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Experimental study on demountable steel ultra-high performance concrete composite slabs under hogging moment

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Abstract

Demountable steel–concrete composite structures have attracted much attention from researchers because of its fast construction, demountability and environmental friendliness. Using ultra-high performance concrete (UHPC) in the hogging moment regions of demountable steel–concrete composite structures might improve their crack resistance and flexural performance. In this study, the cracking behavior, failure mode, stiffness, ultimate strength and relative slip of demountable steel-UHPC composite slabs with different stud spacings and longitudinal reinforcement ratios under hogging moment were experimentally investigated. A welded steel-UHPC composite slab was also tested to compare its behavior with the demountable slabs. The test results show the demountable steel-UHPC composite slabs have excellent crack control ability under hogging moment due to the slip of threaded headed stud and the strain hardening behavior of UHPC; the relative slip is directly associated with the stud spacing and controlled by the friction and shear force of threaded headed studs. As compared to the welded composite slab, the demountable composite slab can be easily separated after loading, the flexural capacity is slightly smaller, while the crack control ability is better and the ductility is higher. A constitutive model considering the reduction of tensile strength of UHPC after reinforcement was adoptedl the design formulas were developed to predict the elastic limit and the ultimate moment, and the bending stiffness of the demountable composite slabs under hogging moment. The test results verify the applicability of the proposed constitutive model of UHPC and design formulas.

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Abbreviations

f Ute :

Elastic tensile strength of UHPC

ε Ute :

Elastic tensile strain of UHPC

E U :

Elastic modulus of UHPC

f Utu :

Tensile strength of UHPC

ε Utu :

Strain of UHPC when the tensile strength is reached

f RUte :

Elastic tensile strength of UHPC after reinforcement

ε RUte :

Elastic tensile strain of UHPC after reinforcement

f RUtu :

Tensile strength of UHPC after reinforcement

ε RUtu :

Strain of UHPC after reinforcement when the tensile strength is reached

P e :

Load of composite slab when the elastic limit state is reached

ε Ue :

Midspan strain of UHPC layer when the elastic limit state is reached

ε se :

Midspan strain of steel plate when the elastic limit state is reached

P u :

Ultimate load of composite slab

P cr0.05 :

Load of composite slab when the maximum crack reached 0.05 mm

P 0.3 :

Load of composite slab when the maximum crack reached 0.3 mm

E 1 :

Stiffness of the composite slab in the stage I

E 2 :

Stiffness of the composite slab in the stage II

b :

Width of the composite slab

l :

Span of the composite slab

a :

Distance between the support and the loading point

h U :

Height of UHPC layer

h s :

Height of steel plate

e :

Distance between the center of steel rebar and the top surface of UHPC layer

x :

Height of compression zone of composite slab

f y :

Yield strength of steel rebar

A s :

Area of steel rebar

σ Uc :

Compressive stress on the top surface of UHPC layer when the elastic limit state of composite slab is reached

ε sr :

Strain of steel rebar when the elastic limit state of composite slab is reached

σ sr :

Stress of steel rebar when the elastic limit state of composite slab is reached

ε pb :

Strain of steel plate on the bottom surface when the elastic limit state of composite slab is reached

σ pb :

Stress of steel plate on the bottom surface when the elastic limit state of composite slab is reached

ε pt :

Strain of steel plate on the top surface when the elastic limit state of composite slab is reached

σ pt :

Stress of steel plate on the top surface when the elastic limit state of composite slab is reached

E s :

Elastic modulus of steel rebar

E p :

Elastic modulus of steel plate

M e,t :

Moment test result of composite slab when elastic limit state is reached

M e ,1 :

Moment of composite slab calculated according to lower limit of the elastic tensile strain of UHPC after reinforcement

M e ,2 :

Moment of composite slab calculated according to upper limit of the elastic tensile strain of UHPC after reinforcement

f p :

Yield strength of steel plate

M u :

Ultimate moment test result of composite slab with full shear connection

M up ,t :

Ultimate moment test result of composite slab

M up :

Calculated value of ultimate moment of composite slab

I eq :

Moment of inertia of the effective section of composite slab

I U :

Moment of inertia of the UHPC layer

I P :

Moment of inertia of the steel plate

α E :

Elastic modulus ratio of steel to UHPC

y 0 :

Distance between the neutral axis of the composite slab and the top of steel plate

β U :

Reduction factor of UHPC layer height

ζ:

Reduction factor of the bending stiffness considering the interface slip between the UHPC layer and the steel plate

d c :

Distance between the neutral axis of the steel plate and the UHPC layer

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Acknowledgements

This work was supported by Ningbo major science and technology project [Grant Number 2020Z034], the China Postdoctoral Science Foundation [Grant Number 2020M671215] and the National Nature Science Foundation of China [Grant Number 52108239]. The financial support is greatly appreciated.

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Authors and Affiliations

  1. Key Laboratory of Advanced Civil Engineering Materials, Ministry of Education, Tongji University, Shanghai, 201804, China

    Jun-Yuan Guo, Jun-Yan Wang, Xiao-Long Gao & Chen Bian

  2. College of Civil Engineering, Tongji University, Shanghai, 200092, China

    Yan-Bo Wang

  3. School of Materials Science and Engineering, Tongji University, No.4800, Caoan Road, Jiading District, Shanghai, China

    Jun-Yan Wang

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  1. Jun-Yuan Guo
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Correspondence to Jun-Yan Wang.

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Guo, JY., Wang, JY., Wang, YB. et al. Experimental study on demountable steel ultra-high performance concrete composite slabs under hogging moment. Archiv.Civ.Mech.Eng 22, 137 (2022). https://doi.org/10.1007/s43452-022-00458-w

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