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2022. 18(6). 564-572 Строительная механика инженерных конструкций и сооружений Structural Mechanics of Engineering Constructions and Buildings
ISSN 1815-5235 (Print), 2587-8700 (Online)
http://journals.rudn.ru/structural-mechanics
DOI 10.22363/1815-5235-2022-18-6-564-572 UDC 624.012
RESEARCH ARTICLE / НАУЧНАЯ СТАТЬЯ
Stability exposure of building structural systems under environmental damage
Sergey Yu. Savin , Natalia V. Fedorova
National Research Moscow State University of Civil Engineering, Moscow, Russian Federation ^ [email protected]
Article history
Received: August 12, 2022 Revised: November 14, 2022 Accepted: November 20, 2022
For citation
Savin S.Yu., Fedorova N.V. Stability exposure of building structural systems under environmental damage. Structural Mechanics of Engineering Constructions and Buildings. 2022; 18(6):564-572. http://doi.org/10.22363/1815-5235-2022-18-6-564-572
Abstract. Environmental impacts on reinforced concrete structures may cause a decrease of in resource of their robustness under design and unforeseen actions. The research in this field mainly focusses on investigation of the behavior of bending elements as eccentrically compressed and damaged by corrosion reinforced concrete elements such as columns require more intensive investigation. Thus, the study has the purpose to assess the influence of the depth of corrosion on the bearing capacity of eccentrically compressed reinforced concrete columns of building frames, as well as to evaluate the time for exhaustion of load capacity. The phenomenological model, which was proposed by V.M. Bon-darenko, has been adopted in order to account long-term processes of corrosion damage. The study established an increase in the depth of corrosion damage leads to a decrease in the bearing capacity of eccentrically compressed reinforced concrete columns since the effective cross-sectional depth decreases which makes column more flexible. The relative cross-sectional depth lost strength resistance resource due to corrosion varies depending on the current stress-strain state of the reinforced concrete column that is adaptation mechanism of the structure to long-term actions. The exposure of building structural systems under environmental damage depends significantly on the parameters of the action as well as the stress-strain state of the structural element. The paper established that it may differ by several times depending on avalanche or clogging damage scenario.
Keywords: reinforced concrete, column, corrosion, load capacity, exposure, slender-ness ratio
Экспозиция устойчивости длительно нагруженных конструктивных систем зданий при средовом повреждении
С.Ю. Савин , Н.В. Федорова
Национальный исследовательский Московский государственный строительный университет, Москва, Российская Федерация ^ [email protected]
История статьи
Поступила в редакцию: 12 августа 2022 г. Доработана: 14 ноября 2022 г. Принята к публикации: 20 ноября 2022 г.
Аннотация. Ряд аварий, произошедших в последние годы с объектами капитального строительства, показывает, что средовые воздействия на железобетонные конструктивные системы приводят с течением времени к снижению ресурса их силового сопротивления при особых аварийных воз-
Sergey Yu. Savin, Candidate of Technical Sciences, Associate Professor, Associate Professor of the Department of Reinforced Concrete and Masonry Structures, National Research Moscow State University of Civil Engineering, 26 Yaroslavskoye Shosse, Moscow, 129337, Russian Federation; ORCID: 0000-0002-6697-3388, Scopus Author ID: 57052453700, ResearcherlD: M-8375-2016, eLIBRARY SPIN-code: 1301-4838; [email protected] Natalia V. Fedorova, Doctor of Technical Sciences, Professor, Director of the branch of National Research Moscow State University of Civil Engineering in Mytishchi, Head of the Department of Architectural and Construction Design, National Research Moscow State University of Civil Engineering, 26 Yaroslavskoye Shosse, Moscow, 129337, Russian Federation; ORCID: 0000-0002-5392-9150, Scopus Author ID: 57196437054, ResearcherID: 0-81192015, eLIBRARY SPIN-code: 3365-8320; [email protected]
Савин Сергей Юрьевич, кандидат технических наук, доцент, доцент кафедры железобетонных и каменных конструкций, Национальный исследовательский Московский государственный строительный университет, Российская Федерация, 129337, Москва, Ярославское шоссе, д. 26; ORCID: 0000-0002-6697-3388, Scopus Author ID: 57052453700, ResearcherID: M-8375-2016, eLIBRARY SPIN-код: 1301-4838; [email protected] Федорова Наталия Витальевна, доктор технических наук, профессор, директор филиала НИУ МГСУ в г. Мытищи, заведующая кафедрой архитектурно-строительного проектирования, Национальный исследовательский Московский государственный строительный университет, Российская Федерация, 129337, Москва, Ярославское шоссе, д. 26; ORCID: 0000-0002-5392-9150, Scopus Author ID: 57196437054, ResearcherID: 0-8119-2015, eLIBRARY SPIN-код: 3365-8320; [email protected]
© Savin S.Yu.. Fedorova N.V.. 2022
