Durability - Civil Engineering - Lecture Slides, Slides of Civil Engineering

The main points in these lecture slides are:Durability, Concrete, Portland Cement, Resist Weathering, Process, Exposed, Agent of Deterioration, Chemical Process, Permeability, Durability

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2012/2013

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DURABILITY OF CONCRETE
Durability of Portland cement concrete (according to ACI
Committee 201) is its ability to resist weathering action,
chemical attack, abrasion, or any other process of
deterioration. A durable concrete will retain its original
form, quality and serviceability when exposed to its
environment.
General observations:
Water is the primary agent of deterioration. It can be a cause
of many physical processes of deterioration, or it can be a vehicle
for transport of aggressive ions which cause chemical process of
deterioration.
The movement of water in concrete is controlled by the
permeability of concrete. Permeability is the most important
indicator of durability of concrete.
Concrete is a basic material; therefore, acidic waters are more
harmful to concrete.
Permeability of Concrete
Permeability is the property that governs the rate of flow of
a fluid through the concrete. The rate of flow is higher
when the permeability is higher.
Darcy’s Law:
For steady-state flow,
dq/dt = K ΔH A / L
where dq/dt = Rate of fluid flow (in in3/s or cm3/s)
K = Coefficient of permeability (in in/s or cm/s)
ΔH = Difference in pressure head (in in. or cm)
A = Surface area (in2or cm2)
L = Thickness of the concrete (in in. or cm)
Note: ΔH = ΔP / ρ
where ΔP = Pressure difference (in lbf/in2or kgf/cm2)
ρ= Density of fluid (in lbf/in3or kgf/cm3)
Permeability of Cement Paste
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DURABILITY OF CONCRETE

  • Durability of Portland cement concrete (according to ACI Committee 201) is its ability to resist weathering action, chemical attack, abrasion, or any other process of deterioration. A durable concrete will retain its original form, quality and serviceability when exposed to its environment.
  • General observations:
    • Water is the primary agent of deterioration. It can be a cause of many physical processes of deterioration, or it can be a vehicle for transport of aggressive ions which cause chemical process of deterioration.
    • The movement of water in concrete is controlled by the permeability of concrete. Permeability is the most important indicator of durability of concrete.
    • Concrete is a basic material; therefore, acidic waters are more harmful to concrete.

Permeability of Concrete

  • Permeability is the property that governs the rate of flow of a fluid through the concrete. The rate of flow is higher when the permeability is higher.
  • Darcy’s Law : For steady-state flow, dq/dt = K ΔH A / L where dq/dt = Rate of fluid flow (in in 3 /s or cm^3 /s) K = Coefficient of permeability (in in/s or cm/s) Δ H = Difference in pressure head (in in. or cm) A = Surface area (in^2 or cm^2 ) L = Thickness of the concrete (in in. or cm) Note: Δ H = Δ P / ρ where Δ P = Pressure difference (in lbf/in^2 or kgf/cm^2 ) ρ = Density of fluid (in lbf/in^3 or kgf/cm^3 )

Permeability of Cement Paste

Comparison between Permeability of

Aggregates and Cement Paste

Flow of water in ft^3 per year per ft 2 of area for a unit hydraulic gradient

Coefficient of Permeability

Effects of w/c and Aggregate Size on Permeability

Deterioration by Surface Wear

  • Abrasion - Surface wear by dry attrition.
  • Erosion - Wear by abrasive action of fluids containing solid particles in suspension.
  • Cavitation - Wear due to loss of mass by formation of vapor bubbles and their subsequent collapse, due to sudden change of direction in rapidly flowing water. - In flowing water, vapor bubbles form when the absolute pressure at point is reduced to the ambient vapor pressure of water. As the vapor bubbles flowing with water enter a region of higher pressure, water will burst into the the previously vapor-occupied space with great impact, and cause severe local pitting (or scarring) of concrete. - The concrete surface affected by cavitation is irregular or pitted, in contrast to the smoothly worn surface by erosion. - The best solution against cavitation is to avoid surface misalignments and abrupt changes of slope.

