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倀爀椀洀愀爀礀 戀攀愀洀

匀攀挀漀渀搀愀爀礀 戀攀愀洀 刀䌀 挀漀爀攀

吀眀椀猀琀攀搀 挀漀氀甀洀渀

Prof. MARIA GRAZIA FOLLI Prof. CORRADO PECCORA

Prof. LAVINIA CHIARA TAGLIABUE Prof. FRANCESCO ROMANO Prof. GIOVANNI DOTELLI

ARCHITECTURAL DESIGN FOR COMPLEX CONSTRUCTION STUDIO 2019

ARCHITECTURAL DESIGN STRUCTURAL DESIGN

TECHNOLOGY AND DESIGN IN BIM ENVIRONMENT BUILDING SERVICES DESIGN

INNOVATIVE MATERIALS FOR ARCHITECTURE

STUDENTS

ELIZABETH GANEVICH 893072

HEMBI INNOCENT HEMBI 894572 22

Units Quantity Factors Factored Load

Span (L) m 8

Load Imposed by slab kN/m2 5.3 7.89

Tributary area of beam m2 25

Load transferred from slab to beam kN 132.5 197.25

kN/m 16.5625 24.65625

Number of tertiary beams 7

Total dead weight of tertiary beams kN/m 1.26 1.638

self weight of secondary beams kN/m 0.5 1.3 0.65

Total load carried by secondary beams kN/m 18.3225 26.94425

Young Modulus N/mm2 210000

Deflection checking m

I mm4 116333333 IPE 330 mm4 117700000 Collapse checking

Med Nmm 215554000 Mrd IPE 330 Nmm 210650000 Mrd IPE 360 Nmm 266880952.4 OK Shear force checking

Ved N 107777

Vrd IPE 360 N 531354.6977 OK

Secondary beams Length m Load kN Factors

Factored Load kN

1 5 91.6125 134.72125

2 8 146.58 215.554

3 10 183.225 269.4425

Secondary beams

5/384 (qL4/EI)<L/200

Units Quantity Factors Factored

Span (L) m 8

Load transferred from secondary beams KN/m 18.3225 26.94425 Load transferred from secondary beams KN 421.4175 619.71775 Load applied to primary beam KN/m 52.6771875 77.46471875

Self weight of primary beam KN/m 1 1.3 1.3

Load carried by primary beam KN/m 53.6771875 78.76471875

Deflection checking m

I mm4 340937326.4 IPE 500 mm4 482000000 Colapse checking Med < Mrd

Med Nmm 630080000 Mrd IPE 500 Nmm 574619047 Mrd HEA 400 Nmm 670950000 OK Shear force checking Ved < Vrd

Ved N 315040

Vrd HEA 400 N 866860 OK

https://www.eurocodeapplied.com/design/en1993/ipe-hea-heb-hem-design-properties Primary Beam

5/384 (qL4/EI)<L/200

Unit Quantity Factors Factored

Load from primary beams kN 175.3

Dead weight of column (0.5m x 0.5m) kN 31.25

Axial load on column kN 206.55

Total axial load (25 floors) Ned kN 5163.75

N 5163750

Height of the column m 5

mm 5000

Characteristic strength of concrete N/mm2 30 1.6 18.75 Characteristic strength of steel N/mm2 375 1.15 326.0869565 Designed cross section of the column A mm2 250000

Cross section area of steel As = 0.008A mm2 0.008 2000 Number of rebars

As mm2 2032

Ac mm2 247968

Resistance axial load of the section Nrd N 5312008.696 Ned < Nrd

Reinforced concrete column in the shear wall

8 diameter 18 Primary beam diagrams

RC Column 50 cm x 50 cm Bracing of the structure Secondary beam diagrams

Primary beam Secondary beam

STRUCTURAL CALCULATIONS

1.Twisting columns to create the architectural language

2. Design of the core to sustain

the twist 3. Design of floors following the twist

and creation of the atrium to amplify the twist

Riferimenti

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