Expert Tip: How to Perform Timedependent Analysis
Author: Seungwoo Lee, Ph.D., P.E., S.E.
Publish Date: 7 Aug, 2021
How to Perform Timedependent Analysis?
Mainly there are two ways to perform the timedependent analysis. One is the timestep analysis and the other is the ageadjusted method.
The ageadjusted method is a simplified one and can consider the longterm effects with only a onestep analysis. Of course, this is an approximate way to consider the longterm effects, but the creep itself is an approximation anyway. The results from the ageadjusted method are reasonable in many cases.
The author prefers the timestep analysis. The timestep analysis is nothing more than to do the same calculation again and again. This is painful for humans but computers are very good for these repeated calculations. The timestep analysis is to divide the time into shorter durations of timesteps and repeat the same analysis. All calculations are done by the computers and extra efforts comparing to the ageadjusted method is nominal. (We need computers anyway even for the ageadjusted method.)
As always, before starting theory discussions, start with a simple example.
 Posttensioned section Example (Example 2.2 from Concrete structures, 3^{rd} ed., by Dr. Ghali, et al.)
A prestress force P = 1400 kN and a bending moment M = 390 kNm are applied at age t_{0} = 5 days on the rectangular posttensioned concrete section shown in Figure 1. Calculate the stresses, the axial strain and curvature at age t_{0} and t = ∞ given the following data: E_{ns} = E_{ps} = 200 GPa; f’c = 5 ksi, RH = 70%, t_{s} = 3 days. The dimensions of the section and crosssection areas of the reinforcement and the prestress duct are indicated in Figure 1.
Assume that the intrinsic relaxation, ∆σ_{pr}_{∞} = −115 MPa and the characteristic tensile strength of the prestressed steel, fptk = 1770 MPa.
Figure 1. Crosssection dimensions of the posttensioned section.
Step1) Elastic strain at t_{0}
The axial strain at O and curvature is
When the reference point O is chosen at the centroid of the section, B = 0, and the equation takes the more familiar form
In this example, the reference point O is chosen at the top of the section.
Figure 2. Ec(5 days) = 29352 MPa
Table 1. Section property (Reference point is section top, t = 5 days)
Step2) Strain at t = 8 days
Ec(8 days) = 29352 MPa
Table 2. Section property (Reference point is section top, t = 8 days)
Restrained strain due to concrete creep
Figure 3. φ(t,t_{0}) (t_{0 }= 5, 8, 37, 128, 567 days).
φ(8,5) = 0.4383
Restrained strain due to concrete shrinkage
Figure 4. Restrained strain due to concrete shrinkage
ε_{sh}(8,3) = 20.14(10^{6})
Restrained strain due to strand relaxation
Reduced relaxation value:
Figure 5. Reduced relaxation value.
(τ – t_{0}) = 8 – 5 = 3 days = 72 hrs < 1000 hrs,
Assume χ_{r} = 0.9581,
Restraining force
Strain due to restraint
Check for χr_{ }
_{}
The calculated value of χ_{r} matches with the assumed value. No further iteration is needed. Repeat the same calculations for the next time steps.
 Discussion
Midas Civil File for This Example
Figure 6. Concrete stresses at top and bottom.
Figure 6 shows top and bottom concrete stresses from this article and Midas Civil. Can be seen some differences at the bottom fiber and this is because reinforcements would support portions of external load and prestress. Also, stresses are transferred from concrete into reinforcement as time passes. The dashed line shows stresses without considering reinforcements and well matches with Midas Civil.
It can be seen that if we use the stress value directly from the computer output, we do need some levels of adjustment to consider the effects of reinforcements.
In this example, the top and bottom stresses at the time of infinity are 0.728 MPa and 5.18 MPa from the ageadjusted method.
Figure 7. Concrete axial force
Figure 7 shows concrete axial force from Midas Civil and this article. As time passes, portions of concrete axial force are transferred into reinforcements and these effects can not be ignored.
 Closure


 As time passes, portions of concrete forces/stresses are transferred into reinforcements. In other words, the absolute values of concrete forces/stresses are reduced and those of reinforcements increase.
 As time passes, portions of concrete forces/stresses are transferred into reinforcements. In other words, the absolute values of concrete forces/stresses are reduced and those of reinforcements increase.



 Most generalpurpose programs can not consider these reinforcement effects and we do need to interpret computer output. These effects are more severe for deflection calculations.



 To perform the timestep analysis, we have to define the time of infinity. Some programs can consider the time of infinity as t = ∞, however, most generalpurpose programs require defining the time of infinity from the user. In this example, φ(∞,5) = 2.1787 which is approximately corresponding t = 1500 years! Considering the uncertainty of creep itself, these levels of precise calculations may be justified. For t = 30 years, φ(30 years, 5 days) = 2.1427, which is 98% of φ(∞,5) = 2.1787, should be enough. For authors view, even when t = 4 years, φ(4 years, 5 days) = 1.9604, which is 90% of φ(∞,5) = 2.1787, might be enough.



 The important one is how many and how to divide time steps. Creep, shrinkage, and relaxation coefficients are assumed to be constant within a single time step. These coefficients vary continuously and even not linear. This is why we do need to divide time steps into shorter duration. Computers blindly perform timedependent analysis and give output without time division, without asking us nor judging whether the output is reasonable or not.

The number of timedivision mainly depends on past experiences or iteration. From past experiences, 5 to 10 divisions may be reasonable under the constant loadings.
Equal time division is not efficient because creep develops more rapidly during the early steps. There are many ways to consider these effects, and one of these is to assume the time division as a geometric sequence. The author prefers to divide the time steps corresponds to equal creep coefficients.


 Comparing to creep and shrinkage, relaxation effects are less significant. We need iteration to calculate reduced relaxation. The iteration itself is quite simple and the convergency is very fast, but these levels of detailed calculation may not be necessary for practical design.



 For indeterminant structures, more consideration is needed and will be discussed later.

Editor: JC Sun
jsun@midasoft.com
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