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Experimental investigation on punching resistance of R-UHPFRC–RC composite slabs

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Abstract

An effective method to strengthen existing reinforced concrete (RC) structures is to add a thin layer of ultra-high performance fiber reinforced cement-based composite (UHPFRC), with or without steel rebars, over the concrete slab to create a composite element. It was demonstrated by previous test series that this method increases rigidity, bending and shear strength of one-way RC members. This paper presents the results of punching tests on six composite slabs without transverse reinforcement. The parameters of the tests included the thickness of the UHPFRC layer and the amount of reinforcement in it. All slabs failed in punching mode with a drop in resistance after the maximum resistance was measured. For a layer of 50 mm of UHPFRC, the normalised resistance was at least 1.69 times greater than the normalised resistance of the RC reference slab. The layer of UHPFRC increased the rigidity of the slab and provided added shear resistance to the cracked RC section by out of plane bending. By doing so, it allowed more deformation to take place in the RC section before punching failure. This results in rotations and deflections at maximum resistance similar to what was observed for the reference RC slab.

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Abbreviations

R:

Resistance

U:

UHPFRC

c:

Concrete

i:

Steel or UHPFRC tensile reinforcement

sc:

Top steel reinforcement layer in RC section

sU:

Steel reinforcement in the R-UHPFRC layer

A :

Area

B :

Side length of slab specimen

E cm,28 :

Average modulus of elasticity of concrete at 28 days

E Um,28 :

Average modulus of elasticity of UHPFRC at 28 days

V :

Punching shear force

V csct :

Punching resistance of the concrete section calculated with CSCT

V flex :

Estimated flexural resistance calculated with yield lines

V res :

Residual shear resistance after punching failure

b 0 :

Critical perimeter for punching shear set at d sc/2 from the column face

c :

Side length of column

d :

Flexural depth for a tensile reinforcement: distance from the bottom compression face of the slab to the centroid of the tensile reinforcement

d eff :

Effective flexural depth calculated with the mechanical ratio of each tensile reinforcement

d g :

Maximum diameter of aggregate

d g0 :

Reference aggregate size set at 16 mm

f :

Strength of a material

f c :

Concrete compressive strength,

f cm,28 :

Average concrete compressive strength at 28 days

f sy :

Yield strength of steel reinforcement

f su :

Maximum strength of steel reinforcement

f Ute :

Maximum tensile elastic strength of UHPFRC

f Utu :

Maximum tensile strength of UHPFRC

h :

Height

Δh :

Change in thickness of a slab

Δl :

Change in distance between two points measured by a sensor

w :

Measured deflection of the slab; crack opening

Δw :

Shear deformation at the column face

α c :

Minimum angle of the critical shear crack

ε su :

Strain in steel reinforcement at maximum strength

ε Utu :

Strain in UHPFRC at maximum tensile strength

ψ :

Rotation

ω :

Mechanical ratio of tensile reinforcement

ω tot :

Total mechanical ratio of tensile reinforcement

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Acknowledgments

The authors would like to acknowledge Holcim Switzerland for donating the UHPFRC premix S3-13 used to fabricate slab series PBM.

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Authors and Affiliations

  1. École Polytechnique Fédérale de Lausanne, Lausanne, Switzerland

    Malena Bastien-Masse & Eugen Brühwiler

Authors
  1. Malena Bastien-Masse
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  2. Eugen Brühwiler
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Correspondence to Malena Bastien-Masse.

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Bastien-Masse, M., Brühwiler, E. Experimental investigation on punching resistance of R-UHPFRC–RC composite slabs. Mater Struct 49, 1573–1590 (2016). https://doi.org/10.1617/s11527-015-0596-4

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  • DOI: https://doi.org/10.1617/s11527-015-0596-4

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