4.
17
Project XXX structural and civil engineers 8 0 My02 My01 Mz02 Mz01 LOAD AXIAL
TOP MOMENTS
BTM
(kNm)
MOMENTS (kNm)
Client XXX Made by Date Page 10 8 0 0 0 0 N (kN) m0y m0z m0y m0z
Location XXX - 29-Jun-18 1 12 10 0 0 0 0 1 Moments m0 at top and
WALKING COLUM DETAILED DESIGN bottom of column (from
Checked Revision Job No 16 12 0 0 0 0 2 analysis) are combined to find
m0e. The moment due to
- - - 20 16 0 0 0 0 3
imperfections (e1N) and the
25 20 0 0 0 0 4
second order moment (M2)
MATERIALS Concrete LOADING OF THE UPPER COLUMN 32 25 0 0 0 0 5 are then added to obtain MEd
fcu 40.00 N/mm² γc 1.50 Dead 200.00 KN 40 32 6 In the table below.
fsk 500.00 N/mm² γs 1.15 Imposed 100.00 KN
DESIG Y AXIS Z AXIS CriticalBiaxial Check
COLUMNS GEOMETRY MOMEMEd y MRd y MEd z MRd z axis Equation (5.39)REBAR Fire
Colum, bc,a 250.00 mm 1 #REF! #REF! #REF! #REF! #REF! #REF! ### ###
Colum, dc,a 250.00 mm 2 N=0
Colum, bc,b 250.00 mm 3 N=0
Colum, dc,b 250.00 mm 4 N=0
5 N=0
6 N=0
WALK GEOMETRY VERTICAL LOADING
Walk width, bw 250.00 mm Beam, dd,calc 375.00 mm SLS 300.00 KN
Walk length, lw 2.00 m Beam, dd,ef 375.00 mm ULS 440.00 KN
Heigth, h 3.00 m
Angle, J1 56 deg
LOAD IN RAKED COLUMN LATERAL LOAD TO DIAPHRAGM - TIE
Dead, DLranked 240.37 KN DLtie 133.33 KN SLStie 200.00 KN
Imposed, LLranked 120.19 KN LLtie 66.67 KN ULStie 293.33 KN
ULSranked 528.81 KN
COMPRESSION STRUT CA
GEOMETRIC VALUES CONCRETE CAPACITY REINFORCEMENT REQUIRED
Angle, J2 56.31 deg Fc 1872.11 KN As,req -3089.59 mm2
Angle, J3 67.38 deg d 20.00 n 6
Strut width, bs 416.03 mm As,prov 1884.96 mm2 O.K
TENSION TIE CAPACITY
REINFORCEMENT REQUIRED
As,req 674.67 mm2
d 20.00 n 6
As,prov 1884.96 mm2 O.K
Project XXX structural and civil engineers
Client XXX Made by Date Page
Location XXX - 29-Jun-18 2
WALKING COLUM DETAILED DESIGN Checked Revision Job No
- - -
VERTICAL SHEAR CHECK
GEOMETRIC VALUES SHEAR STRESS DESIGN CONCRETE CAPACITY
l' 1875.00 mm v 0.52 N/mm² v1 5.06 N/mm² O.K
h' 3375.00 mm v2 5.00 N/mm² O.K
Angle, J 60.95 deg > 30?
O.K
REINFORCEMENT REQUIRED
CRS, srebars 200.00 mm
nrebars 13.13 mm2
d 16.00
As,prov 2638.94 mm2 0.331 < 3? O.K
DESIGN CONCRETE SHEAR STRESS
vc 0.44 N/mm² 1
0.22 MPa < 0.52 MPa < 0.84 MPa 1.17
CRS, legs 200.00 mm 1.8
As,req 46.00 mm2
d mm
16.00 nlegs 2
As,prov 402.12 mm2 O.K
HORIZONTAL SHEAR CH
GEOMETRIC VALUES SHEAR STRESS DESIGN CONCRETE CAPACITY
l' 2125.00 mm v 0.55 N/mm² v1 5.06 N/mm² O.K
h' 3000.00 mm v2 5.00 N/mm² O.K
Angle, J 35.31 deg > 30?
O.K
REINFORCEMENT REQUIRED
CRS, srebars 200.00 mm
nrebars 10.03 mm2
d 16.00
As,prov 2015.65 mm2 0.759 < 3? O.K
DESIGN CONCRETE SHEAR STRESS
vc 0.40 N/mm² 1
0.20 MPa < 0.55 MPa < 0.80 MPa 1.17
CRS, legs 200.00 mm 0.7083
As,req 46.00 mm2
d mm
16.00 nlegs 2
As,prov 402.12 mm2 O.K
Project XXX structural and civil engineers
Client XXX Made by Date Page
Location XXX - 29-Jun-18 3
WALKING COLUM DETAILED DESIGN Checked Revision Job No
- - -
REINFORCEMENT SUMM
RAKED COMPRESSION STRUT REINFORCEMENT TENSION TIE REINFORCEMENT
nrebars 6 nrebars 6
drebars 20 mm split half per face drebars 20 mm total per beam
HORIZONTAL WALL REINFORCEMENT VERTICAL WALL REINFORCEMENT
CRS, srebars 200 CRS, s rebars 200
drebars 16 mm drebars 16 mm
nlegs 2 nlegs 2
