What Type Of Concrete To Use To Repair Steps

Eco-efficient blueprint of concrete repair and rehabilitation

Rachel Muigai , in Eco-Efficient Repair and Rehabilitation of Concrete Infrastructures, 2022

21.3 Conclusions

Increased physical repair activities due to durability failure are associated with escalating impacts on the surroundings and society worldwide. Concrete repair and rehabilitation activities contribute to natural resource depletion and produce massive amounts of CO ₂ emissions and inert waste. In addition, the repair activities affect society negatively due to noise and air pollution and lead to user inconveniences. It is clear that if no action is taken, an increase in concrete repair activities with time volition crusade an escalation of concrete'southward ecology damage through depletion of the natural resources base, and pollution. Engineers have a office to play in designing eco-efficient repair systems that accomplish specified performance levels in terms of strength, durability, costs, and carbon footprint to answer to the pattern requirements.

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Materials and methods for repair and rehabilitation

R. Dodge Woodson , in Physical Structures, 2009

Conventional Placement

Conventional placement of concrete is a method of using new concrete to repair damaged physical. The repair concrete must be able to make an integral bail with the base concrete. A low w/c and a high percentage of coarse amass is needed in the repair physical to minimize shrinkage cracking.

Concrete replacement should be used when defects extend through a wall or beyond the reinforcement construction within the concrete. It is also a desirable solution when there are big sections of honeycombing in concrete. Replacement concrete should non be used when there is an agile threat of deterioration that caused the existing concrete to fail.

Concrete repair with new concrete requires the removal of existing, damaged concrete. The goal is to get down to solid concrete that the new concrete tin can bail with. More often than not, the depth desired is about 6 inches. A light hammer is usually used as sound concrete is plant. This is done to clean the surface of the good concrete.

When repairing vertical sections of concrete, the cavity should accept the post-obit specifications:

■: A minimum of spalling or featheredging at the periphery of the repair expanse
■: Vertical sides and horizontal superlative at the surface of the member
■: Inside faces generally normal to the formed surface, except that the superlative should slope up toward the front at about a one:3 slope
■: Keying as necessary to lock the repair into the structure
■: Sufficient depth to reach at least ane/four inch, plus the dimension of the maximum size aggregate backside whatever reinforcement
■: All interior corners rounded with a radius of about 1 inch

All sound concrete must be clean before repair physical is practical. This is all-time accomplished with sandblasting, shotblasting, or an equally adequate process. But the surface that is to receive new concrete should be sandblasted. Final cleaning should be done with compressed air or h2o. Information technology is common for dowels and other reinforcements to exist installed to make a concrete patch self-sustaining and to anchor information technology to the underlying concrete to provide an added condom factor.

When calculating the moments and shears permitted on footings on piles, you can assume that the reaction from any pile will exist concentrated on the center of the pile.

When repairing large vertical sections with new concrete, forming volition be necessary. The forms must be strong and mortar-tight. Front panels of a form should exist synthetic equally placing progresses and then the physical tin be conveniently placed in lifts. If a back console is needed for a form, it can exist a single department.

Concrete prepared to receive repair concrete should be dry. When a thin layer of repair concrete is to be applied—say, ii inches thick or less—a bonding amanuensis should be used. Repairs of greater thickness ordinarily do not require a bonding agent.

Information technology is best when repair physical is like in content to existing concrete. This helps to avoid strains acquired by temperature, moisture modify, shrinkage, and then forth. Every lift of concrete should be vibrated thoroughly. Internal vibration is the preferred method.

If external vibration is required, the crenel should have a pressure cap placed inside the chimney immediately after filling the cavity. Pressure should be maintained during the vibration. This type of vibration should be repeated at 30-infinitesimal intervals until the concrete hardens and no longer responds to vibration. The projection left by the chimney is normally removed on the 2nd day later on the pour. And, of course, proper curing is essential.

Precast members must be designed to withstand the forces and deformations that occur in and adjacent to connections.

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Planning and design of concrete repair

R. Dodge Woodson , in Concrete Structures, 2009

Planning a Repair

Planning a concrete repair requires consideration of many factor, including the following:

•: Application conditions
•: Geometry
•: Temperature
•: Moisture
•: Location
•: Service conditions
•: Reanimation
•: Traffic
•: Temperature
•: Chemic attack
•: Appearance
•: Service life

Depth and orientation of a physical repair are important considerations. Thick sections have oestrus generated during curing of some repair materials. Thermal stress can occur that is across an acceptable level. Shrinkage is another business organisation. Sparse layers of concrete used as a repair are discipline to spalling. An advantage to polymer materials is that they can exist used in sparse layers. Aggregate size is determined by the thickness of a repair. Repairs made overhead must exist made in such a manner that they volition not sag.

