# Analysis and design of reinforced concrete deep beams using the stress fields method/Analise e dimensionamento de vigas-parede de concreto armado utilizando o metodo dos campos de tensao.

IntroductionThe Strut-and-Tie Method (STM) was mainly developed at the University of Stuttgart, taking into account that a complex region in structural concrete may be idealized as a simple truss, where compressed elements are denominated struts and tensile elements are named ties. In this method, concrete is designed for the forces that act in the struts while reinforcement is designed for the forces that act in the ties, always providing good detail for the development of the reinforcement and adequate level of ductility for the nodal regions. The design of discontinuous regions (D regions) using STM is recommended by the Brazilian structural code (ABNT, 2014) and also by some international codes as Comite Euro-International Du Beton (1993), Canadian Standards Association (CSA, 1994), EHE (2008) and ACI Committee 318 (2014).

Based on the Theory of Plasticity, researchers from Zurich and Copenhagen Universities have developed an alternative method for concrete structures subjected to discontinuities, named Stress Fields Method (SFM). Among the pioneer papers published in this field, the following papers should be highlighted: Drucker (1961), Thurlimann, Grob, and Luchinger (1975), Nielsen, Braestrup, Jensen, and Bach (1978) and Marti (1980). Nowadays, it is worth to mention the papers published by Muttoni, Schwartz, and Thurlimann (1997), Muttoni and Ruiz (2007), Kostic (2006) and Muttoni, Kostic, and Ruiz (2011). The Swiss structural code (Swiss Society of Engineers and Architects, 2003) recommends the SFM for the design of special regions in structural concrete (D Regions).

In conceptual terms, the biggest difference between STM and SFM is the magnitude investigated in each one of them. STM is based on finding the forces applied in each element of the idealized truss whereas SFM is based on finding the stresses acting in discrete area elements. Muttoni and Ruiz (2007) and Souza (2008) have shown that the addition of minimum web reinforcement, which is usually mandatory in deep beams by structural codes, may cause a great distortion of the idealized truss using STM. This issue can be better addressed through the use of Non-Linear Elastic-Plastic Stress Fields (NL-EPSF).

In this way, the NL-EPSF allows a more generic approach adjusted to the practical requirements needed to the concrete structure reinforcement, since it can take into account the stress flow considering the minimum web reinforcement. Figure 1 shows a complex deep beam analyzed using the Jconc software package (based on Elastic-Plastic Stress Fields).

Materials and methods

Deep beam definition

In order to compare the performance of the STM in regarding to the SFM, the deep beam is shown in Figure 2 is investigated. The element's dimensions were proposed to meet the requirements of the item 22.4.1 from the Brazilian Code (ABNT, 2014), i.e., the ratio between the span (l) and the height (h) of the deep beam is maintained under two. The point load [P.sub.k] is defined as the characteristic total load considering dead and live loads.

The design was conducted considering 30 mm for concrete cover and width (b) of 250 mm for the cross section. Concrete characteristic compressive strength ([f.sub.ck]) was selected to be 30 MPa and rebars were chosen to be CA50 ([f.sub.yk] = 500 MPa for the main reinforcement) and CA60 ([f.sub.yk] = 600 MPa for the web reinforcement). Figure 3 shows the elastic stress fields for tension and compression obtained from the Jconc software package.

The approach solution

The Jconc software package was used to develop the elastic stress fields and then to generate a proposal of strut-and-tie model. By the other hand, also using the Jconc software package the NL-EPSF was applied in order to design the deep beam only considering the minimum reinforcement. According to Muttoni and Ruiz (2007), Jconc can be defined as a computational tool that generates the stress fields by means of the Finite Element Method, based on the main assumptions of EPSF. Another situation contemplated in this tool is the nonlinear behavior of structure, i.e., the stress and strain are updated as each increase is applied and concatenated in secant stiffness matrix, based on the constitutive law of each material, using the Newton-Raphson complete algorithm.

The physical nonlinearity of the concrete in Jconc program is based on a small part of the Modified Compression Field Theory (MCFT), proposed by Vecchio and Collins (1986). The assumption takes into account the softening of the concrete struts due to the presence of transversal stresses which is often caused by ties crossing the struts. Therefore, it is possible to conduct a nonlinear analysis through the use of only three material parameters (yielding stress, Poisson's ratio and modulus of elasticity), making this method consistent with structures designer approaches.