I This work is licensed under a Creative Commons Attribution 4.0 International License https://creativecommons.Org/licenses/by-nc/4.0/legalcode
Савин С.Ю., Федорова Н.В. Экспозиция устойчивости длительно нагруженных конструктивных систем зданий при сре-довом повреждении // Строительная механика инженерных конструкций и сооружений. 2022. Т. 18. № 6. С. 564-572. http://doi.org/10.22363/1815-5235-2022-18-6-564-572
Для цитирования
действиях. При этом представленные в научной литературе результаты исследований по данному вопросу преимущественно относятся к изгибаемым элементам, в то время как применительно к внецентренно сжатым коррозионно повреждаемым железобетонным элементам рассмотрены либо частные аспекты силового сопротивления в условиях контакта конструкций с агрессивными средами, либо полученные расчетные зависимости достаточно сложные для их практического применения. В связи с этим цель исследования - оценить влияние глубины продвижения фронта коррозии на несущую способность внецентренно сжатых железобетонных элементов конструктивных систем зданий и сооружений, а также спрогнозировать время исчерпания несущей способности. Для учета длительных неравновесных процессов коррозионного повреждения использована феноменологическая модель В.М. Бондаренко. Установлено, что рост глубины коррозионного повреждения приводит к снижению несущей способности внецентренно сжатых железобетонных элементов вследствие уменьшения эффективной рабочей высоты сечения и увеличения их гибкости. При этом относительная глубина разрушенного слоя, не учитываемого в расчете, меняется в зависимости от текущего напряженно-деформированного состояния, реализуя механизм приспособления конструкции к меняющимся во времени параметрам воздействий. Время достижения критической глубины коррозионного повреждения существенно зависит от параметров средовых воздействий и напряженно-деформированного состояния элемента и может отличаться в несколько раз при реализации траекторий лавинного или кольматационного повреждения.
Ключевые слова: железобетон, колонна, коррозия, несущая способность, экспозиция,гибкость
Introduction
Structural systems of buildings and structures during their service life are subject to the action of combinations of force and environmental factors. The latter one considers exposure to high or extremely low temperatures, aggressive media action. With regard to reinforced concrete structural systems, environmental impact factors can lead to degradation of the mechanical characteristics of cross sections, a decrease in the adhesion resistance between reinforcement and concrete. The result of this may be the exhaustion of the bearing capacity of individual load-bearing elements and, as a result, the complete or partial collapse of the building's load-bearing system, as happened in the case of a partial collapse of the building of a residential complex in Surfside [1] or the collapse of the pavement structure of the Basmanny market [2]. In this regard, an urgent problem is the prediction of changes in the parameters of the survivability of reinforced concrete structural systems of buildings during the evolutionary accumulation of environmental damage in them.
The studies presented in the scientific literature on the problem of the force resistance of reinforced concrete structural elements under conditions of their contact with aggressive media can be conditionally separated into two groups: a) studies of the effect of corrosion damage of longitudinal and transverse working reinforcement on the force resistance of elements [3-12]; b) studies of degradation processes in concrete under various types and concentrations of aggressive media, the shape and size of samples, stress-strain state, etc. [13-18]. However, it is appropriate to note that the degradation processes of concrete and reinforcing steel, as a rule, occur in load-bearing elements at the same time and should be taken into account jointly when assessing the exposure of the survivability of a structural system, following the terminology [3; 7; 19].
Given the large number of factors affecting the development of non-equilibrium processes in reinforced concrete elements exposed to aggressive media, as well as the largely random nature of the change in the parameters of impacts over time, for practical purposes, they often resort to the use of phenomenological degradation functions [6; 8; 12]. The studies presented in the scientific literature on this problem mainly cover the issues of resistance of bent reinforced concrete elements [6; 10; 12; 18; 20]. For eccentrically compressed elements, the evaluation of their load-bearing capacity is complicated by the influence of the phenomenon of buckling, changes in stiffness and eccentricities of the application of longitudinal force overtime due to the accumulation of corrosion damage. In this regard, the results of research in this area mainly cover particular aspects of force resistance under conditions of contact of structures with aggressive media [15; 17] or lead to calculated dependences that are quite complex for their practical application [3].
