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Creep of Concrete
Creep of Concrete
• Relationship between creep and shrinkage
• Both originate from the hydrated cement paste
• The strain-time curves are similar
• The factors that influence the drying shrinkage also influence the creep and are generally in the same way
• In concrete the micro-strain of each, 400 to 1000x10-6, islarge and can’t be ignored in structural design
• Both are partially reversible
• Origins of creep are believed to reside in the response of C-S-Hto stress
Definition of Terms
Creep of Concrete
• Creep
• is the phenomenonof a gradual increasein strain with timeunder a given level ofsustained stress
• Stress relaxation
• is the phenomenonof gradual decreasein stress with timeunder a given level ofsustained strain
(Jason Weiss)
Creep
Creep of Concrete
• When a concrete element is restrained
• There is progressive decrease of stresses with time due to the visco-elasticity of concrete
• Under restrained conditions, deformation and cracking ofconcrete depends on
• stress induced by shrinkage and creep strains
• stress relief due to the visco-elasticity of concrete
(Kelly 1963)
Elastic and Creep Strains
Creep of Concrete
• Elastic recovery - approximately the same as the instantaneousstrain on the first application of load
• Creep recovery - gradual decrease in strain after the instantaneous recovery
• Irreversible creep
Definition of Terms
Creep of Concrete
• Under typical service conditions, concrete is more likely to bedrying while under load. It has been found that under suchconditions creep deformations are greater than if the concrete is dried prior to loading
• Free shrinkage εsh
• Basic creep εbc
• Total strain duringloading and drying εtot
• Drying creep εdc
• Total creep εcr= εbc + εdc
• Creep coefficient
e
crC
(Mindess et al 2003)
Column Shortening in a Tall Building
Creep of Concrete
Summation of strains in a
reinforced concrete column
during construction of a tall
building (Russell and Corley
1977)
Factors Influencing Creep
Creep of Concrete
• Applied stress
• Creep strain increases withapplied stress.
• Relationship is not linear
• Approximately linear in the stressrange generally used
• For practical reasons, a linearrelationships is often used tocompare different concretespecimens loaded at differentstress levels
• Specific creep
• typical value 150X10-6/MPa
cr
(Mindess et al 2003)
Factors Influencing Creep (cont’d)
Creep of Concrete
• W/C ratio
• Conflicting data (not possibleto change one parameterindependent of others)
• w/c ↓, specific creep ↓
• Compressive strength ↑,specific creep ↓
• Curing condition
• The time of moist curing ofconcrete at loading affect themagnitude of creep
• An increase in thetemperature of curing reduceboth basic & drying creep
(Neville 1970)
(Mindess et al 2003)
Factors Influencing Creep (cont’d)
Creep of Concrete
• Temperature (concrete maintained at high T while under load)
• < ~80 °C, temperature ↑, creep ↑, > ~80 °C, uncertain
• Moisture
• Presence of free moisture in concrete is necessary conditionfor creep
• Creep is a function evaporable water, falls to zero when noevaporable water is present. The greatest ↓ in evaporable water,hence in creep, occurs on drying to 40% RH while water is lostfrom capillary pores.
• The lower the RH of environment, the higher the creep
(Troxell et al 1958)
Factors Influencing Creep (cont’d)
Creep of Concrete
• Aggregate
εcon= εp(1-Va)n
• Amount
• Modulus of elasticity of aggregate
(Troxell et al 1958)
Factors Influencing Creep (cont’d)
Creep of Concrete
• Specimen geometry
• Volume-to-surface ratio andspecimen thickness affect the totalcreep in much the same way asdrying shrinkage is affected
• Creep Recovery
• Only a small portion of total creepstrain is recoverable whenconcrete is unloaded
• Proportion of irreversible creep ↑with time under load
• After ~30 days under load,additional creep is largelyirreversible
• Drying creep is irreversible
(Hanson & Mattock 1966)
Mechanisms of Creep
Creep of Concrete
• Thermally activated creep
• Creep strain originates through deformation of microvolume ofpaste, called “creep center”
• “Creep center” undergoes deformation to a low energy stateunder the influence of energy by external sources
• Deformation can only occur by going through an energy barrier inthe form of intermediate, high-energy state
• The ability of a creep center to cross the barrier depends on
• Height of energy barrier
• Input of energy fromexternal sources
• Stress, strain
• Change in moisture
• Change in temperature
(Mindess et al 2003)
Mechanisms of Creep (cont’d)
Creep of Concrete
• Role of absorbed water
• Nature of “creep center”?
