# Wiki source code of Stresses and strains at non-linear section analysis

1 {{box cssClass="floatinginfobox" title="**Contents**"}}
2 {{toc/}}
3 {{/box}}
4
5
6 Non-linear section analysis is used when stresses or strains are so large that the relation between stress and strain no longer is assumed to be linear. This is generally the case at Ultimate Limit State.
7
8 = {{id name="Internal section forces from stresses and strains"/}}Internal section forces from stresses and strains =
9
10 [[image:1589367100937-178.png]]
11
12 In non-linear section analysis it is assumed that ([[see Stresses and strains at linear section analysis>>doc:PRE-Stress.Theory PRE-Stress.Stresses and strains at linear section analysis.WebHome]])
13
14 a) plane cross-sections remain plane at bending (Bernoulli’s hypothesis), and
15
16 b) only normal stresses occur in pure bending (Navier’s hypothesis).
17
18 In order to determine resultants to stresses in the section, numerical integration is generally needed. A simple method of integration is dividing the section into a number of concrete layers and reinforcement bars and then analyze each layer and bar separately. Strain and stress are determined in the mid-depth of each component and a numerical integration of the resulting moments and forces is performed:
19
20 [[image:1589369179324-761.png]]
21
22 with stresses according to
23
24 f,,ci,, = f,,c,, (ε,,ci,,) where ε,,ci,, is concrete strain at layer position, f,,cj,, = f,,c,, (ε,,cj,,) where ε,,cj,, is concrete strain at bar position, f,,sj,, = f,,s,, (ε,,sj,,) where ε,,sj,, is steel strain at bar position,
25
26 where
27
28 n, m = number of concrete layers and reinforcing bar elements,
29
30 b,,i,,, h,,i,, = width and depth of a concrete layer i,
31
32 A,,s,, = cross-sectional area of reinforcing bar,
33 z,,cg,, = z-coordinate for centroid of section in local coordinate system with y-axis parallel to neutral axis,
34
35 f,,c,, = stresses in concrete,
36
37 f,,s,, = stresses in reinforcement,
38
39 f,,c,,(ε) = stress-strain relation (non-linear) for concrete,
40
41 f,,s,,(ε) = stress-strain relation (non-linear) for steel.
42
43 If the section is divided into a sufficient number of layers the accuracy will be satisfactory even if large non-linearity in the stress distribution exists.
44
45 = Stress-strain relation for concrete =
46
47 A rectangular stress distribution as shown below with height λ x may be assumed.
48
49 [[image:1589369130058-603.png]]
50
51
52
53 λ = 0.8  for f,,ck,, ≤ 50 MPa
54
55 λ = 0.8 - (f,,ck,, -50)/400 for 50 < f,,ck,, ≤ 90 MPa
56
57 and
58
59 η = 1.0  for f,,ck,, ≤ 50 MPa
60
61 η = 1.0 - (f,,ck,, -50)/200 for 50 < f,,ck,, ≤ 90 MPa
62
63 Note: If the width of the compression zone decreases in the direction of the extreme compression fibre, the value η f,,cd,, should be reduced by 10%
64
65
66 The value of the design compressive strength is defined as
67
68 f,,cd,, = α,,cc,, f,,ck,, / γ,,c,, where
69
70 γ,,cc,, = 1.0,
71
72 γ,,c,, is the partial safety factor as above.
73
74 The value of the design tensile strength is defined as
75
76 f,,ctd,, = α,,ct,, f,,ctk,0.05,, / γ,,c,, where
77
78 α,,ct,, = 1.0, γc is the partial safety factor as above.
79
80 == National Annex: United Kingdom ==
81
82 α,,cc,, = 0.85
83
84 == National Annex: Finland ==
85
86 α,,cc,, = 0.85
87
88 = Stress-strain relation for reinforcement steel =
89
90 Strain limit ε,,ud,, = 0.9 ε,,uk,,
91
92 == National Annex: Denmark ==
93
94 ε,,ud,, = f,,yd,, / E,,s,,
95
96 == National Annex: Finland ==
97
98 ε,,ud,, = 0.02
99
100 = Calculation of stress and strains due to section forces =
101
102 At non-linear section analysis, determination of the strain distribution on a section including position of the neutral axis is generally not possible to perform with a direct method. Instead an iterative method must be used. The method that is described in chapter [[Stresses and strain in cracked sections>>doc:PRE-Stress.Theory PRE-Stress.Stresses and strains at linear section analysis.WebHome||anchor="Stresses and strain in cracked sections"]] for cracked section is also suitable for use with non-linear calculation. The calculation of section forces out of assumed strains is then performed using the method described in chapter [[Internal section forces from stresses and strains>>||anchor="Internal section forces from stresses and strains"]].
103
104 The strain distribution is primarily determined by this method and after that, the stresses are calculated using a non-linear stress-strain relation.