CVE20003, Design of Concrete Structures
Project 1 – Analysis of a multistorey concrete building
A five story building is to be designed and constructed in Melbourne’s eastern suburbs. A preliminary assessment by the engineer has nominated that a concrete framed building would be most suitable. The engineer has nominated the geometry of the structure as per figures 1-4 below. It is proposed that each floor be comprised of a suspended beam and slab system consisting of reinforced concrete (RC) beams (1200mm wide x 600mm deep along grid C and 1200mm wide x 450mm deep along grids 1 & 2) spanning between 550mm x 550mm RC columns. The beams will be supporting a one way spanning RC slab. It is proposed that a 180 mm thick RC slab is required to span between the beams (refer figure 1).
The beams and columns will be rigidly connected using steel reinforcement and should be designed as a moment resisting frame to resist the horizontal forces which will be imposed on the structure due to wind actions (Wu) in the east-west direction (parallel with grid lines 1-3). The wind loads will be applied to the external faces of 250mm thick precast concrete shear walls in the easterly direction as shown in figures 1 and 2. The precast concrete 250mm thick shear walls will be design to take the horizontal loads from wind actions in the north-south directions. As a result, the beams, slabs and columns are not required to be designed for horizontal loads in the north-south directions (parallel to grid lines A-D). The 250mm thick shear wall will be connected to the concrete beams and slabs using steel dowel bars at each level (refer detail A). There is a 100mm gap between the walls and the face of the edge columns, therefore the columns will only experience horizontal loads from the beams connected to them and the walls will not transfer loads to the columns directly along their height. The walls will not support the beams or slabs vertically and it can be assumed that all the vertical loads will be transferred from the beams to the columns. However, the walls are capable of supporting their own self-weight since they are tied into footings at the base and can be assumed to have no out of plane flexural stiffness to resist horizontal loading in the out of plane east-west direction. I.e the wall can only transfer horizontal wind loads in the east-west direction to the beams at each level and do not contribute to providing any resistance the horizontal loads in the east-west direction. The columns are fully fixed into footings at their base and footing to column connection can be assumed as rigid for design purposes.
Each level is to be designed for retail loads (shopping areas, classification D in AS1170.1 table 3.1) using respective dead and live loads extracted from AS1170.1. The superimposed dead load including finishes is to be taken as 1.0 kPa and the live load should be extracted from the AS1170.1 table 3.1. A wind loading analysis conducted by the engineer has determined that a constant positive wind pressure (Wu) of 1.5 kPa is to be applied to the western wall of the building in the easterly direction. The wind pressure is to be applied uniformly to the entire area of the western wall as a pressure loading. This results in a series of horizontal point loads applied to beams at each level.
Figure 1 – Structural floor plan
Figure 4 – Beam to wall details
Prior to the design of the structural members, an analysis is required to determine the critical design actions such as bending moments, shear forces and axial forces in all members of the frame.
The self weight of the RC floor system should be considered in addidtion to dead and live loads derived from AS1170.1 at each floor. The gravity loads should include self weight of the beams, slabs and columns.
As the cadet engineer on the project, you are requried to perform the following tasks:
Using the unfactored design actions determined in steps 1 to 3, determine the factored design actions applied to the frames on grids 1, 2 and the typical slab panel along grid C. [5 marks]
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