CVE30002-Design of Multi-Story Steel Framed Buildings – Engineering Assignment Help

Task

Description of Case Study Building:

A 6-story carpark is to be designed and constructed in Melbourne’s eastern suburbs. A preliminary assessment by the engineer has nominated that a steel framed structure would be most suitable. The engineer has nominated the geometry of the steel framed structure as per Figures 1 to 3 below. The building will be 18.9m × 18.9m in plan and 25m high. Due to the requirement by the architect on the absence of diagonal bracing, all the beam to column connections are required to be fixed and the building is to be designed as a moment resisting frame. The columns at the base of the building are connected into rigid footings sitting on basalt rock. Hence, it can be assumed that the columns are fixed at the base.

The structural floor plan consists of primary beams spanning in the east-west and north-south directions in between the columns. Secondary beams span between the primary beams in the north-south directions, only. The secondary beams will be connected to the primary beams at the ends using shear tabs attached to the webs of the beam, only. Hence, it can be assumed that the secondary beams are simply-supported and pinned at the ends.

Both the primary beams and secondary beams are supporting a 120mm thick reinforced-concrete slab at each level. Each level is to be designed as a carpark using respective dead and live loads. A wind loading analysis conducted by the engineer has determined that a constant positive wind pressure to be applied to the western and southern facades of the building as a result of westerly and southerly winds, respectively. The wind pressure is to be applied uniformly to the entire area of the western and southern facades (an area of 18.9m × 25m for each façade, respectively). The façade is connected to the structure at each level at locations A, D, G for the western façade and A, B, C for the southern façade. This results in a series of point loads applied to the north-south and east-west frames in the locations depicted in Figures 2 and 3. No wind loads are required to be applied to the northern and eastern facades. 

Required Design Tasks:

The structural analysis has been conducted by an engineer using SpaceGass. Refer to the attched zip file that contains the analysis results including the nominated sections as well as internal force diagrams for the secondary beams and the primary beams and columns in frames D-E-F and B-EH. Using the steel structures standard, AS4100, complete the following tasks.

1. The secondary beams are to be connected to the primary beams using a shear tab connection of typical forms shown in Figure 5, where the shear tab is welded to the web of the primary beam. Design all elements of the shear tab connection (bolt, shear tab and shear tab welds) based on the design actions obtained from Ed1 = [1.2G, 1.5Q]. The connection is assumed to provide the transfer of shear forces only, i.e. the bending moment at the connection is zero. However, note that the eccentricity in the line of bolts will have an effect on the shear tab welds. Also, note that two M20 bolts are to be used, welds are to be fillet welds and standard spacing requirements maybe consdiered to establish the rectangular dimensions of the shear tab. Perform a check on the design shear capacity of the shear tab, as well.

2. Primary beams are connected to columns using extended end-plate bolted connections capable of moment resistance and are of the typical form shown in Figure 6. You are, therefore, required to design the bolt and weld group of such connections at the first floor where:

• Primary beam D-E connects into the column at E
• Primary beam E-F connects into the column at F

The bolt and weld group of the connections mentioned above should be designed to resist the combined effects from axial, moment and shear actions present at those locations. 

3. The columns are connected to the footings using a bolted end-plate moment-resisting connection as shown in Figure 7. You are, therefore, required to design the bolt and weld group of the connection at column location E. The bolt and weld group of this connection should be designed to resist the combined effects from axial, moment and shear actions present at the location. If you find that the current configuration is not suitable, you would need to propose a new configuration and check for all the design details.

4. Produce a set of shop drawings depicting your solution. Clearly include dimensions, member designations, bolt and weld types, connection details, plans, elevations and sections. It is recommanded to use CAD or other available computer software packages for this purpose. Avoid drawing by hand.

5. Produce a design report with all design tasks completed and neatly presented on computation sheets (non-Swinburne University computation sheets are acceptable). The first page of your report must consist of the standard assessment cover sheet provided by Swinburne and should be marked A. The second page is the title page which should be marked B and should contain the project title and the name of the student responsible for the submission. The third page marked C should be the table of contents for the submitted report. The pages following the table of contents should be numbered consecutively, in the format, current page number/total pages in the report (eg.: for a report of total 60 pages, the fourth page after the table of contents should be indicated as 4/60 and so on).

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