Reinforced solid

Figure 1: Small cube of a material with reinforcing bars. The cube is cracked and the material above the crack is removed to show the reinforcement that crosses the crack.

In solid mechanics, a reinforced solid is a brittle material that is reinforced by ductile bars or fibres. A common application is reinforced concrete. When the concrete cracks the tensile force in a crack is not carried any more by the concrete but by the steel reinforcing bars only. The reinforced concrete will continue to carry the load provided that sufficient reinforcement is present. A typical design problem is to find the smallest amount of reinforcement that can carry the stresses on a small cube (Fig. 1). This can be formulated as an optimization problem.

Optimization problem

The reinforcement is directed in the x, y and z direction. The reinforcement ratio is defined in a cross-section of a reinforcing bar as the reinforcement area ${\displaystyle A_{r}}$ over the total area ${\displaystyle A}$, which is the brittle material area plus the reinforcement area.

${\displaystyle \rho _{x}}$ = ${\displaystyle A_{rx}}$ / ${\displaystyle A_{x}}$

${\displaystyle \rho _{y}}$ = ${\displaystyle A_{ry}}$ / ${\displaystyle A_{y}}$

${\displaystyle \rho _{z}}$ = ${\displaystyle A_{rz}}$ / ${\displaystyle A_{z}}$

In case of reinforced concrete the reinforcement ratios are usually between 0.1% and 2%. The yield stress of the reinforcement is denoted by ${\displaystyle f_{y}}$. The stress tensor of the brittle material is

${\displaystyle \left[{\begin{matrix}\sigma _{xx}-\rho _{x}f_{y}&\sigma _{xy}&\sigma _{xz}\\\sigma _{xy}&\sigma _{yy}-\rho _{y}f_{y}&\sigma _{yz}\\\sigma _{xz}&\sigma _{yz}&\sigma _{zz}-\rho _{z}f_{y}\\\end{matrix}}\right]}$.

This can be interpreted as the stress tensor of the composite material minus the stresses carried by the reinforcement at yielding. This formulation is accurate for reinforcement ratio's smaller than 5%. It is assumed that the brittle material has no tensile strength. (In case of reinforced concrete this assumption is necessary because the concrete has small shrinkage cracks.) Therefore, the principal stresses of the brittle material need to be compression. The principal stresses of a stress tensor are its eigenvalues.

The optimization problem is formulated as follows. Minimize ${\displaystyle \rho _{x}}$ + ${\displaystyle \rho _{y}}$ + ${\displaystyle \rho _{z}}$ subject to all eigenvalues of the brittle material stress tensor are less than or equal to zero (negative-semidefinite). Additional constraints are ${\displaystyle \rho _{x}}$ ≥ 0, ${\displaystyle \rho _{y}}$ ≥ 0, ${\displaystyle \rho _{z}}$ ≥ 0.

Solution

The solution to this problem can be presented in a form most suitable for hand calculations. ^{[1] [2]} It can be presented in graphical form. ^[3] It can also be presented in a form most suitable for computer implementation. ^{[4] [5]} In this article the latter method is shown.

There are 12 possible reinforcement solutions to this problem, which are shown in the table below. Every row contains a possible solution. The first column contains the number of a solution. The second column gives conditions for which a solution is valid. Columns 3, 4 and 5 give the formulas for calculating the reinforcement ratios.