Equation 1 takes into account the plastic behavior of the concrete according to Muttoni et al. (1997) as well as the interference of the ties crossing struts based on the work of Vecchio and Collins (1986). The value of [eta] ([[epsilon].sub.j]) in Equation 2 is proposed by Vecchio and Collins (2006) and is mentioned in the Jconc software package as Eta2.

[f.sub.cp] = [f'.sub.c] x [eta]([[epsilon].sub.j]) (1)

([[epsilon].sub.j]) = 1/0.8 + 170. [[epsilon].sub.j] [less than or equal to] 1,0 (2)

The steel behavior according to Muttoni and Ruiz (2007) can be modeled by an uniaxial relationship for stress and strain. The steel response is based on the strength yielding stress ([f.sub.y]) and the modulus of elasticity ([E.sub.s]).Further, the constitutive model can be increased to take into account the hardening of the steel as shown in Figure 4.

Results

Strut-and-Tie Model

Based in Figure 3 it is possible to propose a strut-and-tie model in order to design the presented deep beam. Figure 5 is a superposition of the proposed strut-and-tie model with regarding to the relative linear elastic stresses obtained using the Jconc software package.

The designs and verifications were based on the item 22.3 from the ABNT (2014). The ties were designed in order to reach the yielding design stress in the ultimate (ULS-Ultimate Limit State) before the failure of struts and nodes (ductile behavior). Therefore, it is possible to design and detail the reinforcement of the structure under study, adding the minimum web established on the item 22.4.4.3 from ABNT (2014). Figure 6 shows the reinforcement detailed for the studied deep beam according to the Strut-and-Tie Method.

Simple beam model

The proposed deep beam was also investigated as a simple beam, despite the fact that element is clearly a D-Region as a whole. For the longitudinal reinforcement, simple beam model equations were used and for the transverse reinforcement, Model I recommended by ABNT (2014) was selected. Figure 7 shows the deep beam detailing according to the beam approach.

Non-Linear Elastic-Plastic Stress Fields (NL-EPSF)

The objective of this topic is to present the procedures used to design the proposed deep beam according to the SFM using the Jconc software package. As the minimum web reinforcement is mandatory in structural codes in order to improve the concrete cracking behavior, the proposed deep beam was also investigated considering only this type of reinforcement. Based on this model it was possible to estimate the real steel area needed in the tensile region of the deep beam.

According to Muttoni, Schawartz, and Thurlimann (2006), reinforced concrete structures are internally hyperstatic and the internal forces acting on each element directly depends on the rigidity of it. In other words, analyzing two similar structures with the same load level, the one with more reinforcement bars will demand more internal forces.

Therefore, to design the main tie of the studied deep beam it is necessary to find out the variation of the tensile force as the reinforcement tie area is increased. In order to start this investigation, the point load acting in the deep beam was increased until 504.35 kN, a load level before the yielding of the minimum web reinforcement and related to the service limit state (SLS). This load level was sustained and the main tie reinforcement area was increased in order to analyze the variation in the tie force as shown in Figure 8. As it can be seen, the relationship between the main tie area and force is non-linear.

Based on the fact that a ductile behavior is desired for the deep beam in the ultimate limit state (ULS), the yielding of the reinforcement must be reached before the occurrence of the concrete failure. Assuming this fact, the design yielding ([f.sub.yd]) of the main tie must be reached when the design load of the deep beam ([P.sub.d]) is attained. In this way, using a simple linear relationship, it is possible to estimate the force that the tie ([mathematical expression not reproducible]) would absorb (Equation 3):

[mathematical expression not reproducible] (3)

Equation 4, which is a linear relationship to estimate the main reinforcement area of a simple strut-and-tie model according to the ABNT (2014) is then combined with Equation 3 in order to obtain Equation 5:

[A.sub.s] = [F.sub.sd]/[f.sub.yd] (4)

[mathematical expression not reproducible] (5)

Consequently, the ideal value for the tie area will be the meeting point between the nonlinear relationship of Figure 8 and the linear relationship of the Equation 5, As it can be seen in Figure 9. In other words, the dashed line may be assumed as the loading condition of the main tie while the filled line may be understood as the strength of the main tie of the deep beam. If the curves do not touch each other the tensile force absorbed by the tie will not be realistic, neither the main reinforcement tie area.

