Kolkata Underground Car Park – Perfect Example of Using Sheet Piles as a Permanent Structure and With Top Down Construction Methodology

The two-level underground structure will feature a shopping mall and a carpark
Kolkata, formerly known as Calcutta, is India's fourth largest city, a famous historic landmark, and the capital of West Bengal state. A period of economic stagnation followed the country's independence decades ago but has been replaced by a boom engendering rapid growth in all domains, including road traffic. The population of the eastern Indian mega-city currently exceeds 15 million.


Part of the city's expansion included a new underground shopping mall with integral car park, to be built in the middle of dense urban development. It consists of a shopping mall at level-1 and the country's first car park equipped with an automated parking system at level-2. It is located right next to the red-brick New Market heritage structure on Lindsey Street, famous for its fabulous clock tower. The two 4,000m² underground levels were built with the top-down method. The basement was surrounded with a sheet pile wall, these prefabricated interlocking elements being the fastest and most economical construction alternative for the underground structure. The shopping mall was officially inaugurated after a construction time of four years. The car park has since then attracted a lot of attention due to its efficient storage system featuring fully computerised pallets moving up to 280 cars to their designated parking slots. The construction of the shopping mall and car park was launched with a soil investigation carried out by local companies Geotest and Drillers & Engineers. Special attention had to be paid to the groundwater levels that regularly rise from their habitual elevation of 1.5 m below ground level to El. 0.0 m or higher during the monsoon season.

ArcelorMittal's technical department submitted a preliminary sheet pile wall design to the owner. The sheet piles act purely as a retaining wall. The vertical loads of the concrete upper deck are carried by a separate foundation system. As the structure was built with the top-down method, the concrete decks at El. -0.3 m and El. -4.3 m and the bottom slab at El. -7.3 m act as struts transmitting the horizontal reactions of the retaining wall. The prime advantage of the top-down system, namely quick covering up of the construction area, was important as the square above the construction was soon to be reopened to the public.

The preliminary design was carried out in accordance with EC 3 theories : comparison of existing and maximum allowable steel stress as the main criteria for choosing the sheet pile sections. Partial safety factors were not considered however, and the result of the design was judged against a minimal global safety factor of 1.50. The influence of water pressure due to seepage under the sheet pile wall was taken into account by setting up water pressure diagrams determined with hydraulic gradients. The steel stress verification was done for the following four construction phases as well as for the final stage considering a loss of steel thickness due to corrosion after a lifetime of 50 years.

• Phase 1: Excavation & dewatering to El. -4.80 m, upper strut at El. -0.30 m
• Phase 2: Excavation & dewatering to El. -7.80 m, strut at El. -4.30 m, water level at El. -1.50 m
• Phase 3: as per phase 2, water level at El. 0.0 m (monsoon season)
• Phase 4: Final stage, bottom strut at El. –7.30 m, maximal water level under hydrostatic conditions.

The highest bending moment (465 kNm/m) and deflections (63 mm) occur during phase 4. The technical department proposed an 18 m long AZ 26 sheet pile in steel grade S 355 GP as a suitable profile. The steel stress verification of the AZ 26 characterised by a section modulus of 2,600 cm³/m showed an existing stress of 179 N/mm². The allowable stress amounts to 355 N/mm², resulting in a safety factor of 2.0. The verification after an assumed lifetime of 50 years is based on the loss of steel thickness due to corrosion given by tables in EC 3. As the inner side of the basement structure is coated, loss of thickness had to be considered only on the outer side. A loss of 1.75 mm was determined assuming the presence of aggressive natural soil. The recalculated reduced section modulus of the AZ 26 sheet pile due to corrosion was 2.300 cm³/m. The safety factor following a half-century's exposure to aggressive natural soil thus amounts to 1.76.

The owner of the project eventually opted for AZ 26 sheet piles in 6 and 12 m lengths to allow shipment in containers. The piles were spliced on the job site. Some 1,110 tons of 18-m-long AZ 26 single piles in steel grade S 355 GP were installed. C 9, C 14 and Omega 18 connectors were used to join the piles at the corners of the wall. The AZ 26s were driven with a resonance-free vibratory hammer suspended from a crawler crane. They form a 167-m-long parallelogram with a width of 15 to 27 m and a perimeter of about 376 m. The vertical loads of the superstructure are carried by 500-mm-diameter concrete columns.


The side of the AZ piles facing the shopping mall and car park was coated for aesthetic reasons. Kolkata's first fully automatic car park was made watertight by seal-welding the Larssen interlocks of the AZ 26 sheet piles. A fire analysis showed that fire protection could be assured by an ordinary sprinkler system.