Dressing

Wheel

Abrasion Test

Machine

Ball Bearing

Abrasion Test

Machine

Test Methods to Evaluate Wear Resistance

  • Abrasion Resistance by Sandblasting (ASTM C 418)
    • Subject the concrete to be tested to a blast of silica sand for 1 minute by a specific air-driven sand blast apparatus.
    • Measure the abraded volume by means of a modeling clay.
    • Calculate and report the abrasion coefficient which is equal to the volume of cavity by the surface area, in units of cm^3 /cm^2.
  • Abrasion Resistance of Concrete or Mortar Surface by the Rotating-Cutter Method (ASTM C944) - A abrasion device is a drill press with specific rotating cutter. - Apply the rotating cutter to the test concrete using a load of 10 kgf (22 lbf) for 2 minutes. For highly abrasion resistant concrete, use a load of 20 kgf. - Measure and report the weight loss from the test.

Effects of w/c on Abrasion Resistance of Concrete

Effects of Aggregate Type and w/c on Abrasion

Resistance of Concrete

Abrasion Erosion Loss,

% by Mass

Recommendations for Producing Abrasion-Resistant

Concrete Surfaces

  • Compressive strength should be no less than 4,000 psi ( Mpa)
  • Use a low water/cement ratio.
  • Use proper grading of coarse and fine aggregate. Limit the maximum size to 1 inch (25 mm).
  • Use lowest consistency practicable for placing and consolidation.
  • Use minimum air content required for the exposure condition.
  • Use hard aggregate.
  • Use adequate moist curing.

Strain response of a saturated cement paste with 2% air entrainment subjected to freezing to -24 °C followed by thawing to the original temperature

300 X 10-

permanent strain

Strain response of a saturated cement paste with 10% air entrainment subjected to freezing to -24 °C followed by thawing to the original temperature

No appreciable permanent strain

Factors Affecting Frost Resistance of Concrete

  • Air entrainment - Proper air entrainment giving a void spacing of 0.1 to 0.2 mm in the hardened cement paste will give protection against frost damage.
  • Water-Cement Ratio - Frost resistance increases with decreasing w/c ratio.
  • Curing - Frost resistance increases with longer moist curing.
  • Degree of Saturation - Frost damage does not occur in dry or partially dry concrete. The damage increases as the degree of saturation increases. There is a critical degree of saturation, Scrit , above which the concrete will be likely to crack or spall when exposed to very low temperatures.

Amount of freezable water increases with higher w/c

Effects of w/c on

Durability of

Concrete

ASTM C666:

Durability Factor = % of original modulus at the end of 300 cycles of freezing and thawing

E 6 = Dynamic modulus of concrete after 6 freeze-thaw cycles. E 0 = Initial dynamic modulus.

Frost Damage versus Degree of Saturation

Compressive strength of concrete when heated

without load and tested hot

When heated to 650 °C, the concrete made with carbonate or sanded lightweight aggregates retained 75% of their original strength, while the concrete made with siliceous aggregates retain only 25% of the original strength.

Compressive strength of concrete when heated under

stress of 40% of its original strength and tested hot

Similar trends (as those for the unstressed concrete) were observed. However, the retained strengths were about 25% higher.

Compressive strength of concrete when heated

without load and stored for 7 days before testing

All concretes show considerable strength loss upon cooling.

Hydrolysis of Cement Paste Components

  • Hard water, which contains calcium ions, does not attack the constituents of the cement paste.
  • Pure water and soft water tend to hydrolyze or dissolve the calcium hydroxide in the hardened cement paste.
  • The leaching of calcium hydroxide from concrete will cause an increase in porosity and permeability, and a reduction in strength in the concrete.
  • The leachate can interact with CO 2 present in air and results in precipitation of white crusts of calcium carbonate on the concrete surface. The phenomenon is known as efflorescence.

Strength Loss in Concrete due to Lime Leaching

Cation-Exchange Reactions

  • Formation of Soluble Calcium Salts
    • Acidic solutions containing anions can react with constituents of Portland cement paste to form soluble calcium salts.
    • Example: Ammonium Chloride (from fertilizer) can react with Calcium Hydroxide to form two highly soluble products. 2NH 4 Cl + Ca(OH) 2 → CaCl 2 + 2 NH 4 OH
    • These soluble salts can be removed by leaching.
  • Formation of Insoluble Calcium Salts
    • Certain anions may react with cement paste to form insoluble salts.
    • These salts may not cause any damage to concrete unless they are removed by erosion due to flowing solution.
  • Attack by Solutions containing Magnesium Salts
    • On prolonged contact with magnesium solutions, the C-S-H in hydrated cement paste loses calcium ions, which are replaced by magnesium ions. This results in loss of cementitious characteristics of the cement paste.

