Assume that the windows will be centrally placed between 2 grid lines. There is one roller shutter of 1220 mm wide and 2200 mm high along grid A, and another one (with the same dimension) is along grid 1 between E and F. The floor is made of reinforced concrete. The building is to be located in region B, a non-cyclonic region. The ultimate design wind speed at the location has been estimated as 55 m/s and is same in all directions. Similarly, the serviceability design wind speed has been estimated as 37 m/s and is same in all directions. Assume that lateral bracing systems along grids 1 and 2 that would carry the wind loading in the longitudinal direction. You do not need to design the bracing system. Because of the bracing system in place, the columns have pinned connections at the top in the longitudinal direction. On the other hand, the portal frames will carry the wind loading in the transverse direction. . Take appropriate values of the parameters X, Y, Z and B as appropriate from Table 1 depending on the last two digits of your Student ID number. Assume appropriate realistic values for other design data that are not provided. • Use appropriate standards (AS1170.0 2002, AS1170.1 2002 and AS1170.2 2021) for the estimation of loads and AS4100 2020 using One Steel of Grade 300 for steel design.
Use linear elastic analysis and limit state design Ignore secondary effects. 2. Problem statement Q1. Load estimation (50 marks) a) Calculate the loads (Dead Load +Live Load) acting on a typical portal frame. (10 marks) b) Calculate the wind loads acting on a typical portal frame in the transverse direction (refer Fig. 2) for the Northerly wind direction. i. Determine Csp and design pressures for the external surfaces: windward, leeward, sidewalls and roof, assuming Ka 1. Draw the pressure diagrams with clear labels. = (10 marks) (10 marks) ii. Determine Csip and design pressures for the internal surfaces. iii. Determine the worst uplift load for the roof and the worst loading case for the columns. (20 marks) Q2. Analyse a typical portal frame using Strand7 (50 marks) Analyse the portal frame on Grid D for appropriate loading combinations for strength and serviceability considerations using Strand7. Display the frame with the boundary conditions first (5 marks). Then plot the bending moment (15 marks), shear force (10 marks) and axial force diagrams (10 marks) and, deflected shapes (10 marks) of the frame for each loading combination. Plot at least 2 diagrams (example, BMD, SFD] in 1 page without affecting the readability. No need to show the plots for individual loadings, say, DL (G). Present a table of the design loads and moments for RD1 and D1, to be designed in Questions 3 and 4. Q3. Roof Beam/Rafter design (50 Marks) Design a typical roof beam (RD 1) on Grid D for strength (40 marks) and serviceability (10 marks) requirements. Use One Steel 300 grade Universal Beam sections. Q4. Column design (50 Marks) Design a typical column D1 on Grid D for strength (40 marks) and serviceability (10 marks) requirements. Use One Steel 300 grade Universal Beam sections. Q5. Connection design (50 Marks) Design a bolted connection between the roof beam RD1 and column D1, shown in Fig. 1 below in circle (40 marks). It is a rigid bolted connection that would transfer the forces and BMs to columns. No haunch is provided at the joints. You can assume that there are end- plates welded to the rafter at both ends. Welding design is not required, assume that the welded connection is safe. Draw the connection detailing (10 marks).
F E D O B A 2X Fig. 2. Layout plan of the building, 1 4 2 + Y Y Y Y Y Building axis B N
RD1 15° N D1 X X Fig 1 Atypical portal frame of the building on Grid D. (Elevation) E
Table 1: Design Data Student ID X (rmn) Y (mn) Y(mn) Z (mm) number (last two digits) 11/21/41/61/81 5000 4500 6000 02/ 162/82 5000 4500 000 03/23/43/63/83 5000 15500 04/24/44/64/64 5000l 5500 05/25/45/65/85 6000 5000 06/26 46/66X96 6000 5000 07/2747/47/07 6000 5500 08/28/48/68/88 6000 5500 use this 7900 800 d 6000 7000 7500 8000 B (Degree) 30 60 130 45 60 70 45