The minimum number of longitudinal bars in compression members is three bars within triangular ties.

Portland cement hydration stops at, or nearly, freezing (32°F). Latex emulsions do not coalesce to grade films at temperatures below about 45°F. Materials that tin can be used in colder temperatures by and large require longer setting times. In dissimilarity, high temperatures may make a repair material fix faster and result in a decrease in the working life of the material.

Table four.i. Causes and Repair Approaches for Spalling and Disintegration

Cause	Deterioration likely to Continue		Repair Approach
	Yes	No
1. Erosion (abrasion, cavitation)	Ten		Fractional replacement Surface coatings
2. Accidental loading (impact, convulsion)		X	Fractional replacement
3. Chemical reactions
Internal	X		No action Full replacement
External	X	X	Fractional replacement Surface coatings
4. Construction errors (compaction, curing, finishing)	X		Partial replacement Surface coatings No action
5. Corrosion	X		Partial replacement
half-dozen. Blueprint errors	Ten	10	Partial or full replacement based on future action
seven. Temperature changes (excessive expansion caused by elevated temperature and Inadequate expansion joints)	Ten		Redesign to include adequate joints and partial replacement
8. Freezing and thawing	10		Partial replacement No action

Notation: This tabular array is Intended to serve equally a general guide only. Information technology should be recognized that there are probably exceptions to all of the items listed.

Courtesy of U.s.a. Army Corps of Engineers

Having water come up into contact with fresh concrete is not adequate in virtually repairs. Grouting, external waterproofing, or diversion systems are commonly used to forbid interference from moving water while working with concrete. If you are working with polymers, some of them volition not attach in moist weather condition. On the other paw, some polymers are non affected by moisture.

The minimum number of longitudinal bars in pinch members is six bars enclosed by spirals.

Table 4.2. Repair Methods for Spalling and Disintegration

Repair Approach	Repair Method
1. No action	Judicious neglect
2. Partial replacement (replacement of only damaged concrete)	Conventional physical placement Drypacking Jackeling Preplaced-aggregate concrete Polymer impregnation Overlay Shotcrete Underwater placement Loftier-force physical
3. Surface blanket	Coatings Overlays
four. Total replacement of structure	Remove and supervene upon

NOTE: Individual repair methods are discussed in Chapter half dozen, except those for surface coatings, which are discussed In Chapter 7.

Courtesy of United States Ground forces Corps of Engineers

The location of a needed repair can have an affect on both materials and procedures. Some locations limit the type of equipment that tin exist used. Some repair materials are odorous, toxic, or combustible. All of these factors must be considered when planning a repair.

Sometimes materials that will set up speedily are needed to reduce downtime. In the case of heavy vehicular traffic, repair materials need to accept a high strength rating and good chafe and sideslip resistance. You also accept to consider physical deterioration.

High-service temperatures tin can touch on the performance of some polymers. While polymers tin be sensitive to solvents, about polymers resist about acids and sulfates. Soft h2o can damage Portland cement products. Matching patches and repairs can be very difficult. If appearance is a cistron, you lot volition have to do your research to come up upward with a shut, visual match. Y'all must also go along in listen how long will the repair exist expected to last when you are choosing the blazon of repair textile to use.

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Types of harm in concrete structures

K. Kovler , 5. Chernov , in Failure, Distress and Repair of Concrete Structures, 2009

2.iii Causes and mechanisms of concrete damage

Another possible way to classify concrete damage would be to divide it by following four main factors causing the damage: physical, chemical, biological, and mechanical factors.

The physical factors include heat, changes in temperature, moisture, wind, etc. The physical causes of concrete damage can be grouped into ii main categories: ³ (i) surface article of clothing or loss of mass due to chafe, erosion, and cavitation; (2) cracking due to normal temperature and humidity gradients, crystallization of salts in pores, structural loading, and exposure to temperature extremes such as freezing or fire.

The chemical factors include acids, leaching of salts, organic substances, etc. The chemic causes of concrete harm can be grouped into three main categories: ³ (i) hydrolysis of the cement paste components by soft water; (two) cation-commutation reactions between aggressive fluids and the cement paste; and (iii) reactions leading to germination of expansive products, such equally in the example of sulfate attack, alkali–amass reaction, and corrosion of reinforcing steel in concrete.

