Construction of World’s Largest Narendra Modi Cricket Stadium at Motera, Ahmedabad
A natatorium, a football stadium, a field hockey stadium, tennis stadium, indoor sports halls, skating areas and the World’s largest cricket stadium is a part of Sardar Vallabhai Sports Enclave. The Sports Enclave, currently under construction, is proposed to be the largest of its kind in India. Situated on the banks of Sabarmati River, the Sports Enclave spreads over 220 acres. After its inauguration on the 24th February, 2021. The Narendra Modi Stadium’s seating capacity of 1,32,000 surpassed capacity of the then largest stadium, Australia’s Melbourne Cricket Ground with the capacity of 90,000 spectators. The current largest stadium was formerly known as Motera Stadium, and was later named after the Indian Prime Minister, Narendra Modi, who is said to have conceptualized the stadium during his time as the Chief Minister of Gujarat. The structural elements and constructions of the stadium are unique and this article intends to discuss the same further.
- Structural Elements
- Seating Levels: The stadium has two levels of seating that are lower bowl and upper bowl. The upper bowl has Y-shaped columns situated on the circumference of the grids named G and H. These columns are named GY and HY, and primary radial beams are connected to these columns.
- Primary Radial Beams are connected to the GY and HY columns along with that lateral support was derived by circumferential beams through column-beam joints. The structural material used was steel for strength and support. These beams were shipped on trailers and were placed using bespoke spreader shafts. The beams are held in position by the crane while the concrete is filled for support at the bottoms.
- The structural steel roof adds up to the aesthetic and the utility. The outer compression and inner tension rings are radial cables joint through the radial cables. Rings hold up a stretched membrane made up of a woven fiberglass with a polytetrafluoroethylene coating.
- Access to the upper bowl is provided using the vomitory staircases for the audience. Aesthetically pleasing look is created by cantilevering the staircase steps from the HY column. But the design for the staircase was complicated as it was constructed using precast concrete elements and structural steel. Moreover, the cantilevered steel beams were provided to support the precast concrete slab for the staircase landing.
One of the major structural elements of the stadium are the columns which support all the other structural components. The forces on the columns were determined using finite element analysis and the components included in this were Y-shaped and V-shaped columns, primary and secondary radial beams, circumferential beams at the lower-bowl level, upper-bowl level, and podium level.
Columns were subjected to major forces during the erection; thus, here is the analysis of the column during the construction phase to understand the construction features.
The construction phase started with the transportation stage and the HY columns were transported using the self-propelled trailers from the storage yard to the area of construction. These self-propelled trailers had an inbuilt system of hydraulic lifts which was utilized to prevent differential movements at the base of the trailer as the construction site was not uniform. Then there was a check of the strength and serviceability criteria for the differential movement and the finite element analysis incorporated these conditions.
The next stage was the lifting stage where the HY columns were cast on the precast concrete bed. Once the columns achieved sufficient strength, they were transferred to the storage yard. Predefined points were selected on the HY column for lifting using finite element analysis which helped in the minimal stress on the columns.
The Erection stage was the third stage which is the most critical stage for any structural element. The HY column was pivoted from horizontal to vertical position using a bespoke C-shaped clamp which was fixed above the focal point of the precast segment. This was to pivot effectively with minimal push and direction.
The last stage was the post-erection stage after shifting the column to the vertical position. Column was placed on the foundation elements and connection between the column and the foundation was made using corrugated sleeves. A temporary steel truss tie was connected to the column in the lateral and circumferential directions after the connection and this steel truss tie was provided at the intermediate level between the nearby HY columns. This was to support a 35 m long cantilever projected from the foundation as an HY column. These temporary steel truss ties were removed after the primary and secondary radial beams were connected to the HY columns completing the portal frame action.
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