Therefore, the presented study was aimed to assess the effect of the depth of corrosion front advancement on the bearing capacity of the structural system of reinforced concrete frames of buildings in case of corrosion damage to eccentrically compressed columns, as well as to predict the exposure of stability which is the time of operation under conditions of force and environmental impact until the load bearing capacity is exhausted.
Methods
Let us use the hypothesis of the constant change in the parameters of the force resistance of corrosion-damaged concrete [6; 7] (Figure 1, a):
R
b(bt)
-bljbtiy £Ö2(Öt2)
(1)
where Rb(bt), Eb, Sb2(bt2) is the design compressive (tensile) resistance, initial modulus of elasticity, ultimate compressive (tensile) strain of concrete without corrosion damage; ^(¿^(O, £^or(t), £b2(bt2) (0 are the same for corrosion-damaged concrete with duration of exposure to an aggressive environment t.
I-I
RAJ'Yx-S)
► RA®,
to I
u, o
lif
to
«WV «Mr
degradation functions
Figure 1. Design scheme of an eccentrically compressed corrosion-damaged reinforced concrete element: a - cross-sectional design scheme; b - a general view of the degradation function for the concrete layer damaged with corrosion
The change in the parameters of the force resistance along the depth of the corrosion-damaged layer of concrete, we accept an empirically established degradation function of the form (Figure 1, b) [6; 21]:
K(z) = £ aizi.
(2)
Taking into account the above assumptions, the bearing capacity of an eccentrically compressed corrosion-damaged element of a rectangular element is determined by the expressions: - for x > S:
(Ne0n)uit = Rb - for x< S:
bcai:-.i(5- Zd)k(h0 -8 + zc.ul) + b™2(.x-8)(h0-
x + 8
N
+ (RscA'su>'s~2)(h0-a'y, (3)
(Ne0n)ult = Rbbca%1(x- zd)k(h0 -x + zcXil) + (RscA'sm's - 2) (h0 -a').
(4)
In expressions (3), (4) n = 1 / (1 - N / Ncr) is the coefficient that takes into account the effect of buckling, which can be determined in accordance with the current regulatory documents1; N, Ncr are the calculated value of
b
a
1 SP 63.13330.2018. Concrete and reinforced concrete structures. General provisions. (In Russ.) Available from: https://docs.cntd.ru/document/554403082 (accessed: 20.06.2022); BS EN 1992-1-1. Eurocode 2. Design of concrete structures. Part 1—1. General rules and rules for buildings. British Standards Institution; 2004. Available from: https://www.phd.eng.br/wp-content/uploads/2015/12/en.1992.1.1.2004.pdf (accessed: 20.06.2022).
the longitudinal force, determined by the static calculation of the carrier system for the main combination of loads, and the value of the conditional critical force in the event of buckling; Rb, Rsc, Rs are design resistance of concrete to compression, reinforcing steel to compression and tension respectively; , A's are the area of ten-sioned (least compressed) and compressed longitudinal reinforcement; ho is the working depth of the section; S is the depth of corrosion damage of the element; , are coefficients that take into account the reduction in the effective cross section of bars of longitudinal tension and compression reinforcement and (or) the reduction in adhesion resistance due to corrosion damage to reinforcement and concrete; i, are the average reduced width of the cross section within the depth of the corrosion-damaged layer S and within the range from S to (x - S) respectively, determined from the expression:
Kv,1(2) =b - 25m ¡1-JLJ K(z)dz k is the reduction factor for the area of the corrosion-damaged part of the section, determined from the expression:
S-zd
k = -- f K(z)dz;
5-zd J o
x is the height of the compressed zone of the section, determined at x < xr by the formula
i N + RsAs^s-RscA's^'s-Rbbca'^^1(5-zd)k
X = 5 A----;
Kb°av,2
- for x > xR by formula
N + RsAsus±±J£-RscA'su's -R.b^S- zd)k x = 5 +-^-^-,
D hCOT ±
Wav, 2+ho(1_^)
where zd is the thickness of the corrosion-damaged layer, counted from the most compressed face, for which the condition s < ZbrK(zd) is not satisfied, i.e., it lost resource of force resistance.
