Database

0031-D-DBV-AK Software-Prestressed concrete trusses with immediate bond in accordance with DIN EN 1992-1-1 with NA

An example by the working group DBV-Arbeitskreis Software für Baustatik

The example was created by

Bert Ziems, Dr.-Ing. Roland Sauer, Ria Tautz, Dr. Walter Pauli

and published on 30.07.2021 on

published. You can find it at https://evadat.com/en/bsp/0031/.

It was qualified on 13.11.2023.

20210707_Screenshot 2021-07-07 134743.png
Developed by Bert Ziems, Dr.-Ing. Roland Sauer, Ria Tautz, Dr. Walter Pauli
Published on: 30.07.2021 | Qualified on: 13.11.2023
DE EN
D0Classification
  • ClassD · Standards-based verification example
  • Structural system typeBar structure - beam
  • MechanicsStatics
  • MaterialConcrete/reinforced concrete/prestressed concrete
  • Verification formatDetermination of internal forces, Ultimate limit state verification
  • StandardDIN EN 1992
D1Problem description
This section was machine-translated by DeepL.

D1.1Task description

For a roof truss prestressed by a tension membrane, all necessary verifications in accordance with DIN EN 1992-1-1/NA:2015-12 must be carried out for the permanent/temporary design situation in the GZT, with the exception of the stability verification.

The stability analysis for this truss is given in Example covered. The evidence in the GZG is illustrated in a further example.

D1.2Theoretical foundations

It is manufactured using the prestressed bed method (prestressing with immediate bonding). It is used in general building construction, primarily under static loads.

D1.3System

The symmetrical gable-roof truss, with a total length of 30.3 m, forms part of a closed hall; the neighbouring trusses have a centre-to-centre distance of 5.5 m.

System lengths

Storage/Use

Assembly

Span

30.00 m

22.80 m

Overhang on the left

0.15 m (a1/2 + a3)

3.75 m

Overhang on the right

0.15 m (a1/2 + a3)

3.75 m

image.png
Support.png

The support width is a1 = 15 cm; the distance from the edge of the support to the end of the beam is a3 = 7.5 cm. This is a direct support.

D1.4Cross-section

Cross-section.png

D1.5Material

Concrete

  • C50/60 Class R cement

Reinforcing steel

  • B 500B Longitudinal and stirrup reinforcement

Tension steel

  • St 1570/1770 7-wire strand, prestressing steel with very low relaxation in accordance with approval Z-12.3-4

  • Heat treatment in a clamping bed, temperature T = 600 C

  • Nominal diameter of the strand: φp= 12.5 mm

  • Nominal cross-sectional area Ap = 0.93 cm2

  • Pre-tension per strand: σp,0(0)= 1,000 N/mm2

Prefabricated component:

  • reduced partial safety factor γc= 1.35

  • reduced lead Δcdev= 5 mm

D1.6Boundary conditions: creep and shrinkage

Storage:

  • Releasing the anchorage after t0= 1 day, gradual reduction of tension
    Permissible σc(t) = 0.7 × fck(t0) is guaranteed by the precast manufacturer

  • 50 per cent relative humidity during storage

Usage:

  • after t1=21 days from the start of concreting

  • Interior component with 50 per cent relative humidity, exposure classes: XC1

D1.7Reinforcement

Prestressed steel reinforcement

Location No.

Number of strands

Distance UK (cm)

Pre-stress (N/mm²)

History

1

3

8.5

1,000

II UK

2

3

12.3

1,000

II UK

3

3

16.1

1,000

II UK

4

3

19.9

1,000

II UK

5

3

23.7

1,000

II UK

6

3

27.5

1,000

II UK

7

3

31.3

1,000

II UK

8

1

35.1

1,000

II UK

Longitudinal reinforcement

Location No.

Number of bars

Diameter (mm)

d1 (cm)

History

1

2

16

3.5 (from the UK)

II UK

2

2

20

3.5 (out of OK)

II OK

3

2

20

15 (from OK)

II OK

Shear reinforcement, two-section stirrups (without torsion)

Φs,w [mm]

s [cm]

asw (cm2/m)

Area adjacent to the supports (3.75 m from the start and end of the beam)

10

20

7.85

Indoor area

8

30

3.35

D1.8Effects

Net weight:

gk,1(left) = gk,1 (right) = 6.5 kN/m

gk,1(First) = 10.0 kN/m

subsequent permanent load

gk,2 = 10.8 kN/m

Snow (snow load zone 3, hNN = 200 m)

qk,1 = 4.3 kN/m

Wind pressure (Wind Zone 1, h ≤ 10 m)

qk,2 = 0.61 kN/m

Last.png

View the complete example

To view the reference solution, the editors' results and the evaluation, please log in.

Already have an account?

Log in here

Do not have a user account yet?

Register here
D5References
  1. [1] Tillmann, M.: Spannbetonbinder nach Eurocode 2. Bonn: Fachvereinigung Deutscher Betonfertigteile e.V.. 2015.
  2. [2] Rossner, W.; Graubner, C.: Spannbetonbauwerke, Teil 4: Bemessungsbeispiel nach Eurocode 2. Ernst & Sohn. 2012. ISBN 978-3-433-03001-1.
  3. [3] Rombach, G.: Spannbetonbau. Ernst & Sohn. 2010. ISBN 978-3-433-02911-4.
  4. [4] Hegger, J.; Fingerloos, F.; Ignatiadis, A.: Teil 1: Erläuterungen zu DIN EN 1992-1-1 und DIN EN 1992-1-1/NA. In: Deutscher Ausschuss für Stahlbeton - DAfStb: DAfStb Heft 600. Berlin: Beuth Verlag. 2020. ISBN 978-3-410-65838-2.
  5. [5] Kupfer, H.: Bemessung von Spannbetonbauteilen nach DIN 4227. In: Prof.-Dr.-Ing. Eibl: Betonkalender Teil 1. Ernst & Sohn. 1994.
Editors
Bert Ziems FRILO Software GmbH (Stuttgart, Germany)
–
Creator
Bert Ziems FRILO Software GmbH (Stuttgart, Germany)
B8 Spannbettbinder (02/2021) FRILO Software GmbH
Editor 1
Dr.-Ing. Roland Sauer RIB Software GmbH (Stuttgart, Germany)
FERMO (23.0) RIB Software GmbH
Editor 2
Ria Tautz SOFiSTiK AG (Garching, Germany)
SOFiSTiK FEA (2020) SOFiSTiK AG
Editor 3
Dr. Walter Pauli Hochschule Darmstadt (Darmstadt, Germany)
KSS (2020) Prof. Pauli, Hochschule Darmstadt
Editor 4
Bert Ziems Creator, Editor 1

FRILO Software GmbH (Stuttgart, Germany)

Software used: B8 Spannbettbinder (02/2021) FRILO Software GmbH
Dr.-Ing. Roland Sauer Editor 2

RIB Software GmbH (Stuttgart, Germany)

Software used: FERMO (23.0) RIB Software GmbH
Ria Tautz Editor 3

SOFiSTiK AG (Garching, Germany)

Software used: SOFiSTiK FEA (2020) SOFiSTiK AG
Dr. Walter Pauli Editor 4

Hochschule Darmstadt (Darmstadt, Germany)

Software used: KSS (2020) Prof. Pauli, Hochschule Darmstadt