Design model: Conex LTD, Gorodetsky’ design bureau
41-storey multifunctional complex. The hotel of the world brend ‘Courtyard Marriott’ for 150 accomodations will be located from the 1st up to the 6th storey of this complex. Apartments of premium class will be located at other storeys. There are 1038 apartments in the complex, underground parking, open-air and indoor swimming pools, fitness centre, hotel Marriott, casino, restaurants, etc.
Load-bearing capacity of the framework of high-rise building Alliance Palace in Batumi is verified in design and ultimate earthquake loads. The framework of building is considered as the structural system ‘soil – foundation – overground structure’.
Compliance of base slab on pile foundation is considered in static and dynamic analysis of 3D model of framework in vertical and horizontal design loads.
Design model of 3D framework Alliance Palace in Batumi is generated in LIRA-SAPR 2015 software with account of bearing capacity of the base slab on pile foundation and monolitic framework.
For the base slab of thickness 2.0m with pile foundation in case of pile diameter 120cm and pile length 40m, bearing capacity of soil of variable depth is considered. Bearing capacity of piles is taken according to results of field tests conducted by executor at the construction site.
Analysis is carried out by FEM in total dead, live, short-term, wind and earthquake loads in LIRA-SAPR program. Safety factor is taken as equal to 1.25 (structure of class CC3 according to building code DBN B.2.2.24-2009, DBN B.1.2-14-2009).
According to Eurocode 8, earthquake loads are divided into: design-base earthquake (DE) and max design earthquake (MDE). Earthquake loads that correspond to design-base earthquake (DE), for the structure Alliance Palace are taken with seismicity of 7 units of magnitude for soil of III category. Spectral methods of decomposition of earthquake loads by mode shapes and direct integration in time by accelerograms are used.
Earthquake loads that correspond to max design earthquake (MDE) are obtained during solving direct dynamic problem in time by accelerograms. Class of responsibility for the object is taken as CC3. The framework is checked for progressive collapse.
Ultimate wind loads are taken according to SNIP 2.01.07-85*, (SP 20.13330.2011) for wind region IV, type of construction site A (open coastline of sea) in max wind pressure 48kgf/m2 and aerodynamical coefficient 1.4 and dynamic factor 1.2.
According to the reference document ‘Building climatology პნ 01.05-08’, for the site of construction of the Alliance Palace in Batumi, the max wind speed possible every 5, 10, 15, 20 years is: 24m/sec, 26m/sec, 27m/sec, 28m/sec, respectively. The value of max wind speed possible once in 50 years U50 = 30m/sec is obtained by extrapolation.
Dynamic nonuniform wind pulsation loads are taken according to DBN B.2.2-24: 2009 with account of computed dynamic pulsation component. Computation is made for nonuniform wind pressure 27-52kgf/m2, load factor for the service value of wind pressure 0.21 and by results of numerical simulation of airflow in Autodesk Inventor Professional.
In the case of invariant analyses, the seismicity of construction site is taken as 7 and 8 units of magnitude for the II and III categories of soil respectively.
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