Cracking in Concrete Water Tank due to Restrained Shrinkage and Heat of Hydration: Field Investigations and 3D Finite Element Simulation

Saeed, Muneer K.; Rahman, Muhammad K.; Baluch, Mohammed H.; Tooti, Lutf A.

doi:10.1061/(asce)cf.1943-5509.0001356

Cited by 14 publications

(7 citation statements)

References 27 publications

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“…As discussed in previous sections, restrained volumetric stresses are usually the main cause of tensile cracks in LCS (Saeed Muneer K. et al, 2020). Restraint of free volumetric contraction, including shrinkage and temperature strains, induces tensile stress, which can cause cracking of the element.…”

Section: Significance Of Researchmentioning

confidence: 98%

“…However, there is increasing acknowledgment that when a certain level of compressive strength is reached, the failure of a structure or structural element will be dominated by a brittle fracture in tension. In the case of water retaining structures, high compressive strength is not that helpful as the failure is often recognized at the serviceability limit state due to development of tensile cracks (Kianoush et al, 2006;Saeed Muneer K. et al, 2020). Harrison, (1981) classifies significance of cracks under four categories: i) Cracks, which are esthetically unacceptable, ii) Cracks which affect the structural integrity, iii) Cracks which lead to durability problems and consequently a reduction in structural capacity, iv) Cracks which lead to a loss of serviceability of the structure (e.g., the leakage of water or radiation, sound transfer or damage to finishes).…”

Section: General Overviewmentioning

confidence: 99%

“…In fact, basic principles of RC design are developed based on the assumption that concrete cracks in tension zones; however, crack width control is the main concern in design and construction of LCS (ACI-224R-01, 2001;Kianoush et al, 2006). In spite of many investigations on crack control and improvements in concrete technology, crack control in LCS is still a difficult task (Kianoush et al, 2008;Saeed Muneer K. et al, 2020). For this purpose, ECC has a high potential to limit the crack width in LCS.…”

Section: Significance Of Researchmentioning

confidence: 99%

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Self-Healing of Tensile and Shrinkage Cracks in Engineered Cementitious Composite Liquid Containing Structures

Hooshmand Nejad

2023

Preprint

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<p>In this research, the self-healing of shrinkage and direct tension cracks in engineered cementitious composites (ECC) panels was investigated. The water leakage and self-healing of ECC elements subjected to direct tension cracking were studied under the coupled effect of sustained loading and pressurized water. The experimental program included normal concrete (NC) and ECC panels with different supplementary cementitious materials (SCM), comprising fly ash Class-F, fly ash Class-C and granulated blast furnace slag. A test setup was designed to simulate the leakage in liquid containing structures (LCS). Each panel was subjected to direct tensile loading to induce full depth cracks, and then the leakage test was carried out under sustained load and different water pressures. To consider the effect of ECC composition on the self-healing of panels exposed to loading and pressurized water, the leakage rate was continuously studied until complete sealing. Additionally, a detailed microstructural analysis was completed on full depth drilled cores, in which the samples were taken from three layers of the healed cracks in order to investigate the influence of pressurized water on the self-healing products. The results of this study highlight the advantages of using ECC in LCS and confirm a considerable effect of water pressure and SCM type on the self-healing capability of ECC. In the second phase of this research, the cracking behavior of ECC under shrinkage and temperature strains was investigated. A test setup was designed to restrain the panels against the deformation. The experimental program considered the cracking and self-healing behavior of ECC and NC panels representing a segment of LCS in the field. These panels were monitored for seven months under various environmental conditions. Following the casting, the drying shrinkage strains, hydration and ambient temperature variation, as well as cracking profiles were monitored. Also, the self-healing capability of ECC cracks was investigated under randomly natural climate exposure. The results showed that, ECC prepared with slag and fly ash-F developed higher shrinkage, causing earlier cracking generation than NC. However, in contrast to NC in which the crack widths continue to develop over time, ECCs have the potential to self-heal under harsh field conditions.</p>

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Section: Significance Of Researchmentioning

confidence: 98%

Section: General Overviewmentioning

confidence: 99%

Section: Significance Of Researchmentioning

confidence: 99%

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Self-Healing of Tensile and Shrinkage Cracks in Engineered Cementitious Composite Liquid Containing Structures

Hooshmand Nejad

2023

Preprint

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“…Design provisions pertinent to crack control in edge restrained members are given in several codes 8,9 as well as CIRIA Report C766 10 which is used extensively in the UK. However, these provisions (particularly those pertaining to edge restraint) are empirical in nature and, somewhat contradictorily, are reported to result in both over‐conservative designs 11 as well as excessive cracking 1,12,13 . The occurrence of excessive cracking despite following current guidance in codes of practice requires further detailed study.…”

Section: Introductionmentioning

confidence: 99%

“…However, these provisions (particularly those pertaining to edge restraint) are empirical in nature and, somewhat contradictorily, are reported to result in both over-conservative designs 11 as well as excessive cracking. 1,12,13 The occurrence of excessive cracking despite following current guidance in codes of practice requires further detailed study.…”

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confidence: 99%

Assessment of cracking performance in edge restrained RC walls

Elwakeel

Shehzad

Khoury

et al. 2022

Structural Concrete

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Excessive cracking due to restraint of thermal and shrinkage strains is a widespread problem in the concrete construction industry. In design, restraint induced cracking is managed by the provision of reinforcement intended to distribute internal strains in such a way as to control the cracking pattern and limit crack widths. The area of secondary (horizontal) reinforcement required in members such as retaining walls and water tanks is often governed by the need to control early age thermal cracking. This paper presents results from four edge restrained walls tested at Imperial College London and the University of Leeds as part of an Engineering and Physical Sciences Research Council funded project into restraint induced cracking. The paper describes the development of volumetric strain and cracking in the tested walls. The cracking performance is assessed by comparing the restrained strain with the tensile strain capacity of concrete.degree of restraint, early age, edge restraint, imposed strain, thermal strain 1 | BACKGROUND | IntroductionConcrete structures undergo early age as well as longterm (LT) volumetric changes due to several actions including early-age thermal (EAT) strains and LT shrinkage strains. 1 If these strains are restrained either internally (by reinforcement or another part of the same cross section) or externally by adjoining members, stresses develop in the concrete with a magnitude proportional to the restrained strain. This phenomenon can lead to cracking if the stress levels exceed the tensile strength of the concrete. 2 Little experimental work has been carried out to investigate cracking in edge restrained members which are the subject of this paper. Stoffers 3 examined the influence of reinforcement ratio, wall aspect ratio and presence or absence of wall curvature in 18 tests of reduced scale micro-concrete walls with cross section of 60 Â 375 mm 2 . The maximum reinforcement diameter was 3 mm. Kheder et al. 4 examined the influence of wall aspect ratio. They tested 14 reduced-scale mortar walls Discussion on this paper must be submitted within two months of the print publication. The discussion will then be published in print, along with the authors' closure, if any, approximately nine months after the print publication.

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