Therefore, according to the NL-EPSF numeric model, the steel area in the tie's region must be 7.73 [cm.sup.2] (10 [phi] 10 mm). In order to verify the ULS, the main tie of the deep beam was updated to the previous amount area and the minimum web reinforcement was kept with the same values. Therefore, the deep beam was re-analyzed for the design load of [P.sub.d] = 1260 kN considering the design values for the materials and the stress in the main tie was monitored.

If the stress in the main tie is immediately under [f.sup.yd] = 434.78 MPa, then the selected reinforcement area for the main tie will satisfy the ULS, observing that concrete stresses must be maintained under the prescribed limits recommended by the codes (condition for ductile behavior).

Once this fact was not verified, the main tie reinforcement was again increased. As a result, the arrange of the bars was changed from 10 [phi] 10 mm to 11 [phi] 10 mm, as shown in Figure 10.The simulation after this reinforcement update shows that the solution is able to attend the ULS. As it can be seen, the proposed methodology is a shortcut to design the main reinforcement of deep beams using the NL-EPSF. However, an incremental procedure for the main reinforcement area and for the point load could also be used to obtain the same reinforcement.

Discussion

In order to compare the methods and the influence of the minimum web reinforcement on the behavior of the deep beams, the performance of the presented models were compared. The Jconc software package was applied to investigate the proposed deep beam reinforced only with the main ties (STM approach) and also reinforced with the main ties plus the minimum web reinforcement (STM and SFM approaches), as shown in Table 1.

Table 1 offers some results comparison of the three investigated models regarding to the struts. It is possible to notice that Eta2 is different from unity in the model that does not have the minimum web reinforcement. In this case, it is possible to identify that the presence of minimum web improves considerably the behavior of the struts under compressive strength.

Figure 11 shows results of relative stresses extracted from Jconc. The relative stress is presented in grayscale and as it becomes darker, closer is the solicitation stress to the strength stress. Although the reinforcement will not be reviewed in this topic, it is important to mention that the thickness of horizontal lines is proportional to the tie stress.

Figure 12 shows the same relative stresses obtained using Jconc, however, the results are presented for an applied point loads that induce the concrete failure. In the middle of each model it is shown the load level of each model. In Figure 11 as well as in Figure 12, it is possible to observe the formation of bottle struts which have the minimum web, while prismatic struts are shown in the model without the minimum web reinforcement. In other words, concrete struts are penalized by the absence of the minimum web reinforcement and this fact may be proved by the appearance of dark elements in Figure 12a, which are greater than Figure 12b and c.

Table 2 shows that the model without minimum web reinforcement has Eta2 inferior to one, consequently the strength is smaller in this model than the others. Also, it is possible to check that the load capacity of the deep beams designed by the same method (STM), is increased from 1347.10 to 2000 kN when the minimum web reinforcement is added.

Muttoni et al. (2006) indicate a relationship between the load that causes the first yielding and the one that causes the failure ([Q.sub.y] [Q.sub.R.sup.-1]). The same author recommends that this relationship should be less than 1 [[gamma].sup.-1] as shown in Equation 6, considering [gamma] as the safety factor. Table 3 shows a comparison of the results for each method considering Equation 6.

[Q.sub.y]/[Q.sub.R] [less than or equal to] 1/[gamma] (6)

The ratios of Qy/QR from the studied models are shown in Table 3. Therefore, for the presented deep beam designed only with the main ties according to the STM, this ratio could not even be calculated. The concrete has reached the ultimate compressive strength before the steel started to yield, consequently, that value would be higher than one. However, for the same method, but now considering the minimum web reinforcement, the [gamma] factor is equal to 1,053. For the model designed by the NL-EPSF, the value is equal to 1,138. Then, it is possible to conclude that the last model has proven to be safer in terms of ductility than the others.

