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Materials and Structures

, Volume 41, Issue 2, pp 419–430 | Cite as

The resistance of compressed spun concrete members reinforced by high-strength steel bars

Original Article

Abstract

The expediency of using precast spun concrete columns and other members of annular cross sections reinforced by high-strength steel bars is discussed. Test material properties and production, curing and testing procedures, response factors and ultimate compressive stresses of plain and reinforced spun concrete specimens are presented. The strength and strain features of compressed tubular reinforced concrete members are considered. Modeling of a bearing capacity of eccentrically loaded members of annular cross sections is based on the concepts of bending with an concentrical force and compression with a bending moment. The comparison of modeling and test data of concentrically and eccentrically loaded members is analysed.

Keywords

Spun concrete High-strength steel Tubular members Eccentric loading Compression test 

Nomenclature

Ac and As

Cross-sectional areas of concrete and reinforcement sections

Ec and Es

Moduli of elasticity of concrete and reinforcement

ME

Applied total bending moment

MR

Resisting bending moment

NE

Applied total compressive force

NEP

Quasi-permanent compressive force

NR

Resisting compressive force

d

Outer diameter of annular cross sections

e0

First order eccentricity

e = e0η

Second order eccentricity

fc

Sustained strength of concrete

fc and fcm

Cylinder (compressive) strength of concrete and its mean value

fc1

Compressive strength of spun concrete hollow cylinders

fc2

Compressive strength of spun concrete in reinforced members

fst and fsc

Conventional strengths of reinforcement in tension and compression

h

Height of tubular specimens

fcc

Compressive strength of spun concrete in tubular members

fpr

Prism strength of concrete

f0.2

0.2% proof-stress of reinforcement

kc and ks

Efficiency factors for compressive concrete and reinforcement sections

kp

Factor of a quasi-permanent load effect

k2

Conversion factor of a hollow cylinder effect

r1 and r2

Radii of annular cross section circles

rs

Radius of the reinforcement circle

t = r2r1

Thickness of annular cross sections

δ

Coefficient of variation

γ

Partial safety factor

ɛc1

Compressive strain in the concrete at the peak stress f c1

ɛc2 and ɛc3

Compressive strains in the concrete at the peak stress f c2 by typical and bi-linear stress-strain relations

ɛ′cu and ɛcu

Ultimate compressive strains in the concrete adjacent with steel bars of concentrically and eccentrically loaded columns

ɛ′s and ɛs

Ultimate compressive steel strains of concentrically and eccentrically loaded columns

η

Factor of second order moment effect

θ

Parameter which contains model uncertainties

λ

Additional angle of the compression zone

ρ = As/Ac

Reinforcement ratio

σ′sc and σsc

Ultimate compressive steel stresses of concentrically and eccentrically loaded columns

ψ

Angle of the total compression zone

References

  1. 1.
    Quast U (2002) Columns and masts of prestressed spun concrete 6th International symposium on utilization of high strength/high performance concrete. Leipzig, Germany, pp 519–526Google Scholar
  2. 2.
    MacGregor JG (1988) Reinforced concrete, mechanics and design. Practice-Hall International Inc.Google Scholar
  3. 3.
    Kudzys A, Kliukas R, Vadlūga R (1993) Utilization of high-strength spun concrete and reinforcing steel in compressive structures. High-Strength Concrete, Proceedings, Vol. 1. Norway, pp 259–268Google Scholar
  4. 4.
    Kaufmann JP, Hesselbarth Moser K and Terrasi GP (2005) Application of fiber reinforced high performance composites in spun-cast elements. Mater Struct 38:549–555Google Scholar
  5. 5.
    EN (1992–1), Eurocode 2: Design of concrete structures – Part 1: General rules and rules for buildings, BrusselsGoogle Scholar
  6. 6.
    ACI Committee 318-05 (2005) Building code requirements for structural concrete. American Concrete Institute, Farmington Hills, MichGoogle Scholar
  7. 7.
    Dilger WH, Rao SVKM (1997) High performance concrete mixtures for spun cast concrete poles. PCI J 42(4):82–89Google Scholar
  8. 8.
    González OM, Robles F, Díaz De Cossío (1974) Strength and deformation of prestressed concrete elements. Reinforced concrete engineering. John Wiley and Sons, New York, pp 194–301Google Scholar
  9. 9.
    Diniz SMC (2005) Effect of concrete age specification on the reliability of HSC columns. ICOSSAR, Augusti G, Schuëller GJ, Ciampoli M (eds) Millpress, Rotterdam, pp 565–572Google Scholar
  10. 10.
    Diniz SMC (2002) Long-term reliability of eccentrically-loaded HSC columns. 6th International symposium on utilization of high strength/high performance concrete. Leipzig, Germany, pp 1601–1615Google Scholar
  11. 11.
    Vadlūga R, Kliukas R, Garalevičius R (1996) Strength and deformability estimation of centrifuged concrete. Journal of Civil Engineering and Management (Statyba), 4(8), Vilnius, pp 73–83Google Scholar
  12. 12.
    Hussaini AAl, Regan PE, Hue H-Y, Ramdant K-E (1993) The behaviour of HSC columns under axial load. High-Strength Concrete, Proceedings, Vol. 1, Norway, pp 83–89Google Scholar
  13. 13.
    Vadlūga R (1983) The evaluation of strength of reinforced concrete members of ring cross-section. Concrete Structures, Proceedings 14, Vilnius, pp 94–102 (in Russian)Google Scholar

Copyright information

© RILEM has copyright 2007

Authors and Affiliations

  1. 1.Vilnius Gediminas Technical UniversityVilniusLithuania
  2. 2.KTU Institute of Architecture and ConstructionKaunasLithuania

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