The distinction between the physical and chemical causes of deterioration is purely arbitrary; in practice, the two are oftentimes superimposed on each other. ^iv For example, loss of mass by surface wear and cracking increases the permeability of concrete, which then becomes the primary cause of one or more processes of chemic deterioration. Similarly, the detrimental furnishings of the chemical phenomena are physical; for instance, leaching of the components of hardened cement paste past soft h2o or acidic fluids would increase the porosity of concrete, thus making the material more than vulnerable to abrasion and erosion.

The biological factors include micro-organisms, fungi, algae, moss, etc. Finally, the mechanical factors include overloading (both past static and dynamic loads), construction faults, etc.

A comprehensive guide to concrete repair ⁵ prepared for the Bureau of Reclamation of the United States Section of the Interior addresses the following mutual causes of impairment to physical:

1.: Excess of physical mix water
2.: Faulty design
3.: Construction defects
4.: Sulfate deterioration
5.: Brine–aggregate reaction
6.: Deterioration caused by circadian freezing and thawing
7.: Abrasion–erosion damage
8.: Cavitation damage
9.: Corrosion of reinforcing steel
10.: Acid exposure
11.: Cracking
12.: Structural overloads
thirteen.: Multiple causes

The excess of concrete mix h2o is considered past this guide as 'the single nigh common cause of damage to concrete'. Excessive water increases porosity, reduces strength, increases shrinkage (except autogenous shrinkage of low water to cement concrete, which is controlled by completely different mechanisms, such as chemical shrinkage and self-desiccation, both are out of the telescopic of this chapter), increases creep and reduces the abrasion resistance of concrete. The guide ^five notes that damage due to excessive mix water is sometimes difficult to diagnose, because it is masked by damage from other causes listed in a higher place, such every bit freezing–thawing cycles, abrasion, or drying shrinkage cracking. Nosotros agree completely with this statement, but this but proves that it is difficult to develop an ideally accurate classification of the damage causes, in which the causes are completely independent.

A similar instance is faulty design, which tin create many different types of physical harm. For example, bereft physical cover is ofttimes responsible for accelerated reinforcement corrosion. In other words, the reinforcement corrosion tin be a consequence of the faulty blueprint, and the conclusion on the main cause of the damage depends very much on the specific project.

The present chapter uses another classification of concrete damage based on the causes and mechanisms, which are observed the most oftentimes by the eyes of the practicing ceremonious engineer, and we will follow this classification in further sections:

i.: Chemical assault
2.: Fire
3.: Static overloading
four.: Affect
5.: Earthquakes
vi.: Malicious damage

It has to exist emphasized that in real life information technology is ofttimes hard to distinguish clearly between different reasons and mechanisms of damage. We too realize that in reality the reasons and mechanisms listed above can overlap, or may exist primary and secondary. For example, a mistake on the part of a crane operator can result in an farthermost impact load applied to the construction. Depending on the blazon of structure, the impairment caused by human mistakes or wrecking can be similar to that observed in earthquake or impact loading.

The classification introduced here cannot be considered as an ideal one, simply in our opinion it serves well for grouping the types of damage by their frequency and practical importance in everyday life.

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Status assessment of concrete structures

U. Dilek , in Failure, Distress and Repair of Concrete Structures, 2009

Using fibre reinforced polymer (FRP) composites to extend the service life of corroded concrete structures

Thousand. Soudki , in Service Life Estimation and Extension of Civil Engineering science Structures, 2022

2.3 Fibre reinforced polymer (FRP) repair for corrosion impairment

two.3.1 Application of FRP repair

It is recommended to follow proper concrete repair procedures as per current do before and during any FRP repair. The application of the FRP repair should be done in accordance with the procedures provided past the FRP manufacturer and repair guides. Figure ii.8 shows examples of FRP repairs on beam and column specimens in the laboratory. Prior to FRP repair, the reader should consult the relevant documents such as those published by the American Concrete Institute.

