528x
001027
2024-02-28

VE 1027 | Capacity Design for Beam According to DIN EN 1998-1

In this verification example, the capacity design values of shear forces on beams are calculated in accordance with EN 1998-1, 5.4.2.2 and 5.5.2.1 as well as the capacity design values of columns in flexure in accordance with 5.2.3.3(2). The system consists of a two span reinforced concrete beam with a span length of 5.50m. The beam is part of a frame system. The results obtained are compared with those in [1].


Material Concrete C20/25 Modulus of Elasticity E 30000 N/mm2
Design value of concrete compressive strength fcd 11.333 N/mm2
Reinforcing Steel B400S(C) Modulus of Elasticity Es 200000.000 N/mm2
Design yield strength fyd 347.826 N/mm2
Geometry Structure Beams length lb 5.500 m
Columns length lc 4.000 m
Beams cross-section Height h 550 mm
Width b 300 mm
Concrete cover cnom 20 mm
Columns cross-section Height h 500 mm
Width b 300 mm
Concrete cover cnom 22 mm
Loads Permanant loads Dead Load LC1 10.875 kN/m
Dead Load LC1 571.900 kN
Dead Load LC1 158.650 kN
Imposed loads Live Load LC2 20.000 kN/m
Dynamic loads Modal LC3
Response Spectrum LC4

RFEM Settings

  • the ductility class of the model is set to high ductility (DCH)

Results

  1. Capacity Rule for Shear - Capacity design values of shear forces on beams acc. to EN 1998-1, 5.4.2.2 and EN 1998-1, 5.5.2.1

    The design check capacity rule for shear is carried out for member 11 at the face of the supports A (x=0,0 m) and B (x=5,1 m).
    Capacity Rule for Shear- Capacity design values of shear forces on beams acc. to EN 1998-1, 5.4.2.2 and EN 1998-1, 5.5.2.1
    Parameter Description Unit RFEM Reference Solution Ratio
    M-Rd,1,y Negative (hogging) moment resistance at member start [kNm] 119.914 118.700 1.01
    M+Rd,1,y Positive (sagging) moment resistance at member start [kNm] 86.529 85.800 1.01
    M-Rd,2,y Negative (hogging) moment resistance at member end [kNm] 120.247 118.700 1.01
    M+Rd,2,y Positive (sagging) moment resistance at member end [kNm] 170.848 168.800 1.01
    lcl Clear span of beam [m] 5.100 5.100 1.00
    VA,g+ψ2q,max Shear force due to quasi-permanent loads for simply supported beam in the face of the support A [kN] 53.550 53.550 1.00
    V-A,Ed,max,z Shear force corresponding to maximum negative end moment in z-direction [kN] -14.878 -14.100 1.06*)
    V+A,Ed,max,z Shear force corresponding to maximum positive end moment in z-direction [kN] 102.213 101.670 1.01
    ζ1,max Ratio of design shear forces V-Ed,max / V+Ed,max [-] -0.146 -0.139 1.05
    VB,g+ψ2q,max Shear force due to quasi-permanent loads for simply supported beam in the face of the support B [kN] 53.550 53.550 1.00
    V-B,Ed,min,z Shear force corresponding to minimum negative end moment in z-direction [kN] -121.978 -121.200 1.01
    V+B,Ed,min,z Shear force corresponding to minimum positive end moment in z-direction [kN] -4.887 -5.430 0,90*)
    ζ2,min Ratio of design shear forces V+Ed,min / V-Ed,min [-] -0.040 -0.045 0.90

*) The absolut difference between those results is less then 1 kN.

  1. Capacity Rule for Bending - Capacity design of columns in flexure acc. to EN 1998-1, 5.2.3.3(2)

    The design check capacity rule for bending is carried out at the face of the supports at member start of column 5.
    Capacity Rule for Bending - Capacity design of columns in flexure acc. to EN 1998-1, 5.2.3.3(2)
    Parameter Description Unit RFEM Reference Solution Ratio
    M+Rd,c,1,y,5 Positive moment resistance of column 5 [kNm] -294.602 -281.000 1.05
    M+Rd,c,1,y,2 Positive moment resistance of column 2 [kNm] -300.046 -295.000 1.02
    ΣM+Rd,c,1,y Sum of moment resistances of columns at node 1 (start node) of column 5 [kNm] -594.648 -576.000 1.03
    M-Rd,b,1,y,11 Negative moment resistance of beam member 11 (left side) of node [kNm] -170.848 -168.800 1.01
    M-Rd,b,1,y,12 Negative moment resistance of beam member 12 (right side) of node [kNm] -120.866 -118.700 1.02
    ΣM-Rd,b,y Sum of moment resistances of beams at node B [kNm] -291.714 -287.500 1.01
    η+y Design check ratio of positive capacity moments [-] 0.638 0.649 0.98

References
  1. Mekouris, Constantine; Butenweg, Christoph, Concrete Yearbook 2008. Chapter V: Earthquake-resistant design of structures according to DIN 4149:2005 Berlin: Ernst & Sohn 2008


;