Downstand Beams, Ribs, T-Beams: Shear Joints

Technical Article

In the construction process, it is often necessary to fabricate the concrete elements in sections. A classic example of this production in sections is the use of prefabricated downstand beams, in which the slab is completed in the on‑site concrete construction. By creating a new concrete area, interfaces may arise between the already hardened concrete and the fresh concrete. The transfer of the longitudinal shear forces arising between the partial cross‑sections must be considered in the design.

Shear Joint Resistance

In EN 1992‑1‑1, designs imply the calculational shear stresses. In this case, the joint strength is composed of the proportions of the adhesive bonding (vRdi,ad), the friction at the interface (vRdi,r), and the shear force reinforcement part (vRdi,sy) from the clamping and anchor effect, whereby the maximum shear resistance is limited by the reduced compressive strength (vRdi,max) of the new or old concrete.

$${\mathrm v}_\mathrm{Rdi}\;=\;{\mathrm v}_{\mathrm{Rdi},\mathrm{ad}}\;+\;{\mathrm v}_{\mathrm{Rdi},\mathrm r}\;+\;{\mathrm v}_{\mathrm{Rdi},\mathrm{sy}}\;\leq\;{\mathrm v}_{\mathrm{Rdi},\max}$$

Figure 01 - Design Model of Composite Joint Strength According to [1]

The existing shear reinforcement can be applied as the bond reinforcement. The design value of the shear resistance is calculated and divided into the individual components, as follows:

$${\mathrm v}_\mathrm{Rdi}\;=\;\mathrm c\;\cdot\;{\mathrm f}_\mathrm{ctd}\;+\;\mathrm\mu\;\cdot\;{\mathrm\sigma}_\mathrm n\;+\;\mathrm\rho\;\cdot\;{\mathrm f}_\mathrm{yd}\;\cdot\;(1.2\;\mathrm\mu\;\cdot\;\sin\;\mathrm\alpha\;+\;\cos\;\mathrm\alpha)\;\leq\;0.5\;\cdot\;\mathrm v\;\cdot\;{\mathrm f}_\mathrm{cd}$$

where

c, μ, ν 

are the factors which depend on the roughness of the interface

Roughness c μ v
indented 0.50    0.90 0.70
rough 0.40 a) 0.70 0.50
smooth 0.20 a) 0.60 0.20
very smooth 0.00 b) 0.50 0.00
a) Tension across the interface: c = 0.
b) Higher factors must be based on the corresponding designs.
fctd  is the design value of concrete tensile strength according to 3.1.6 (2)P
σn  is stress per unit area caused by the minimum external normal force across the interface that can act simultaneously with the shear force (positive for compression)
ρ  is calculated as $$\mathrm\rho\;=\;\frac{{\mathrm A}_\mathrm s}{{\mathrm A}_\mathrm i}$$
As  is the area of reinforcement crossing the interface, including ordinary shear reinforcement (if any), with adequate anchorage at both sides of the interface
Ai  is the area of the joint, transferred by the shear
α  is the inclination angle of the reinforcement, limited by 45° ≤ α ≤ 90°

The classification of surfaces as very smooth, smooth, rough, or indented depends on the specific conditions during concreting, concrete properties and concrete cure, and the relevant literature can be applied.

Design Shear Stress at Interface

The design value of the shear stress in the interface is determined as follows:

$${\mathrm v}_\mathrm{Edi}\;=\;\mathrm\beta\;\cdot\;\frac{{\mathrm V}_\mathrm{Ed}}{\mathrm z\;\cdot\;{\mathrm b}_\mathrm i}$$

where

β  is the ratio of the longitudinal force in the new concrete area and the total longitudinal force either in the compression or tension zone in the section considered
VEd  is the transverse shear force
is the lever arm of the composite section
bi  is the width of the interface

Alternatively, you can calculate the shear force on the basis of the longitudinal force difference in the new concrete area by using the general stress integration. For this, click the [Details] button in the module and in the ‘Ultimate Limit State’ tab, select the option ‘Difference of longitudinal force in the added concrete part from general integration of stresses’. In contrast to the standard provisions, this option also considers the moment Mz,Ed.

Design of Shear Joints

The shear joint design is based on the relation
$${\mathrm v}_\mathrm{Edi}\;\;\leq\;{\mathrm v}_\mathrm{Rdi}$$

Considering Shear Joints in RF-CONCRETE Members

In RF‑CONCRETE Members, the shear joints can be taken into account in Window 1.6 Reinforcement under the ‘Shear Joint’ tab. After selecting the ‘Shear joint available’ option, all other options for the exact description of the shear joint become accessible. Here, you can define the position of the shear joint precisely. There is the ‘Transition plate‑web’ option, which, on one hand, is probably the most frequently used option in the case of T‑beams. On the other hand, it is also possible to specify the distance from the top or bottom side of the beam.

In the list box, you can select the surface classification in accordance with EN 1992‑1‑1, 6.2.5 (2). The applied parameters are displayed in the list. If necessary, you can adjust the parameters by changing the design standard or National Annex.

Figure 02 - Activation and Control of Shear Joint Design in RF‑CONCRETE Members

Also, you can select whether to apply EN 1992‑1‑1, 6.2.5 (5) when neglecting the adhesion component of the concrete bonding in the case of dynamic or fatigue loads.

In order to determine the correct joint width, it is necessary to enter the width of support of the connected element slabs. It is important to ensure that this value is not greater than the lateral concrete cover, if possible, otherwise the shear reinforcement cannot be inserted, thus the design not fulfilled.

Last but not least, you can define normal stress across the joint surface. Here, the minimum normal force across the interface that can act simultaneously with the shear force should apply. For compression, the force is positive, and for tension, the force is negative. If there is the tensile force, the adhesion component of the concrete bonding set to 0 and not applied.

Results of Shear Joint Design

Windows 2.1 to 2.4 show the resulting required reinforcement. These results can be displayed by cross‑section, by set of members, by member, or by x‑location. The result of the required reinforcement for the shear joint is displayed together with the result of the shear reinforcement asw,V,stirrup. In the ‘Detailed Results’ table, you can see some intermediate values of the shear joint design. These intermediate values are listed under ‘Shear at the interface between concrete cast at different times’.

Figure 03 - Results of Shear Joint Design

If Note 936) appears next to the value of asw,V,stirrup, it means that the bond reinforcement of the shear joint is governing for the shear reinforcement design.

Reference

[1]   Fingerloos, F.; Hegger, J.; Zilch, K. (2016). Eurocode 2 für Deutschland - Kommentierte Fassung (2nd ed.). Berlin: Beuth.
[2]   Manual RF‑/CONCRETE Members. (2011).Tiefenbach: Dlubal Software. Download.

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