2.3.2 Consequence of FRP wrapping on corrosion activity

The corrosion rate is a key element and is usually used to predict the functional service life of a corroded RC construction (Tuutti, 1980). Subsequently corrosion initiation, the corrosion rate depends mainly on the availability of oxygen and wet at the cathode, and on the physical resistivity (Bentur et al., 1997). Fibre reinforced polymer (FRP) wraps might be beneficial in controlling corrosion by reducing the diffusion rate of oxygen and moisture into the concrete (Bonacci and Maalej, 2001; Debaiky et al., 2002; El Maaddawy et al., 2006). The mechanical restraint due to the solitude effect of FRP wraps causes accumulation and densification of the corrosion products at the steel–concrete interface, which may stifle the corrosion reaction and thus retard the corrosion process (Lee et al., 2000). Debaiky et al. (2002) reported that for concrete wrapped subsequently 100 or 200 days of exposure, the CFRP wraps did succeed in bringing the corrosion activity from the high corrosion range to below 0.1 μA/cm², in the same range for physical wrapped before exposure (Fig. 2.9). In the in a higher place written report, the number of FRP layers did not touch on the efficiency of the repair in reducing the corrosion rate; this indicates that the reduction in corrosion activity is due to the epoxy resin matrix providing a bulwark to oxygen, not to the fibers. Nevertheless, in other studies, FRP wraps were constitute to maintain the moisture within the concrete, which reduces concrete resistivity and thus may increment corrosion action (Pantazopoulou and Papoulia, 2001). Accordingly, some researchers suggest not to repair corrosion-damaged members with FRP sheets, based on the premise that FRP repair would just accost the symptoms of deterioration, not the cause of the harm.

2.3.3 Effect of FRP repair on corrosion cracking

Masoud and Soudki (2006) showed that FRP repair reduced the fissure opening by well-nigh 88% at the end of the corrosion procedure (Fig. two.10 ). This implies a significant enhancement in appearance of FRP repaired and corroded beams by reducing crack opening caused by further corrosion. The rate of expansion of unconfined concrete acquired by corrosion was almost twice that of FRP confined concrete. EL Maaddawy and Soudki (2005) reached similar conclusions for FRP repair with corroded beams under sustained load.

2.3.4 Effect of FRP repair on steel mass loss

Figure 2.11 shows the steel mass loss versus fourth dimension human relationship for FRP repaired and corroded beams. It is axiomatic that the steel mass loss rate in the beams repaired with continuous FRP wrapping was, on average, most 32% lower than the level for the beams with intermittent FRP wrap. Beams corroded under a sustained load had connected internal microcracks and external flexural cracks, which increased the penetration of oxygen and moisture into the concrete and reduced the concrete resistivity, thus slightly increasing the steel mass loss rate to a level higher than that for the beams corroded without load.

2.3.5 Effect of FRP confinement on the bond

Wrapping a concrete section with FRP laminates provides external solitude that resists the internal displacement caused by the expansion of the corrosion products and thus decreases corrosion and bail splitting cracks (Soudki and Sherwood, 2003; Craig and Soudki (2005). The effect of FRP wrapping on the bond of corroded reinforcement is shown in Fig. 2.12. FRP reinforcement resists the expansion forces caused by corrosion, thus reducing scissure growth and maintaining the bond interaction between the reinforcing steel and the concrete. Every bit post-repair corrosion progressed, cracks were unable to expand due to the presence of FRP sheets. In turn, the FRP developed stresses, which increased the internal confining pressure around the reinforcing bar that counteracted the expansion stresses due to corrosion. Information technology is of import to empathise the nature of failure of the FRP-confined physical. Since no cracks are visible with the FRP wrap in place, there are no indications of failures. Fifty-fifty under conditions of high ultimate bail stresses, the presence of low slip initiation bond stresses indicates that failure could potentially occur prematurely past bond pullout in the instance of sustained loading or creep. Therefore, caution must be used in the application of this repair method since abrupt failure of the member due to bail pullout failure could occur without warning if the repair is performed at loftier corrosion levels or if members were initially designed with an inadequate bail. The confining wrap may increase the bond forcefulness only, every bit with all repairs, the crusade of deterioration must exist addressed to forbid further corrosion and deterioration.

