THE PARK
Introduction
General Information
Status | Under construction (terrace floor) |
Type | Residential |
Location | Oshiwara, Andheri (W), Mumbai |
Coordinates | 19°08'10.9"N 72°49'55.8"E |
Construction started | March 2019 |
Completion | 2022 (expected) |
Opening | 2022 (expected) |
Architectural Height | 126.25 m (414.1 ft.) |
Top floor Height | 127.30 m (417.5 ft.) |
Owner / developer | DLH Ltd & Lotus Group |
Architect | North Constructions |
Structural Engineer | SACPL |
Main contractor | North Constructions |
Technical Details
Floor count | 42 (above ground) |
Floor area | ~1500 m2 |
Lift / elevators | 10 |
Design Team
Engineers | Technical Assistant's |
1.Sadaf Quadri | 1.Tanukh Momin |
2.Anup Biswas | 2.Balkrishna |
3.Sayyad Wajid ALi | |
Artist’s impression
Fig.- Road view
Fig.- Aerial view
Fig.-Typical structural view
Structural System
•Frame Tube System was adopted for this building.
•The floor plates are flat slab connecting to the central lobby / lift shafts.
•In this Frame Tube System, the perimeter of the building consists of closely spaced columns connected by deep spandrels / beams/braces.
•The system works quite efficiently as a hollow vertical cantilever.
•The entire lateral resistance is provided by closely spaced exterior columns and deep spandrel beams.
•The floor system, typically considered rigid in its own plane, distributes the lateral load to various elements according to their stiffness. Its contribution to lateral resistance in terms of out-of-plane stiffness is considered negligible.
•The lateral load-resisting system thus comprises four orthogonally oriented, rigidly jointed frame panels forming a tube in plan, as shown in Figure
•In our case, we have connected the RC frame with Steel bracings between two stories.
•These steel bracings were designed using high tensile strength structural steel with yield strength of 350MPa .
•The connections between RC walls and the steel braces was designed manually using excel spread sheet
Foundation System
•M/s. Geocon International Pvt. Ltd. has prepared the geotechnical investigation report for the project.
•Based on the recommendations, Isolated / combined / raft foundation for the building was provided at 7m to 9m depth on hard bedrock with net allowable bearing capacity of 150 T/m2.
•Non Tower Foundations installed on completely weathered rock was designed for a bearing capacity of 40 T/m2. The estimated settlement limit was maximum 12 mm and modulus of sub grade of 12500 T/m3 for Tower Foundations and 3300 T/m3 for Non-Tower Foundations.
Lateral load parameters
- Seismic zone = 3 (Z = 0.16)
- Importance factor = 1.2
- Response Reduction factor = 4
- Soil Type = 1
- Structural damping = 5%
- Time period = 0.075h0.75/√Av ≥ 0.09h/√d
- Orthogonality = 100/30 rule applicable
- Basic wind speed = 44 m/s
- Probability factor = 1
- Category = 4
- Topography factor = 1
Analysis
•Dynamic Analysis has been carried out using Response Spectrum Method.
•The effect of vertical acceleration is taken along with response spectrum cases.
•The 3D Frame analysis of the structure gives the results of various parameters to be checked for the stability and serviceability of the structure like drift, deflection, torsion effects, soft storey effects etc.
•All the columns and shear walls are non orthogonal to each other in the structures. So the orthogonality effect is also checked i.e. the 100-30% rule as per IS 1893
The fire resistance of the buildings has been derived from the NBC 2016. Based on the usage of structure, this has been classified as “Group A Residential buildings”. Taking as Type 2 construction in Fire zone 1, the structure is designed for 2 hours Fire rating
FIg. - Site image