Operating process?
• Slip between adjacentparticles of C-S-H under ashear stress; the ease andextent of slip depend onthe force of attractionbetween particles
• Measurable slip occursonly when sufficientthickness of water existsbetween the particles
Mechanisms of Creep (cont’d)
Creep of Concrete
• Role of absorbed water (cont’d)
• Creep can also results from diffusion of water inmicropores under stress
• When external stress is applied, the stress exerted onwater in micropores is ↑
• Thickness of absorbed water ↓
• Water diffuses from micropores to capillary poreswhere no stress exists, causing bulk deformation
• Reordering of C-S-H can lead to increased bondingbetween them, leading to elimination of micropores,“aging”
Creep of Concrete
(Mehta & Monteiro 2006)
Creep of Concrete
(Mehta & Monteiro 2006)
Modeling and Code
Contents:
Viscoelastic behavior (Relaxation vs Creep)
Classical linear viscoelasticity
Constitutive equation for modeling of concrete
ACI method
1. Material constants
2. Shrinkage
3. Creep
CEB-FIP
1. Material constants
2. Shrinkage
3. Creep
Examples
Modeling and Code
Viscoelastic behavior
Viscous fluid (Newtonian)
Elastic solid (Hookean)
Viscoelastic material
𝜎
𝜎
𝜎
𝑡
𝑡
𝑡
Viscoelastic solid
Viscoelastic fluid
𝜀
𝜀
𝜎
𝜎
𝜎0
𝜎0
𝜎0
𝜎0
𝜀0
𝐸
𝜂
Modeling and Code
Viscoelastic behavior
Creep response < >
Relaxation response < >
𝜎
𝑡
𝜎0
𝜀
𝑡
𝜀(𝑡)
𝜀 𝑡 = 𝐽 𝑡 ⋅ 𝜎0 ⋅ 𝐻 𝑡
𝜎 𝑡 = 𝜎0 ⋅ 𝐻 𝑡
𝑡
𝜀0
𝑡
𝜎(𝑡)
𝜀 𝑡 = 𝜀0 ⋅ 𝐻 𝑡
𝜎 𝑡 = 𝐸 𝑡 ⋅ 𝜀0 ⋅ 𝐻 𝑡
𝜀 𝜎
Modeling and Code
Viscoelastic behavior
Where Heaviside step function
𝑡
1.0
𝑡
𝐻 𝑡 =
𝐻 𝑡 𝐻 𝑡 − 𝑡0
𝑡0
Modeling and Code
Classical linear viscoelasticity (linear superposition or Boltzmann’s superposition)
i) Infinitesimal deformation (neglect second-order term)ii) Instantaneous stress is proportional to input strainiii) Relaxation rate is proportional to instantaneous stressiv) No aging effect is assumed