	Condition	${\displaystyle \rho _{x}}$${\displaystyle f_{y}}$	${\displaystyle \rho _{y}}$${\displaystyle f_{y}}$	${\displaystyle \rho _{z}}$${\displaystyle f_{y}}$
1	${\displaystyle I_{1}}$ ≤ 0, ${\displaystyle I_{2}}$ ≥ 0, ${\displaystyle I_{3}}$ ≤ 0	0	0	0
2	${\displaystyle \sigma _{yy}\sigma _{zz}-\sigma _{yz}^{2}}$ > 0 ${\displaystyle I_{1}(\sigma _{yy}\sigma _{zz}-\sigma _{yz}^{2})-I_{3}}$ ≤ 0 ${\displaystyle I_{2}(\sigma _{yy}\sigma _{zz}-\sigma _{yz}^{2})-I_{3}(\sigma _{yy}+\sigma _{zz})}$ ≥ 0	${\displaystyle {\frac {I_{3}}{\sigma _{yy}\sigma _{zz}-\sigma _{yz}^{2}}}}$	0	0
3	${\displaystyle \sigma _{xx}\sigma _{zz}-\sigma _{xz}^{2}}$ > 0 ${\displaystyle I_{1}(\sigma _{xx}\sigma _{zz}-\sigma _{xz}^{2})-I_{3}}$ ≤ 0 ${\displaystyle I_{2}(\sigma _{xx}\sigma _{zz}-\sigma _{xz}^{2})-I_{3}(\sigma _{xx}+\sigma _{zz})}$ ≥ 0	0	${\displaystyle {\frac {I_{3}}{\sigma _{xx}\sigma _{zz}-\sigma _{xz}^{2}}}}$	0
4	${\displaystyle \sigma _{xx}\sigma _{yy}-\sigma _{xy}^{2}}$ > 0 ${\displaystyle I_{1}(\sigma _{xx}\sigma _{yy}-\sigma _{xy}^{2})-I_{3}}$ ≤ 0 ${\displaystyle I_{2}(\sigma _{xx}\sigma _{yy}-\sigma _{xy}^{2})-I_{3}(\sigma _{xx}+\sigma _{yy})}$ ≥ 0	0	0	${\displaystyle {\frac {I_{3}}{\sigma _{xx}\sigma _{yy}-\sigma _{xy}^{2}}}}$
5	${\displaystyle \sigma _{xx}<0}$	0	${\displaystyle \sigma _{yy}-{\frac {\sigma _{xy}^{2}}{\sigma _{xx}}}+|\sigma _{yz}-{\frac {\sigma _{xz}\sigma _{xy}}{\sigma _{xx}}}|}$	${\displaystyle \sigma _{zz}-{\frac {\sigma _{xz}^{2}}{\sigma _{xx}}}+|\sigma _{yz}-{\frac {\sigma _{xz}\sigma _{xy}}{\sigma _{xx}}}|}$
6	${\displaystyle \sigma _{yy}<0}$	${\displaystyle \sigma _{xx}-{\frac {\sigma _{xy}^{2}}{\sigma _{yy}}}+|\sigma _{xz}-{\frac {\sigma _{yz}\sigma _{xy}}{\sigma _{yy}}}|}$	0	${\displaystyle \sigma _{zz}-{\frac {\sigma _{yz}^{2}}{\sigma _{yy}}}+|\sigma _{xz}-{\frac {\sigma _{yz}\sigma _{xy}}{\sigma _{yy}}}|}$
7	${\displaystyle \sigma _{zz}<0}$	${\displaystyle \sigma _{xx}-{\frac {\sigma _{xz}^{2}}{\sigma _{zz}}}+|\sigma _{xy}-{\frac {\sigma _{yz}\sigma _{xz}}{\sigma _{zz}}}|}$	${\displaystyle \sigma _{yy}-{\frac {\sigma _{yz}^{2}}{\sigma _{zz}}}+|\sigma _{xy}-{\frac {\sigma _{xz}\sigma _{yz}}{\sigma _{zz}}}|}$	0
8	${\displaystyle \sigma _{yz}+\sigma _{xz}+\sigma _{xy}}$ ≥ 0 ${\displaystyle \sigma _{xz}\sigma _{xy}+\sigma _{yz}\sigma _{xy}+\sigma _{yz}\sigma _{xz}}$ ≥ 0	${\displaystyle \sigma _{xx}+\sigma _{xz}+\sigma _{xy}}$	${\displaystyle \sigma _{yy}+\sigma _{yz}+\sigma _{xy}}$	${\displaystyle \sigma _{zz}+\sigma _{yz}+\sigma _{xz}}$
9	${\displaystyle -\sigma _{yz}-\sigma _{xz}+\sigma _{xy}}$ ≥ 0 ${\displaystyle -\sigma _{xz}\sigma _{xy}-\sigma _{yz}\sigma _{xy}+\sigma _{yz}\sigma _{xz}}$ ≥ 0	${\displaystyle \sigma _{xx}-\sigma _{xz}+\sigma _{xy}}$	${\displaystyle \sigma _{yy}-\sigma _{yz}+\sigma _{xy}}$	${\displaystyle \sigma _{zz}-\sigma _{yz}-\sigma _{xz}}$
10	${\displaystyle \sigma _{yz}-\sigma _{xz}-\sigma _{xy}}$ ≥ 0 ${\displaystyle \sigma _{xz}\sigma _{xy}-\sigma _{yz}\sigma _{xy}-\sigma _{yz}\sigma _{xz}}$ ≥ 0	${\displaystyle \sigma _{xx}-\sigma _{xz}-\sigma _{xy}}$	${\displaystyle \sigma _{yy}+\sigma _{yz}-\sigma _{xy}}$	${\displaystyle \sigma _{zz}+\sigma _{yz}-\sigma _{xz}}$
11	${\displaystyle -\sigma _{yz}+\sigma _{xz}-\sigma _{xy}}$ ≥ 0 ${\displaystyle -\sigma _{xz}\sigma _{xy}+\sigma _{yz}\sigma _{xy}-\sigma _{yz}\sigma _{xz}}$ ≥ 0	${\displaystyle \sigma _{xx}+\sigma _{xz}-\sigma _{xy}}$	${\displaystyle \sigma _{yy}-\sigma _{yz}-\sigma _{xy}}$	${\displaystyle \sigma _{zz}-\sigma _{yz}+\sigma _{xz}}$
12	${\displaystyle \sigma _{xy}\sigma _{xz}\sigma _{yz}<0}$	${\displaystyle \sigma _{xx}-{\frac {\sigma _{xz}\sigma _{xy}}{\sigma _{yz}}}}$	${\displaystyle \sigma _{yy}-{\frac {\sigma _{yz}\sigma _{xy}}{\sigma _{xz}}}}$	${\displaystyle \sigma _{zz}-{\frac {\sigma _{yz}\sigma _{xz}}{\sigma _{xy}}}}$