The last statement can also be checked through the load versus displacement behavior shown in Figure 13. The curve used to represent the model designed by the STM only with the main tie does not show a yielding baseline. On the other hand, the curve of the model which was designed by the STM with the minimum web reinforcement and the main tie is better in terms of vertical displacement and ultimate load.

The curve that represents the model designed by the NL-EPSF approach(SFM--web + tie) has similar behavior to that one from the deep beam reinforced only with the main tie (STM-Tie). The compressive limit strength for struts and nodal regions are presented in chapter 22.3.2 of the ABNT (2014). The curves presented in Figure 14 compare the recommended values of the Brazilian structural code with the values of Eta2 (NL-EPSF) obtained from the numerical analysis using Jconc.

Analyzing the results of Figure 14 it is possible to identify that the values of Eta2 taking into account the failure loads are very close to the limit strength ([f.sub.cd1]/[f.sub.cd] = 0.748) recommended by the Brazilian code. However, the strength value recommended by the ABNT (2014) for struts crossed by one tie is [f.sub.cd3]/[f.sub.cd] = 0.633. In summary, the values, which penalize the concrete strength in struts, obtained through NL-EPSF, is less conservative than the values recommended by the Brazilian structural code.

The purpose of Table 4 is to compare the amount of steel used in each investigated model, assuming that the model designed by STM only with the main tie is not relevant for the comparisons. Therefore, only the results according to the STM with the minimum web reinforcement and the main tie, the simple beam model and the NL-EPSF model will be compared. The values obtained by the STM modeled with the main tie and the minimum web reinforcement are considered as the reference. Thus, the positive values refer to a larger use of reinforcement while negative values mean an economy of reinforcement when compared to the reference model.

The amount of tie in the simple beam model is identical to this value on the STM model. For the horizontal reinforcement, the simple beam model used 60.61% more steel than the reinforcement provided in the STM model. For the vertical reinforcement, the relationship of steel amount between simple beam model and STM was of 17.78%. In general, the simple beam model demanded 20.20% more reinforcement than the STM model.

The value -26,67% refers to the difference between the STM model and the NL-EPSF model, comparing just the quantity of steel used on the main tie. Considering this fact, the NL-EPSF method were efficient in the design of the main ties, by the material economy point of view. The -12,15% value refers to the relative difference of all reinforcement used to build the global deep beam, i.e., the NL-EPSF model for this case is more economical than the STM model.

Conclusion

It is possible to conclude that the SFM combined with a nonlinear software package (Jconc) provides conditions for taking into account the minimum web reinforcement (usually mandatory in the structural codes) during the design stage of deep beams.

Considering that the minimum web reinforcement is not considered in the design process using the STM model, i.e., the minimum web reinforcement is normally included in the final design in order to just satisfy the structural codes, important distortions may arise in the idealized truss model. In this way, the approach considering the minimum reinforcement and numerical analysis using the SFM may be considered more realistic and provides a more economical design of the main tie when compared to the STM approach.

Doi: 10.4025/actascitechnol.v39i0.28409

References

ACI Committee 318. (2014). Building code requirements for structural concrete (ACI 318-2014) and commentary. Detroit, MI: ACI Committee 318.

Associacao Brasileira de Normas Tecnicas. (2014). NBR 6118--Projeto de estruturas de concreto--Procedimento. Rio de Janeiro, RJ: ABNT.

Canadian Standards Association. (1994). CSA StandardA23.3-94--Design of concrete structures. Rexdale, CA: CSA.

Comite Euro-International Du Beton. (1993). CEB-FIP Model Code 1990. London, UK: Comite Euro-International Du Beton.

Drucker, D. C. (1961). On structural concrete and the theorems of limit analysis. International Association for Bridge and Structural Engineering, 21 (1), 49-59.

EHE. (2008). Instruccion de hormigon estructural. Norma Espanhola. Madrid, ES: EHE.

Kostic, N., & Muttoni, A. (2006). Computer-based development of stress fields. 6th International PhD Symposium in Civil Engineering, 6(15), 85-86

Marti, P. (1980). On the plastic analysis of reinforced concrete. Institut fur Baustatik und Konstruction, (104), 180-230.