Creep response
𝜎
𝑡
𝜀
𝑡
𝜀(𝑡)
𝜎 𝑡
Assumptions:
𝑡0 𝑡0
𝛥𝜎0 𝛥𝜀0
𝛥𝜀1𝛥𝜎1
𝜎 𝑡 =△ 𝜎0 ⋅ 𝐻 𝑡 +△ 𝜎1 ⋅ 𝐻 𝑡 − 𝑡0𝜀 𝑡 =△ 𝜀0 𝑡 +△ 𝜀1 𝑡 − 𝑡0
= 𝐽 𝑡 ⋅△ 𝜎0 ⋅ 𝐻 𝑡 +𝐽 𝑡 − 𝑡0 ⋅△ 𝜎1 ⋅ 𝐻 𝑡 − 𝑡0
Modeling and Code
Classical linear viscoelasticity (linear superposition or Boltzmann’s superposition)
i) Infinitesimal deformation (neglect second-order term)ii) Instantaneous stress is proportional to input strainiii) Relaxation rate is proportional to instantaneous stressiv) No aging effect is assumed
Relaxation response
𝜎
𝑡
𝜀
𝑡
𝜀(𝑡)
𝜎 𝑡
Assumptions:
𝑡0 𝑡0
𝛥𝜎0𝛥𝜀0
𝛥𝜀1 𝛥𝜎1
𝜀 𝑡 =△ 𝜀0 ⋅ 𝐻 𝑡 +△ 𝜀1 ⋅ 𝐻 𝑡 − 𝑡0𝜎 𝑡 =△ 𝜎0 𝑡 +△ 𝜎1 𝑡 − 𝑡0
= 𝐸 𝑡 ⋅△ 𝜀0 ⋅ 𝐻 𝑡 +𝐸 𝑡 − 𝑡0 ⋅△ 𝜀1 ⋅ 𝐻 𝑡 − 𝑡0
Modeling and Code
Constitutive equations
1) Maxwell model (Reuss)
2) Kelvin model (Voigt)
3) Standard linear solid model
4) Another standard linear solid model
Spring
Dashpot
𝜎 𝑡 = 𝐸𝜀 𝑡𝐸
𝜎
𝑡
𝜎0/𝐸
𝑡
𝜀
𝐸𝜀0
𝜂 𝜎 𝑡 = 𝜂 𝜀 𝑡
𝜎
𝑡𝑡
𝜀
Modeling and Code
Constitutive equations
1) Maxwell model (Reuss)
𝐸
𝜂
Equilibrium eq.
Compatibility eq.
Constitutive rel. (spring)
Constitutive rel. (dashpot)
Constitutive rel. (Maxwell)
𝜎𝐸 𝑡 = 𝜎𝜂 𝑡 = 𝜎 𝑡
𝜀 𝑡 = 𝜀𝐸 𝑡 + 𝜀𝜂 𝑡
𝜎𝐸 𝑡 = 𝐸𝜀𝐸 𝑡
𝜎𝜂 𝑡 = 𝜂 𝜀𝜂 𝑡
𝜀𝜂 𝑡 = 𝜎(𝑡)
𝐸+𝜎(𝑡)
𝜂
Modeling and Code
Constitutive equations
1) Maxwell model (Reuss)
𝐸
𝜂
Constitutive rel. (Maxwell)
Creep test
Relaxation test
𝜀 𝑡 =𝜎0𝐸+𝜎0𝜂𝑡
𝜎 𝑡 = 𝐸𝜀0𝑒−𝐸 𝑡 𝜂
𝑡
𝜀
𝑡
𝜎
𝜀𝜂 𝑡 = 𝜎(𝑡)
𝐸+𝜎(𝑡)
𝜂
Modeling and Code
Constitutive equations
2) Kelvin model (Voigt)
𝐸 𝜂
Equilibrium eq.
Compatibility eq.
Constitutive rel. (spring)
Constitutive rel. (dashpot)
Constitutive rel. (Kelvin)
𝜎 𝑡 = 𝜎𝐸 𝑡 + 𝜎𝜂 𝑡
𝜀 𝑡 = 𝜀𝐸 𝑡 = 𝜀𝜂 𝑡
𝜎𝐸 𝑡 = 𝐸𝜀𝐸 𝑡
𝜎𝜂 𝑡 = 𝜂 𝜀𝜂 𝑡
𝜎 𝑡 = 𝐸𝜀 𝑡 + 𝜂 𝜀 𝑡
Modeling and Code
Constitutive equations
Constitutive rel. (Kelvin)
Creep test
Relaxation test
𝑡
𝜀
𝑡
𝜎
2) Kelvin model (Voigt)
𝐸 𝜂
𝜎 𝑡 = 𝐸𝜀 𝑡 + 𝜂 𝜀 𝑡
?