${\displaystyle I_{1}}$, ${\displaystyle I_{2}}$ and ${\displaystyle I_{3}}$ are the stress invariants of the composite material stress tensor.

The algorithm for obtaining the right solution is simple. Compute the reinforcement ratios of each possible solution that fulfills the conditions. Further ignore solutions with a reinforcement ratio less than zero. Compute the values of ${\displaystyle \rho _{x}}$ + ${\displaystyle \rho _{y}}$ + ${\displaystyle \rho _{z}}$ and select the solution for which this value is smallest. The principal stresses in the brittle material can be computed as the eigenvalues of the brittle material stress tensor, for example by Jacobi's method.

The formulas can be simply checked by substituting the reinforcement ratios in the brittle material stress tensor and calculating the invariants. The first invariant needs to be less than or equal to zero. The second invariant needs to be greater than or equal to zero. These provide the conditions in column 2. For solution 2 to 12, the third invariant needs to be zero. ^[3]

Examples

The table below shows computed reinforcement ratios for 10 stress tensors. The applied reinforcement yield stress is ${\displaystyle f_{y}}$ = 500 N/mm². The mass density of the reinforcing bars is 7800 kg/m³. In the table ${\displaystyle \sigma _{m}}$ is the computed brittle material stress. ${\displaystyle m_{r}}$ is the optimised amount of reinforcement.

	${\displaystyle \sigma _{xx}}$	${\displaystyle \sigma _{yy}}$	${\displaystyle \sigma _{zz}}$	${\displaystyle \sigma _{yz}}$	${\displaystyle \sigma _{xz}}$	${\displaystyle \sigma _{xy}}$		${\displaystyle \rho _{x}}$	${\displaystyle \rho _{y}}$	${\displaystyle \rho _{z}}$	${\displaystyle \sigma _{m}}$	${\displaystyle m_{r}}$
1	1 N/mm²	2 N/mm²	3 N/mm²	-4 N/mm²	3 N/mm²	-1 N/mm²		1.00%	1.40%	2.00%	-10.65 N/mm²	343 kg/m3
2	-5	2	3	4	3	1		0.00	1.36	1.88	-10.31	253
3	-5	-6	3	4	3	1		0.00	0.00	1.69	-10.15	132
4	-5	-6	-6	4	3	1		0.00	0.00	0.00	-10.44	0
5	1	2	3	-4	-3	-1		0.60	1.00	2.00	-10.58	281
6	1	-2	3	-4	3	2		0.50	0.13	1.80	-10.17	190
7	1	2	3	4	2	-1		0.40	1.00	1.80	-9.36	250
8	2	-2	5	2	-4	6		2.40	0.40	1.40	-15.21	328
9	-3	-7	0	2	-4	6		0.89	0.00	0.57	-14.76	114
10	3	0	10	0	5	0		1.60	0.00	3.00	-10.00	359

Elaborate contour plots for beams, a corbel, a pile cap and a trunnion girder can be found in the dissertation of Reinaldo Chen. ^[6]

Safe approximation

The solution to the optimization problem can be approximated conservatively.