Muttoni, A., Schwartz, J., & Thurlimann, B. (1997). Design of concrete structures with stress fields. Boston, MA; Berlin, DE; Basel, SW: Birkhauser.

Muttoni, A., & Ruiz, M. F. (2007). On development of suitable stress fields for structural concrete. ACI Structural Journal, 104(4), p. 495-502.

Muttoni, A., Kostic, N., & Ruiz, M. F. (2011). Champs de contraintes et methode des Bielles-et-Tirants--Application dans la conception et le dimensionnement des strcutures en

Beton Arme. Lausanne: Ecole Polytechnique Federale de Lausanne,.

Muttoni, A., Schawartz, J., & Thurlimann, B. (2006). Dimensionamiento y concepcion de estructuras en hormigon armado mediante campos de tensiones. Lausanne, CH: Ecole Polytechnique Federale de Lausanne.

Nielsen, M., Braestrup, M. V., Jensen, B. B., & Bach, F. (1978). Concrete plasticity, beam shear--shear in joints--punching shear. Danish Society for Structural Science and Engineering, 2 (spe.), 15-78.

Souza, R. A. (2008). Factors affecting strength of elements designed using Strut-and-Tie Models. ACI Structural Journal, 26(105), 232-233.

Swiss Society of Engineers and Architects. (2003). Schweizer norm. SIA 262:2003 concrete structures. Zurich, CH: Swiss Society of Engineers and Architects.

Thurlimann, B., Grob, J., & Luchinger, P. (1975). Torsion, biegung und schub in Stahlbetontragern. Zurich, CH: Institut fur Baustatik und Konstruktion.

Vecchio, F. J., & Collins, M. P. (1986). The modified compression-field theory for reinforced concrete elements subjected to shear. ACI Structural Journal, 83(22), 219-231.

Vecchio, F. J., & Collins, M. P. (2006). Simplified modified compression field theory for calculating shear strength of reinforced concrete elements. ACI Structural Journal, 103(S65), 614-624.

Received on July 2, 2015.

Accepted on September 9, 2016.

Marcos Vinicius Gil Silveira and Rafael Alves de Souza *

Departamento de Engenharia Civil, Universidade Estadual de Maringa, Avenida Colombo, 5790, 87020-900, Maringa, Parana, Brazil. * Author for correspondence. E-mail: silveiramvg@hotmail.com

Caption: Figure 1. Stress fields for deep beam with hole using the Jconc software package. Source: Muttoni and Ruiz (2007).

Caption: Figure 2. Investigated deep beam.

Caption: Figure 3. Elastic stress fields for (a) tension and (b) compression.

Caption: Figure 4. Elastic-plastic behavior of the steel rebar with hardening. Source: Muttoni and Ruiz (2007).

Caption: Figure 5. Strut-and-tie model overlapped to the elastic stress fields.

Caption: Figure 6. Detailing of the proposed deep beam according to the STM.

Caption: Figure 7. Detailing of the proposed deep beam according to the classic beam model.

Caption: Figure 9. Tie force versus reinforcement tie area according to Jconc and ABNT (2014).

Caption: Figure 10. Detailing of the proposed deep beam according to SFM.

Caption: Figure 11. Relative stress to load of 1260 kN, a) STM (tie), b) STM (web + tie), c) EPSF (web + tie).

Caption: Figure 12. Relative stress when concrete reaches failure a) STM (tie), b) STM (web + tie), c) EPSF (web + tie).

Caption: Figure 13. Diagram load versus displacement for the investigated models.

Caption: Figure 14. Diagram eta2 versus point load for the investigated models.