The limiting value of the height of the compressed zone xr of the corrosion-damaged section with a two-line approximation of the state diagram of concrete is determined from the expression:
_ a(h0 -zd) xB —
S;(fc)
bs,el
ib2^izd)
where a is determined depending on the deformation at a depth S of a corrosion-damaged element by the formula:
- for e(5) > £M,red:
a_ 1 £bl,red
2Eb2K(zd) '
- for (5) < £ftl,red a=0.5.
When determining the conditional critical force, the stiffness of the reduced corrosion-damaged section in the first approximation will be determined by the formula
h
~n~zC.t.
( h ^ h ^ \ £red,cor = J b(z)K(z)z2dz + ksEslAs^s(2 + zct-aj +A'su's ~zc.t -a'^ j,
h
~2~zc.t.
where kb, ks are the coefficients according to SP 63.13330.2018, EN 1992-1-1, taking into account the physical non-linearity of concrete and reinforcement deformation; zc t is the displacement of the geometric center of gravity of a corrosion-damaged section relative to the center of gravity of the same section, which is not exposed to an aggressive environment.
The displacement of the geometric center of gravity zc t leads to an increase in the eccentricity of the application of the longitudinal force, so it should be added to the calculated eccentricity obtained for the element without corrosion damage.
To assess the exposure of the survivability of the structural system of reinforced concrete frames of buildings in case of corrosion damage to the columns, which is determined by the time of exhaustion of the bearing capacity, we used the phenomenological model of V.M. Bondarenko [7], according to which the depth of corrosion damage of a structural element for time t can be found from the expression
8(t,t0) = 8(œ,t0){l-
a(1-m)(t- t0) + 1 1 -
Sjto.to)
8(<x>, t0)
l-m
l-m
(5)
where t, to are the current time and the start time of the observation; S(®, to ) is the limiting depth of corrosion damage with the established parameters of the aggressive environment, the shape and material of the structural element, as well as the stress-strain state (Figure 2); S(to, to ) is the depth of corrosion damage at the time of the start of observation (if the start of observation coincides with the beginning of exposure to an aggressive environment, then S(to, to) = o); a, m are empirically set parameters (Figure 2).
From (5) we find the time tcr to reach the critical depth of corrosion damage and, accordingly, the exhaustion of the resource of the power resistance of the element of the reinforced concrete carrier system:
trr tfi —
a(1—m)
1 -
^cr(^cr'^o)
ÔO, t0)
l-m
-11-
8(t0,t0) S(œ, t0)
l-m
(6)
Results and discussion
Let us evaluate the change in the parameters of the force resistance of a column with a section of 4oo*4oo mm of a reinforced concrete frame of a multistory building exposed to an aggressive environment along all four faces. Column construction materials: class B3o concrete (normative resistance of concrete to axial compression Rb,n = 22 MPa, Eb = 32 5oo MPa), longitudinal working reinforcement -4032 A5oo (Rs,n = Rsc,n = 5oo MPa, Es = 2ooooo MPa ), a = a' = 5o mm. By varying the parameters of the depth of corrosion damage S(t,to); the thickness of the corrosion-damaged layer zd, which has exhausted the resource of force resistance, and the flexibility of the element we determine the boundaries of the areas of the bearing capacity of such elements in the coordinate axes N - M, corresponding to a special limiting state2. At the same time, when constructing diagrams N - M, in order to take into account the effect of flexibility of reinforced concrete corrosion-damaged elements on their bearing capacity, we divide the right and left parts of expressions (3) and (4) by the coefficient of influence of buckling n. Diagrams of the bearing capacity of eccentrically compressed corrosion-damaged reinforced concrete elements in the coordinate axes N - M are shown in Figures 2-3.
Analysis of diagrams in Figure 2 indicates that with an increase in the depth of corrosion damage, a decrease in the bearing capacity occurs due to a decrease in the effective working height of the section and the flexibility of the element. Thus, with flexibility Xh = 8 and an established relative depth of the destroyed layer Zd/S = o.8 for a relative depth of corrosion damage S/ho = o.2, the limiting value of the longitudinal force decreases by 11.4%, and the limiting bending moment by 21.o% compared to an element undamaged by corrosion. In this case, the limiting moment for bending elements (N = o) decreases only when the longitudinal reinforcement bars are within the corrosion-damaged layer S (Figure 2 at S/ho = o.15, o.2) and their effective area decreases cross section, as well as reduced adhesion resistance. It should be noted that a decrease in the relative depth of the damaged layer introduced into the calculation leads to an increase in the limiting value of the longi-
2 BS EN 1992-1-1. Eurocode 2. Design of concrete structures. Part 1—1. General rules and rules for buildings. British Standards Institution; 2004. Available from: https://ww.pM.eng.br/wp-content/uploads/2015/12/en.1992.L1.2004.pdf (accessed: 20.06.2022).
