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RECTANGULAR CONCRETE SECTION - BS EN 1992-1-1:2004

BENDING SHEAR

LOAD LOAD

MEd[kNm] = 102 VEd[kN] = 106

SECTION CONCRETE STEEL (shear)

h [mm] = 450 acc = 1 fyk[N/mm2] = 500

b [mm] = 300 fcd

[N/mm2] = 19 gs= 1.15

d [mm] = 420 c [mm] = 30 fywd[N/mm2] = 435

d2[mm] = 58

k = 1.690

CONCRETE STEEL (bending) r = 0.005

fck[N/mm2] = 28 fyk[N/mm2] = 500 VRd,c[kN] = 61 design shear resistance = MAX

gc = 1.5 gs = 1.15

acc = 0.85 fyd[N/mm2] = 435

fcd[N/mm2] = 16

fctm[N/mm2] = 2.8 VRd,c < Ved => Shear reinforcement required

REINFORCEMENT DESIGN REINFORCEMENT DESIGN

K = 0.069 vEd[N/mm2] = 0.935 design shear stress

d = 0.85 redistribution ratio vRd,max[N/mm2] = 3.232 for strut at cotq=2.5

K' = 0.170 vRd,max[N/mm2] = 4.476 for strut at cotq=1

Compression reinforcement ? Concrete strut control

K < K' => NO vEd < vRd,max (cotq=2.5)

z [mm] = 393 lever arm q[deg] = 21.8 angle of strut

x [mm] = 68.218 position of neutral axis sl,max[mm] = 315 maximum spacing

fsc[kN/mm2] = 0 s [mm] = 250 effective spacing

n 2 number of legs

rmin = min. imposed reinf. ratio rmin = 0.0008 min. shear reinforcement ratio

As2 min[mm2] = 0 As2 max[mm2] = 0 Asw,min[mm2] = 31.749 min. shear reinforcement area

As min[mm2] = 181 As max[mm2] = 5400

As2[mm2] = 0 compression reinforcement

As[mm2] = 597 tension reinforcement Asw[mm2] = 32 shear reinforcement (1 bar)

7/21/2019 Rebar Calculation 2

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Rebar calculation