Table 1. Results of struts in each model for a design load of 1260 kN. Model Strain ([per Strut Strength Eta2 thousand]) Stress Stress (MPa) (MPa) STM (tie) -2,37 -14,53 14,61 0,487 STM (web + tie) -0,83 -30,00 30,00 1,000 SFM (web + tie) -1,49 -29,98 30,00 1,000 Table 2. Results for the struts when concrete reaches its capacity. Model Load (kN) Strut Strength Eta2 t Stress Stress (MPa) (MPa) STM (tie) 1347,10 -11,20 11,34 0,378 STM (web + tie) 2000,00 -29,90 30,00 1,000 SFM (web + tie) 1660,00 -29,90 30,00 1,000 Table 3. Comparison between models in notorious loads. Notorious Loads STM (tie) STM (WEB + Tie) [[epsilon].sub.c2] = Struts -- -- 2,0[per thousand] plastic [[epsilon].sub.cu] = level -- -- 3,5[per thousand] struts rupture strain -- -- -- -- -- -- -- -- -- -- [[epsilon].sub Struts .c2] = 2,0% plastic level -- -- -- -- -- -- [[epsilon].sub Steel .aco] = 2,38% yielding -- -- [[epsilon].sub struts rupture .cu] = 3,5% strain [Q.sub.v]/ [Q.sub.v]/[Q.sub.R] = 0,95 [Q.sub.R] [right arrow] [gamma] = 1,053 = -- Notorious Loads STM (tie) SFM (WEB + Tie) [[epsilon].sub.c2] = Struts -- -- 2,0[per thousand] plastic [[epsilon].sub.cu] = level -- -- 3,5[per thousand] struts rupture strain -- -- [[epsilon].sub. Struts c2] = 2,0% plastic level -- -- [[epsilon].sub. Steel yielding aco] = 2,38% -- -- -- -- -- -- [[epsilon]. struts rupture sub.cu] = 3,5% strain -- -- -- -- -- -- -- -- [Q.sub.v]/ [Q.sub.v]/[Q.sub.R] = 0,879 [Q.sub.R] [right arrow] [gamma] = 1,138 = -- Notorious Loads STM (tie) kN [[epsilon].sub.c2] = Struts 1.150,00 2,0[per thousand] plastic [[epsilon].sub.cu] = level 1.347,10 3,5[per thousand] struts rupture strain -- -- 1.400,00 -- -- 1.459,70 -- -- 1.600,00 -- -- 1.660,00 -- -- 1.900,00 -- -- 2.000,00 [Q.sub.v]/ [Q.sub.R] = -- Table 4. Reinforcement comparisons for the investigated deep beam. Steel Position Diameter Amount Length Type (mm) (bars) (cm) Strut-and-Tie Model (STM) CA60 Hor. Dist. 5 15 634 Vert. Dist. 5 30 386 CA50 Tie 10 15 294 Total Simple Beam Model CA60 Hor. Dist. 6,3 15 634 Vert. Dist. 6,3 22 386 CA50 Tie 10 15 294 Total Non-Linear Elastic-Plastic Stress Fields Model CA60 Hor. Dist. 5 15 634 Vert. Dist. 5 30 386 CA50 Tie 10 11 294 Total Steel Position Total Total Relative Type Length (kg) Difference (cm) Strut-and-Tie Model (STM) CA60 Hor. Dist. 9510,0 1450,70 0,00% Vert. Dist. 11580,0 1766,47 0,00% CA50 Tie 4410,0 2691,62 0,00% 5908,80 0,00% Simple Beam Model CA60 Hor. Dist. 9510,0 2329,95 60,61% Vert. Dist. 8492,0 2080,54 17,78% CA50 Tie 4410,0 2691,62 0,00% 7102,11 20,20% Non-Linear Elastic-Plastic Stress Fields Model CA60 Hor. Dist. 9510,0 1450,70 0,00% Vert. Dist. 11580,0 1766,47 0,00% CA50 Tie 3234,0 1973,86 -26,67% 5191,03 -12,15% Figure 8. As it can be seen, the relationship between the main tie area and force is non-linear. Applied load (kN) Tie's force (kN) Tie's cross-section ([cm.sup.2]) 504.35 75.00 1.57 504.35 103.00 3.14 504.35 110.00 3.93 504.35 117.00 4.71 504.35 127.00 6.28 504.35 139.00 9.42 504.35 147.00 12.57

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Title Annotation: | texto en ingles |
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Author: | Silveira, Marcos Vinicius Gil; de Souza, Rafael Alves |

Publication: | Acta Scientiarum. Technology (UEM) |

Date: | Dec 1, 2017 |

Words: | 4223 |

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