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