𝜀 𝑡 =𝜎0𝐸
1 − 𝑒−𝐸𝑡𝜂
Modeling and Code
Constitutive equations
Creep test
Relaxation test
𝑡
𝜀
𝑡
𝜎
3) Standard (linear) solid model
𝜂𝑣
𝐸𝑒
𝐸𝑣
Modeling and Code
Constitutive equations
Creep test
Relaxation test
𝑡
𝜀
𝑡
𝜎
4) Another standard (linear) solid model
𝜂𝑣
𝐸𝑣𝐸𝑒
Modeling and Code
Modeling for Concrete
Early age behavior or Time dependent properties
for creep
for shrinkage
𝐿0
𝛥𝐿
𝐿0= 𝐽 𝑡 𝜎0
𝛥𝐿
𝐿0= 𝜀𝑠ℎ𝑟𝑖𝑛𝑘𝑎𝑔𝑒 𝑡
Modeling and Code
ACI model (ACI 209, Prediction of creep, shrinkage, and temp. effects in
concrete structure)
1) Material constants
𝑓𝑐′ 𝑡 =
𝑡
𝑎 + 𝑏𝑡𝑓𝑐,28′
𝐸𝑐 =0.4𝑓𝑐
′ − 𝑓𝑐,50⋅10−6
𝜀 𝑐 40% − 50 ⋅ 10−6
𝐸𝑐 = 0.043 ⋅ 𝑊1.5 𝑓𝑐′ 𝑡
𝑡
Norm
aliz
ed
𝑓𝑐′ 𝑡
𝐸𝑐 𝑡
𝑡28
Cement type I
IIIII
IVV
Moisture:Steam:
Moisture:Steam:
4 0.851 0.95
2.3 0.920.7 0.98
a b
Modeling and Code
ACI model (ACI 209R-92)
2) Shrinkage
Drying 90~95% 60~70%Autogenous 5~10% 30~40%
Normal High-strength
𝜀𝑠ℎ(𝑡, 𝑡0) =𝑡 − 𝑡0
𝛼
𝑓 + 𝑡 − 𝑡0𝛼 𝜀𝑠ℎ,𝑢
𝛼 = 1.0
𝑓 = 26.0 ⋅ exp 0.0142𝑣
𝑠
𝛾𝑠ℎ = 𝛾𝑐𝑝 ⋅ 𝛾𝜆 ⋅ 𝛾ℎ ⋅ 𝛾𝑠 ⋅ 𝛾𝜓 ⋅ 𝛾𝑐 ⋅ 𝛾𝛼
𝜀𝑠ℎ,𝑢 = −780 ⋅ 10−6𝛾𝑠ℎ
1 2 3 4 5 6 7
Modeling and Code
ACI model (ACI 209R-92)
2) Shrinkage
𝛾𝑐𝑝
𝛾𝜆
𝛾ℎ
(Ref = 7 day)
(Ref = 40%)
(Ref = 150mm)
𝛾𝜆=1.40 − 0.010 ⋅ 𝜆 40~60%
3 − 0.030 ⋅ 𝜆 80~100%
𝛾ℎ =1.23 − 0.00015 ⋅ ℎ 𝑡 − 𝑡0 ≤ 1𝑦𝑟
1.17 − 0.00114 ⋅ ℎ 𝑡 − 𝑡0 > 1𝑦𝑟
ℎ(𝑚𝑚) 𝛾ℎ
50
100
150
1.35
1.17
1.00
or
𝛾ℎ = 1.2exp −0.00472𝑣
𝑠
Initial moisture curing periodday 1 3 7 14 28 90
𝛾𝑐𝑝 1.2 1.1 1 0.93 0.86 0.75
1
2
3
Modeling and Code
