Phoenix Aquila, Hyderabad

“Phoenix Aquila” is a commercial project situated adjoining Continental Hospital, Finance District, in Hyderabad, Telangana State. The conceptualization while planning was done to create an Iconic landmark in Finance District of Hyderabad with not only a unique aesthetical look but also with facility, services and flexibility of space utilization in the premises for the end user.

“Phoenix Aquila” is a commercial project comprising of 2 Blocks – Block ‘A’ & Block ‘B’. The total construction area for both the towers is approx. 26.90 Lakhs Sq. ft. The Block ‘A’ structure has 3 basements + Ground Floor + 7 MLCP Floors + 16 Typical Office floors. The building height from basement is 105.83m and the total construction area is approx. 18.10 Lakhs Sq. ft. The Block ‘B’ also has 3 Basements + Ground Floor + 16 Typical office floors. The building height from basement is 82.3 m and the total construction area is approx. 8.80 Lakhs Sq. ft.

The Structural framing system for the building consists the follows:

  • All columns are RCC columns up to mid basement Level.
  • The Tower columns above middle basement level are composite box columns with self-compacting concrete of grade M 60 / M 50 / M 40 filled in.
  • The lift walls & staircase walls are R.C.C
  • Staircase and lift core portion have RCC beams/slabs in M 45 / M 35.
  • Basement 1, Basement 2, Ground level, MLCP levels, floors are made up of structural steel using high grade (450 for Columns and Beams) structural steel beams with self-supported deck slabs.
  • All three basements have single level car parks and utility services.

Mahimtura Consultants Pvt. Ltd (MCPL) was appointed as a principal structural design consultant entrusted upon with structural consultancy for the complete structural designing of ‘Phoenix Aquila’. The scope of work includes structural analysis, concept and final design, preparation of tender documents for structural works, issue of construction drawings and site supervision as & when required.


A conventional slab beam system, though slightly economical compared to a building in steel, there would have been beam / drop panel projection visible in different zones, resulting in reduced clear floor height below the beams, thereby reducing the intrinsic value of the office space. A conventional construction system in RCC, would have taken enormous time to come out of huge basement. But there was substantial construction time saving. Further, this enabled installation of finishes and services in the basements simultaneously, as the superstructure was progressing upward, thereby saving enormous time & cost.

Shailesh R. Mahimtura, Managing Director, Mahimtura Consultants Pvt. Ltd.


Hiten R. Mahimtura, Director, Mahimtura Consultants Pvt. Ltd.


The Project comprises of 2 Towers – Block ‘A’ & Block ‘B’. Both the buildings exhibit completely different behavior. Block A contains a central core with a reasonably symmetrical layout. Block B has three cores distributed across the periphery of the building, depicting an asymmetrical layout. The Two Towers are linked with each other at all three basements and ground level. There exists a cantilever on the perimeters of both buildings spanning three and half meters each and to reduce heavy moments in the beam column connection, a truss was designed with a depth of full floor height.

In order to expedite the construction, “Hollow Filled Columns” (HFC’s) were introduced to reduce the total column shuttering required. The use of self-compacting concrete for the columns in order to overcome concrete segregation, since the height of the columns is 4.05 m. An international design methodology was implemented through a vendor to take advantage of the high-grade concrete infill in the columns. Through, this methodology the thickness of the fire-resistant coating was reduced which in turn lowered the total cost of fire protection. Concrete-pour windows at regular intervals was done in the columns to avoid segregation.

The slab has large spans of 11.30 X 11.30 mts and relatively large column-free spaces was attained despite such large spans. This simultaneously, maintained the head room by providing reasonably shallower beams taking advantage of:

  • Composite action
  • Thoughtful placement of the primary & secondary beams.

The software used for designing and detailing were ETABS, SAFE, RAM and AutoCAD
Structural Uniqueness

Composite Deck Slab System
Self-supporting deck slabs are proposed in basements, MLCP and Office Floors to reduce self-weight of the structure and to achieve speedy construction / faster slab cycle.

Provision to pass services through the Steel Beam
Necessary cutout for running electrical conduits & sprinkler piping system were planned within the web of the I section beams. Flexibility in Air Conditioning ducting routing was achieved by reducing the beam depth, using the composite action in design. As a result, AC ducts could pass underneath the beams & still succeed in achieving desired flexibility. Even after doing this, the head room was not compromised. With conventions slab beam construction system clear height in the office would have reduced hampering the aesthetic and low ceiling height.

Earthquake resistance and fire resistance requirements
The structural design is prepared by designing the RCC core walls (lift walls and staircase area) for earthquake resistance. The balance composite columns are designed only for gravity load path therefore their joint connections remain simple. The columns and beams are coated with cement based vermiculate / intumescent paint to achieve fire protections as per codal norms.

Provision of Sports Arena at Terrace Floor
The entire terrace floor was designed as sports arena acting like a feature for the occupants / end users as a facility. The extra live load, impact load & landscape load have been considered in the design of the terrace slab and tried to maintain similar sections I sections as per the typical floor even though the superimposed loads are heavy in order to achieve, the desired / targeted headroom without changing the floor height.

Large Span cantilever Canopies (Span of 7.5m) provided without tension rod
Large span cantilever canopy with span 7.5 m was designed without any column or any back-tie rods. This was achieved by taking the advantage of cantilever truss brackets around the periphery of the structure. The hanger columns were taken from these truss brackets and were utilized to reduce the cantilever canopy span.


Fact File

Developer: Phoenix Tech Zone Pvt Ltd
Architect: RSP
Structure Consultant: Mahimtura Consultants Pvt Ltd
Contractor for Main Civil works: Shapoorji Pallonji Construction Ltd.
Contractor for Structural Steel work: JSSL
Steel Tonnage: 10,500MT