${\displaystyle \rho _{x}f_{y}}$ ≤ ${\displaystyle \sigma _{xx}+|\sigma _{xy}|+|\sigma _{xz}|}$

${\displaystyle \rho _{y}f_{y}}$ ≤ ${\displaystyle \sigma _{yy}+|\sigma _{xy}|+|\sigma _{yz}|}$

${\displaystyle \rho _{z}f_{y}}$ ≤ ${\displaystyle \sigma _{zz}+|\sigma _{xz}|+|\sigma _{yz}|}$

This can be proofed as follows. For this upper bound, the characteristic polynomial of the brittle material stress tensor is

${\displaystyle \lambda ^{3}+2(|\sigma _{yz}|+|\sigma _{xz}|+|\sigma _{xy}|)\lambda ^{2}+3(|\sigma _{xz}\sigma _{xy}|+|\sigma _{yz}\sigma _{xy}|+|\sigma _{yz}\sigma _{xz}|)\lambda +2|\sigma _{yz}\sigma _{xz}\sigma _{xy}|-2\sigma _{yz}\sigma _{xz}\sigma _{xy}}$,

which does not have positive roots, or eigenvalues.

The approximation is easy to remember and can be used to check or replace computation results.

Extension

The above solution can be very useful to design reinforcement; however, it has some practical limitations. The following aspects can be included too, if the problem is solved using convex optimization:

• Multiple stress tensors in one point due to multiple loads on the structure instead of only one stress tensor
• A constraint imposed to crack widths at the surface of the structure
• Shear stress in the crack (aggregate interlock)
• Reinforcement in other directions than x, y and z
• Reinforcing bars that already have been placed in the reinforcement design process
• The whole structure instead of one small material cube in turn
• Large reinforcement ratio's
• Compression reinforcement

Bars in any direction

Reinforcing bars can have other directions than the x, y and z direction. In case of bars in one direction the stress tensor of the brittle material is computed by

${\displaystyle \left[{\begin{matrix}\sigma _{xx}&\sigma _{xy}&\sigma _{xz}\\\sigma _{xy}&\sigma _{yy}&\sigma _{yz}\\\sigma _{xz}&\sigma _{yz}&\sigma _{zz}\\\end{matrix}}\right]-\rho f_{y}\left[{\begin{matrix}\cos ^{2}(\alpha )&\cos(\alpha )\cos(\beta )&\cos(\alpha )\cos(\gamma )\\\cos(\beta )\cos(\alpha )&\cos ^{2}(\beta )&\cos(\beta )\cos(\gamma )\\\cos(\gamma )\cos(\alpha )&\cos(\gamma )\cos(\beta )&\cos ^{2}(\gamma )\\\end{matrix}}\right]}$

where ${\displaystyle \alpha ,\beta ,\gamma }$ are the angles of the bars with the x, y and z axis. Bars in other directions can be added in the same way.

Utilization

Often, builders of reinforced concrete structures know, from experience, where to put reinforcing bars. Computer tools can support this by checking whether proposed reinforcement is sufficient. To this end the tension criterion,

The eigenvalues of ${\displaystyle \left[{\begin{matrix}\sigma _{xx}-\rho _{x}f_{y}&\sigma _{xy}&\sigma _{xz}\\\sigma _{xy}&\sigma _{yy}-\rho _{y}f_{y}&\sigma _{yz}\\\sigma _{xz}&\sigma _{yz}&\sigma _{zz}-\rho _{z}f_{y}\\\end{matrix}}\right]}$ shall be less than or equal to zero.