ACI model (ACI 209R-92)
2) Shrinkage
𝛾𝑐
𝛾𝑠
𝛾𝜓
𝛾𝛼
(Ref = 68mm)
(Ref = 50%)
(Ref = 410kg/m3)
(Ref = 6.25%)
𝛾𝛼 = 0.95 + 0.008 ⋅ 𝛼
𝛾𝑐 = 0.75 + 0.00061 ⋅ 𝑐
𝛾𝜓=0.30 + 0.014 ⋅ 𝜓 𝜓 ≤ 50%
0.90 + 0.002 ⋅ 𝜓 𝜓 > 50%
𝛾𝑠 = 0.89 + 0.00161 ⋅ 𝑠
4
5
6
7
Modeling and Code
ACI model (ACI 209R-92)
3) Creep
𝐽 𝑡, 𝑡′ =1
𝐸𝑐 𝑡′+𝜙 𝑡, 𝑡′
𝐸𝑐 𝑡
𝜙 𝑡, 𝑡′ =𝑡 − 𝑡′ 𝜓
𝑑 + 𝑡 − 𝑡′ 𝜓𝜙𝑢
𝑑 = 10, 𝜓 = 0.6
or
𝑑 = 𝑓 = 26.0 ⋅ exp 0.0142𝑣
𝑠, 𝜓 = 1.0
𝜙𝑢 = 2.35 ⋅ 𝛾𝑡𝑎 ⋅ 𝛾𝜆 ⋅ 𝛾ℎ ⋅ 𝛾𝑠 ⋅ 𝛾𝜓 ⋅ 𝛾𝑐 ⋅ 𝛾𝛼
1 2 3 4 5 6 7
Modeling and Code
ACI model (ACI 209R-92)
3) Creep
𝛾𝑡𝑎
𝛾𝜆
𝛾ℎ
𝛾𝑠
𝛾ℎ =1.14 − 0.00363 ⋅
𝑣
𝑠𝑡 − 𝑡0 ≤ 1𝑦𝑟
1.10 − 0.00268 ⋅𝑣
𝑠𝑡 − 𝑡0 > 1𝑦𝑟
1
2
3
4
𝛾𝑡𝑎 =1.25𝑡′−0.118 𝑚𝑜𝑖𝑠𝑡, 𝑡′ ≥ 7𝑑
1.13𝑡′−0.094 𝑠𝑡𝑒𝑎𝑚, 𝑡′ ≥ 3𝑑
𝛾𝜆 =1.0 𝜆 < 40%
1.27 − 0.0067𝜆 𝜆 ≥ 40%
𝛾𝑠 = 0.82 + 0.00264 ⋅ 𝑠
Modeling and Code
ACI model (ACI 209R-92)
3) Creep
𝛾𝜓
𝛾𝑐
𝛾𝛼
5
6
7
𝛾𝜓= 0.88 + 0.0024 ⋅ 𝜓
𝛾𝛼 =
𝛾𝑐 = 0.75 + 0.00061 ⋅ 𝑐
0.46 + 0.09 ⋅ 𝛼 (𝛼 ≥1)
1
Modeling and Code
FIB code (CEB-FIP MC90)
1) Material constants
𝑓𝑐𝑚 = 𝑓𝑐𝑘 + 𝛥𝑓
𝛥𝑓 = 8𝑀𝑃𝑎
𝑓𝑐𝑚 𝑡 = 𝛽𝑐𝑐 𝑡 𝑓𝑐𝑚
𝛽𝑐𝑐 𝑡 = exp 𝑠 1 −28
𝑡 𝑡1
𝑡1 = 1d s =
0.35 (type 1 moist. curing)
0.15 (type 1 steam curing)
0.40 (type 2 moist. curing)
0.25 (type 3 moist. curing)
0.12 (type 3 steam curing)
Modeling and Code
FIB code (CEB-FIP MC90)
1) Material constants
𝐸𝑐𝑖 = 𝐸𝑐𝑜𝑓𝑐𝑚𝑓𝑐𝑚𝑜
13
𝐸𝑐𝑜 = 2.15 × 104𝑀𝑃𝑎 = 21.5 𝐺𝑃𝑎
𝑓𝑐𝑚𝑜 = 10𝑀𝑃𝑎
𝐸𝑐𝑖 𝑡 = 𝛽𝐸 𝑡 𝐸𝑐𝑖
𝛽𝐸 𝑡 = 𝛽𝑐𝑐 𝑡
𝑡
𝜀
creep
Elastic or instantaneous
𝐸𝑐 = 0.85𝐸𝑐𝑖
Note: chord vs initial tangent modulus (in ACI)
Modeling and Code