tudinal force for a fixed relative depth of corrosion damage S/ho, which is associated with the redistribution of forces on the sections of the section not damaged by corrosion in elements with random and small eccentricities of the longitudinal force. At the same time, there is a downward shift of the limiting bending moment point in the diagram, which is due to a decrease in the limiting compressive strains ££°(bt2) (0. It is pertinent to note that the relative depth of the destroyed layer zraz/S, taken fixed when plotting the diagrams in Figure 2, in fact, will change during loading of a structural element, realizing the mechanism of adaptation of the structure, therefore, to fully take into account the reserves of the bearing capacity, one should use the envelope of the N - M diagram constructed at a fixed value of the relative depth of corrosion damage S/ho and a variable value of the relative depth of the destroyed layer zraz/S.
c
d
Figure 2. M- N interaction diagrams for corrosion-damaged eccentrically compressed reinforced concrete elements with slenderness ratio Xh = 8 depending on the relative depth of corrosion damage:
a - for zd/S = 1; b - for zd/S = 0.8; c - for zJS = 0.6; d - for zJS = 0.4
b
a
c
d
Figure 3. M- N interaction diagrams depending on the slenderness ratio Xh of eccentrically compressed reinforced concrete elements for zJS = 0.6:
a - S/h0 = 0; b - S/h0 = 0.05; c - S/h0 = 0.1; d - S/h0 = 0.15
With an increase in the flexibility of the elements Xh over 12 (Figure 3), there is a decrease in the value of the limiting longitudinal force perceived by eccentrically compressed elements with random and small eccentricities. With flexibility Xh = 16, there is an almost twofold decrease in the limiting longitudinal force perceived by the section, and the limiting bending moment corresponds to the case of transverse bending (N = 0). At the same time, an increase in the relative depth of corrosion damage enhances this effect due to an increase in the effective flexibility of corrosion-damaged elements compared to elements without damage.
Let us evaluate the exposure of the bearing capacity of the column under consideration in continuous contact with a sulfate medium with pH = 3.5. To determine the parameters of equation (5), which determine the kinetics of the corrosion damage process, we used the experimental data presented in [10]. Taking S(®, t0 ) = 0.5 h,
b
a
corresponding to the corrosion of the entire section, we obtain the average value a = -0.00024, which practically does not change when the parameter m changes. The results of determining the time to reach the depth of corrosion damage 8cr(tor, to) depending on the value of the parameter m are shown in Figure 4.
0,25
0,2
5 0,15 a
a "S
■о
<u
■g 0,1 Si
о U
0,05
3000
1500 Time tcn day
—#— m= - 1 —#— m= 0,1 ♦ m= 1.1 > m= 2.5 Figure 4. Time for for reaching the critical depth of corrosion damage 5cr(tcr,t0)
The time to reach the relative depth of corrosion damage 8/h = 0.2 with the avalanche damage trajectory (m = -1, t = 1203 days, Figure 4) for the considered reinforced concrete element turned out to be almost two times less than the time to reach this depth with the avalanche damage trajectory clogging damage (m = 2.5, t = 2523 days). With the trajectory of filtration damage, reaching the same depth of corrosion damage will take t = 1488 days.
Conclusion
If the depth of corrosion damage increases then it leads to a decrease in the bearing capacity of eccentrically compressed reinforced concrete elements due to a decrease in the effective working height of the section and an increase in their flexibility. Then the relative depth of the damaged layer zd/5, which is not taken into account in the calculation, varies depending on the current stress-strain state.
An increase in the flexibility of elements Ah leads to a decrease in the value of the limiting longitudinal force perceived by eccentrically compressed reinforced concrete elements. At the same time, an increase in the relative depth of corrosion damage enhances this effect due to an increase in the effective flexibility of such elements compared to elements without damage.
The duration of exposure under aggressive media until reaching the critical depth of corrosion damage depends significantly on the parameters of this media as well as the stress-strain state of the structural member and may vary in accordance with avalanche or clogging damage implementing.
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