two.three.half dozen Effect of FRP repair on static response

The issue of FRP repair on improving the flexural response of corroded concrete beams is well documented (Lee et al., 1997; Bonacci and Maalej, 2001; Soudki and Sherwood, 2000; Masoud, 2002; El Maaddawy et al., 2005). In full general, the reduction in strength for the FRP repaired beams was proportional to the corrosion mass loss, as in the instance of un-repaired beams (Department 2.two.ii). The presence of sustained loads upward to 60% of the yield strength during corrosion exposure had no significant consequence on the behaviour of the corroded beams (encounter Fig. two.13). When FRP wrapping was applied only in the transverse direction, little or no flexural forcefulness enhancement of the corroded beams was observed. FRP reinforcement applied in the longitudinal direction in conjunction with transverse wrapping resulted in significant increase in the load carrying capacity. When a beam was corroded earlier the application of the FRP laminates, information technology did not reach the same strength equally a strengthened uncorroded beam. However, the ultimate strengths of the corroded-repaired beams were very close to that of the uncorroded-strengthened beam. The reduction of the yield load was due to the reduction of cross-sectional area of the rebar by corrosion. After yielding of the steel rebar, it is believed that the beam behaves every bit an arch with a necktie (the longitudinal FRP).

2.3.seven Effect of FRP repair on flexura! fatigue

Masoud et al. (2001, 2005) tested corroded beams repaired with FRP under cyclic fatigue flexural loading, and ended that corrosion of the steel reinforcement causes a decrease of the fatigue life of a axle. Reinforcing the beam with FRP caused a reduction in the tensile stress in the steel reinforcement, which led to an increase in the fatigue life of the beam. Figure ii.14 shows the normalized fatigue life versus the average mass loss of the main reinforcing bars. Al-Hammoud et al. (2010) showed that pitting of the steel reinforcement due to corrosion occurred only after almost a 7% actual mass loss, which coincided with a decrease in the fatigue operation of the beam. The controlling gene for the fatigue force of the beams is the fatigue strength of the steel bars. FRP repair increased the fatigue capacity of the corroded beams compared to the control united nations-corroded, un-repaired beams. The FRP- repaired beams at a medium corrosion that were further corroded to a high corrosion level were no better in terms of fatigue performance than those repaired after a high corrosion level.

ii.three.8 Outcome of FRP repair on bond fatigue

Rteil (2007) reported that wrapping corroded beams with FRP sheets decreased the width and number of longitudinal cracks compared to the unwrapped beams. Corrosion caused an average reduction of nineteen% in the fatigue force of the wrapped beams compared to the non-corroded wrapped beams (Fig. 2.15). However, comparing the corroded wrapped beams to the uncorroded, united nations-wrapped beams, the fatigue strength increased, on average, by 30%. The increment in the fatigue strength of the wrapped, un-corroded beams compared to the unwrapped, united nations-corroded beams was 32%. Initially, upwardly to viii% of the wrapped beams' life, the slip increased at a decreasing rate. Afterwards that, the slip connected to increase at a slow charge per unit until the last 10% of the beams' life when the sideslip rate increased exponentially.

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Engineered cementitious composites-based concrete

Gürkan Yıldırım , ... Özgür Anıl , in Eco-Efficient Repair and Rehabilitation of Concrete Infrastructures, 2022

xv.four Conclusions

Despite continuous efforts in new material development, concrete repairs perform inconsistently and failure rates are unacceptably loftier. It is estimated that nearly half of conventional concrete repairs fail in the field. Concrete repairs are often perceived to lack both early-age functioning and long-term durability due to the brittle nature of physical materials. Rather than focusing on endless repair applications with conventional brittle cement-based materials, a unique solution is to use ECC. Through its ductility and tight crack width, it helps overcome many durability challenges confronting physical. Criteria for an ideal concrete repair fabric have been proposed and compared to the properties of ECC; in all cases, ECC meets well-nigh demands for loftier performance repair. Special versions of ECC manufactured with self-consolidating holding or spray ability have besides been developed and made the material suitable for various types of placement techniques. Furthermore, the capacity of ECC to outperform concrete in real world repair applications verifies its long-term potential. Accordingly, the promise exhibited by ECC offers a potential solution to the worldwide problem of rapidly deteriorating physical infrastructures. Designed to be easily used with normal construction equipment, this material can readily exist adapted to electric current construction practices.