FIB code (CEB-FIP MC90)
2) Drying shrinkage
𝜀𝑠ℎ 𝑡, 𝑡0 = 𝜀𝑠ℎ𝑜𝛽𝑠 𝑡 − 𝑡0
𝜀𝑠ℎ𝑜 =
𝜀𝑠ℎ𝑜 = 𝜀𝑠 𝑓𝑐𝑚 𝛽𝑅𝐻
𝜀𝑠 𝑓𝑐𝑚 = 160 + 10𝛽𝑠𝑐 9 −𝑓𝑐𝑚𝑓𝑐𝑚𝑜
× 10−6
𝛽𝑠𝑐 =
𝑓𝑐𝑚 =
𝛽𝑅𝐻 =−1.55 1 −
𝑅𝐻
100%
3
0.25
Notional shrinkage coefficient
Cement type
5 (N) or (R)
4 (SL)
6 (RS)
Comp. strength
40% ≤ 𝑅𝐻 ≤ 99%
𝑅𝐻 ≥ 99%
Modeling and Code
FIB code (CEB-FIP MC90)
2) Drying shrinkage
𝛽𝑠 𝑡 − 𝑡0 = 𝑡 − 𝑡0 𝑡1
𝛽𝑠ℎ + 𝑡 − 𝑡0 𝑡1
0.5
𝜀𝑠ℎ 𝑡, 𝑡0 = 𝜀𝑠ℎ𝑜𝛽𝑠 𝑡 − 𝑡0
𝛽𝑠ℎ = 350 ×ℎ
ℎ0
2
ℎ0 =
ℎ =2𝐴𝑐𝑢
(Notional size of member, Ac=section area, u=perimeter length)
100 mm
Modeling and Code
FIB code (CEB-FIP MC90)
3) Creep
𝜀𝑐𝑐 𝑡, 𝑡′ =𝜎𝑐 𝑡′
𝐸𝑐𝑖𝜙 𝑡, 𝑡′
𝜀𝑐 𝑡, 𝑡′ = 𝜎𝑐 𝑡′1
𝐸𝑐𝑖 𝑡′+𝜙 𝑡, 𝑡′
𝐸𝑐𝑖
𝐽 𝑡, 𝑡′
𝜙 𝑡, 𝑡′ = 𝜙0𝛽𝑐 𝑡, 𝑡′ (notational creep coefficient)
Modeling and Code
FIB code (CEB-FIP MC90)
3) Creep
𝜙0 = 𝜙𝑅𝐻𝛽 𝑓𝑐𝑚 𝛽 𝑡′
𝜙𝑅𝐻 = 1 +1 − 𝑅𝐻/𝑅𝐻0
0.46ℎℎ0
1 3
𝛽 𝑓𝑐𝑚 =5.3
𝑓𝑐𝑚 𝑓𝑐𝑚𝑜
𝛽 𝑡′ =1
0.1 + 𝑡 ′ 𝑡10.2
𝛽𝑐 𝑡 − 𝑡′ = 𝑡 − 𝑡′ 𝑡1
𝛽𝐻 + 𝑡 − 𝑡′ 𝑡1
0.3
𝜙 𝑡, 𝑡′ = 𝜙0𝛽𝑐 𝑡, 𝑡′ (notational creep coefficient)
𝛽𝐻 = 150 1 + 1.2𝑅𝐻
𝑅𝐻0
18ℎ
ℎ0+ 250 ≤ 1,500
Modeling and Code
Example #1
A concrete slab is exposed to drying at 75% RH seven days after casting. Compute the drying shrinkage strain after (a) 60 days; (b) 180 days.
Modeling and Code
Example #2
Steam-cured precast beams are prestressed after 24 hours when the compressive strengthReaches 25 MPa. The level of prestress is 7 MPa. Determine the potential free strain that willOccur over the first year if the beams are exposed to 70% RH.