is rewritten into,

The eigenvalues of ${\displaystyle \left[{\begin{matrix}{\frac {\sigma _{xx}}{\rho _{x}f_{y}}}&{\frac {\sigma _{xy}}{{\sqrt {\rho _{x}\rho _{y}}}f_{y}}}&{\frac {\sigma _{xz}}{{\sqrt {\rho _{x}\rho _{z}}}f_{y}}}\\{\frac {\sigma _{xy}}{{\sqrt {\rho _{x}\rho _{y}}}f_{y}}}&{\frac {\sigma _{yy}}{\rho _{y}f_{y}}}&{\frac {\sigma _{yz}}{{\sqrt {\rho _{y}\rho _{z}}}f_{y}}}\\{\frac {\sigma _{xz}}{{\sqrt {\rho _{x}\rho _{z}}}f_{y}}}&{\frac {\sigma _{yz}}{{\sqrt {\rho _{y}\rho _{z}}}f_{y}}}&{\frac {\sigma _{zz}}{\rho _{z}f_{y}}}\\\end{matrix}}\right]}$ shall be less than or equal to one.

The latter matrix is the utilization tensor. The largest eigenvalue of this tensor is the utilization (unity check), which can be displayed in a contour plot of a structure for all load combinations related to the ultimate limit state.

For example, the stress at some location in a structure is ${\displaystyle \sigma _{xx}}$ = 4 N/mm², ${\displaystyle \sigma _{yy}}$ = -10 N/mm², ${\displaystyle \sigma _{zz}}$ = 3 N/mm², ${\displaystyle \sigma _{yz}}$ = 3 N/mm², ${\displaystyle \sigma _{xz}}$ = -7 N/mm², ${\displaystyle \sigma _{xy}}$ = 1 N/mm². The reinforcement yield stress is ${\displaystyle f_{y}}$ = 500 N/mm². The proposed reinforcement is ${\displaystyle \rho _{x}}$ = 1.4%, ${\displaystyle \rho _{y}}$ = 0.1%, ${\displaystyle \rho _{z}}$ = 1.9%. The eigenvalues of the utilization tensor are -20.11, -0.33 and 1.32. The utilization is 1.32. This shows that the bars are overloaded and 32% more reinforcement is required.

Combined compression and shear failure of the concrete can be checked with the Mohr-Coulomb criterion applied to the eigenvalues of the stress tensor of the brittle material.

${\displaystyle {\frac {\sigma _{1}}{f_{t}}}+{\frac {\sigma _{3}}{f_{c}}}}$ ≤ 1,

where ${\displaystyle \sigma _{1}}$ is the largest principal stress, ${\displaystyle \sigma _{3}}$ is the smallest principal stress, ${\displaystyle f_{c}}$ is the uniaxial compressive strength (negative value) and ${\displaystyle f_{t}}$ is a fictitious tensile strength based on compression and shear experiments.

Cracks in the concrete can be checked by replacing the yield stress ${\displaystyle f_{y}}$ in the utilization tensor by the bar stress at which the maximum crack width occurs. (This bar stress depends also on the bar diameter, the bar spacing and the bar cover.) Clearly, crack widths need checking only at the surface of a structure for stress states due to load combinations related to the serviceability limit state.

See also

• Reinforced concrete
• Solid mechanics
• Structural engineering

References

1. Andreasen B.S., Nielsen M.P., Armiering af beton I det tredimesionale tilfælde, Bygningsstatiske meddelelser, Vol. 5 (1985), No. 2-3, pp. 25-79 (in Danish).
2. Nielsen M.P., Hoang L.C., Limit Analysis and Concrete Plasticity, third edition, CRC Press, 2011.
3. Foster S.J., Marti P., Mojsilovic N., Design of Reinforced Concrete Solids Using Stress Analysis, ACI Structural Journal, Nov.-Dec. 2003, pp. 758-764.
4. Hoogenboom P.C.J., De Boer A., "Computation of reinforcement for solid concrete", Heron, Vol. 53 (2008), No. 4. pp. 247-271.
5. Hoogenboom P.C.J., De Boer A., "Computation of optimal concrete reinforcement in three dimensions", Proceedings of EURO-C 2010, Computational Modelling of Concrete Structures, pp. 639-646, Editors Bicanic et al. Publisher CRC Press, London.
6. Chen R., Design of reinforced concrete structures based on three-dimensional stress fields, dissertation, University of São Paulo, Escola Politécnica, 2024