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Geopolymeric repair mortars based on a low reactive clay

Walid Tahri , ... Samir Baklouti , in Eco-Efficient Repair and Rehabilitation of Concrete Infrastructures, 2022

12.two.vii Adhesion force and flexural strength of Portland cement concrete rehabilitated beams

Bail force is 1 of the most important backdrop of physical repair materials. Bail strength depends on the repair material characteristics and on the roughness of the concrete substrate surface. In this investigation, the Pull-off test was used to assess this property. This exam was done co-ordinate to the standard BS EN 1542 (1999). A twenty MPa compressive strength was used every bit substrate (Table 12.5) and a geopolymeric mortar layer was bandage over the concrete substrate. A circular hole (50 mm diameter and 60 mm in depth) was then cut through the mortar layer. Afterward, several metallic discs were glued with epoxy resin to the geopolymeric mortar. The Pull-off machine (Proceq Dyna Z15 device) was fastened to the metallic discs, allowing for the assessment of the adhesion strength until rupture. Additionally, several physical beams, with the same composition of the Pull-Off substrates (Table 12.5) and with dimensions of 100×100×grand mm³, were h2o-cured during 28 days until they were tested for flexural strength. The concrete beams were rehabilitated with a metallic grid and geopolymeric mortars (Fig. 12.5).

Table 12.5. Composition of the Portland cement (PC) concrete substrate used in the Pull-off test (kg/thou^three)

Components	Mix
Cement Ii 32.5	400 kg
Fine river sand	578 kg
Coarse aggregate	1066 kg
Due west/C ratio	0.53 kg
Fc 28 days (MPa)	20.3

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Maintenance Matters

R. Contrivance Woodson , in Physical Portable Handbook, 2022

Publisher Summary

The maintenance of concrete is the answer to reducing expenses associated with physical repairs. Prevention is the best medicine. Equally obvious as this should exist, information technology is too often ignored. Routine maintenance can forestall, or at least postpone, the need for plush and time-consuming rehabilitation and repairs. Stains on concrete can be a sign of problem. They can penetrate the concrete if it is porous and absorbent. Stain removal tin be accomplished with various methods. Brushing and washing is a common pick for unproblematic stains. The cleaning details for physical depend on the type of stains being cleaned. Old oil stains require a unlike method of attack. A mixture of equal parts of acetone and amyl acetate will be needed. This is mixed with some fabric, similar flannel, to be laid over the stain. Dirt is usually pretty simple to remove from a concrete surface. Clean water is frequently all that is required. Lather and water may be needed in some cases.

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Physical Repair Grooming

R. Dodge Woodson , in Concrete Portable Handbook, 2022

Publisher Summary

This chapter reviews various options that need to be considered when planning a physical repair. If it is determined that the existing concrete structure is of adequate compressive strength, then the repair textile should be of a like compressive force. There are few instances where beefing upwards the compressive strength in a repair is beneficial. Thermal expansion is going to happen with physical. If a polymer is used every bit a repair material, the result volition often be cracking, spalling, or delamination of the repair. The coefficient of thermal expansion has to be considered for suitable repair materials. The bonding between repair material and concrete is a primal element in a successful repair. For physical to accept a good bond with a repair, the concrete should be properly prepared. Any large patch or overlay made with an impermeable material tin can trap moisture between the existing concrete surface and the seal made by the repair. Depth and orientation of a concrete repair is an important consideration. At the fourth dimension of curing, some repair materials generate heat, and thermal stress tin reach an unacceptable level. Shrinkage is some other concern.

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Source: https://www.sciencedirect.com/topics/engineering/concrete-repair

Posted by: hiltonsteepire.blogspot.com

What Type Of Concrete To Use To Repair Steps

Eco-efficient blueprint of concrete repair and rehabilitation

21.3 Conclusions

Materials and methods for repair and rehabilitation

Conventional Placement

Planning and design of concrete repair

Planning a Repair

Types of harm in concrete structures

2.iii Causes and mechanisms of concrete damage

Status assessment of concrete structures

Recommended reading

Using fibre reinforced polymer (FRP) composites to extend the service life of corroded concrete structures

2.3 Fibre reinforced polymer (FRP) repair for corrosion impairment

two.3.1 Application of FRP repair

2.3.2 Consequence of FRP wrapping on corrosion activity

2.3.3 Effect of FRP repair on corrosion cracking

2.3.4 Effect of FRP repair on steel mass loss

2.3.5 Effect of FRP confinement on the bond

two.three.half dozen Effect of FRP repair on static response

2.3.seven Effect of FRP repair on flexura! fatigue

ii.three.8 Outcome of FRP repair on bond fatigue

Engineered cementitious composites-based concrete

xv.four Conclusions

Geopolymeric repair mortars based on a low reactive clay

12.two.vii Adhesion force and flexural strength of Portland cement concrete rehabilitated beams

Maintenance Matters

Publisher Summary

Physical Repair Grooming

Publisher Summary

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