Pos.: Single beam:to EN 1992-1-1:2004

a

l

qCentroid of Tension

reinforcement

Section properties:Span L = 2,80 mWidth b = 0,24 mDepth h = 0,58 mCentroid of tension reinforcement a = 0,02 mAssumed bar size ds1 = 0,025 mnom_c = 0,035 m

Materials and characteristic strengths:Concrete = SEL("concrete/EC"; Name; fck 50) = C30/37Steel = 500 Sfck = TAB("concrete/EC"; fck; Name=Concrete) = 30,00 N/mmfyk = TAB("reinf/Steel"; s; Name=Steel) = 500 MN/mfyd= fyk / 1,15 = 434,78 N/mmcc = 1,00

fcd =*fck cc

1,5= 20,00 N/mm

Partial safety factors:G = 1,35 Q = 1,50

Actions on span:

from dead load: b * h * 25 = 3,48 kN/mfrom nib: b * 1,35 * 25 = 8,10 kN/mfrom Pos. 201: 48,50 kN/m

max qg = 60,08 kN/m

live load from Pos1: 20,00 kN/mlive load from Pos2: 37,50 kN/m

max qq = 57,50 kN/m

Design values and analysis:

MG =*qg L

2

8= 58,88 kNm

MQ =*qq L

2

8= 56,35 kNm

MEd = G * MG + Q * MQ = 164,01 kNmd = h - nom_c - a - ds1 / 2 = 0,512 mzs1 = d - h / 2 = 0,22 mMEd,s = ABS(MEd) = 164,01 kNm

Ed,s =*MEd,s 10

-3

*b *d2

fcd= 0,130

= TAB("reinf/Ecmy"; ; =Ed,s) = 0,140

req_As=* *d *b *10

4fcd

fyd= 7,91 cm

Provide four 16 mm bars

Bar size ds = SEL("reinf/As"; ds; ) = 16 mmAs,sel = SEL("reinf/As"; Name; ds = ds; Asreq_As) = 4 16prov_As = TAB("reinf/As"; As; Name=As,sel) = 8,04 cm

req_As / prov_As = 0,98 < 1