Control of Sulfate Attack

4 Levels of Sulfate Exposure (According to ACI 318 Code)

  • Negligible Attack
    • Sulfate content under 0.1% in soil, or under 150 ppm in water.
    • No restriction on cement type and w/c ratio.
  • Moderate Attack
    • Sulfate content is 0.1 to 0.2% in soil, or 150 to 1500 ppm in water.
    • Use Type II cement, Portland pozzolan cement or Portland slag cement, with w/c less than 0.5.
  • Severe Attack
    • Sulfate content is 0.2 to 2% in soil, or 1500 to 10,000 ppm in water.
    • Use Type V cement with less than 0.45 w/c
  • Very Severe Attack
    • Sulfate content over 2% in soil, or over 10,000 ppm in water.
    • Use Type V cement plus a pozzolanic admixture, with w/c less than 0.5.

Damages caused by alkali-silica reaction

First explained by Thomas E. Stanton in the late ’30s.

Alkali-Aggregate Reaction

  • Chemical reaction between alkali ions from Portland cement and certain siliceous constituents of aggregate can result in expansion, cracking, leading to loss of strength, elasticity, and durability of concrete. The phenomenon is known as alkali-silica reaction.
  • Contribution of Cement:
    • Cements with less than 0.6 % equivalent Na 2 O are low-alkali cement. Cements with more than 0.6% equivalent Na 2 O are high- alkali cements.
    • Low-alkali cements usually do not have problems with alkali-silica reactions.
  • Contribution of Aggregate:
    • Silicate and silica are the alkali-reactive constituents in aggregates.

Corrosion of Embedded Steel

  • Steel re-bars in concrete are normally covered by a thin iron-oxide film which is impermeable and strongly adherent to the steel surface in alkaline environments.
  • In the absence of chloride ions, the protective film on steel is reported to be stable as long as the pH of the solution stays above 11.5. Normally, the pH of concrete is above 12, and thus the steel is passive to corrosion.
  • In the presence of chloride ions, the protective film may be destroyed even at pH values above 11.5.
  • Once the passivity of the embedded steel is destroyed, the electrical resistivity and the availability of oxygen will control the rate of corrosion. Significant corrosion will not occur unless the electrical resistivity of the concrete is less than 50 to 70 X 10 3 Ω cm.

Mechanism of Corrosion of Steel in Concrete

The Increase in Volume of Iron at Different States of Oxidation

This volume increase is the major cause of cracking in concrete due to steel corrosion.

Control of Corrosion of Steel in Concrete

  • Permeability of concrete is the key to control of steel corrosion in concrete. Use concrete with low permeability.
  • Maximum permissible chloride contents of concrete are specified in ACI Building Code 318.
  • Minimum concrete cover over steel is specified in ACI 318 for concrete structures exposed to corrosive environment.
  • Cover the concrete with waterproof membranes.
  • Use anodic coatings, such as zinc-coated steel.
  • Use barrier coatings, such as epoxy-coated steel.
  • Use Cathodic protection technique (supply an external current flow in the opposite direction) to protect the steel.
  • Use sacrificial anodes to protect the steel.

Test for Resistance of Concrete to Rapid Freezing

and Thawing (ASTM C 666) (Continued)

  • Calculate and report: (1) Pc = (n 12 /n 2 ) X 100 where Pc = relative dynamic elastic modulus after c cycles of freezing and thawing, % n = transverse frequency at 0 cycle n 1 = transverse frequency after c cycle

(2) DF = PN/M where DF = durability factor P = relative dynamic modulus at N cycles, % N = specified number of cycles (300) or number of cycles at which P reaches a specified minimum value (60%). M = specified number of cycles (300).

Test for Scaling Resistance of Concrete Surfaces

Exposed to Deicing Chemicals (ASTM C 672)

  • Cover the surface of the concrete specimen with approximately 1/4 inch of a solution of calcium chloride and water having a concentration of 4 g of calcium chloride per 100 mL of solution.
  • Place the specimen in a freezer for 16 to 18 hours. Remove the specimen from the freezer and place it in the laboratory at 73 °F for 6 to 8 hours.
  • Repeat the freezing and thawing cycle daily.
  • Do a visual rating of the the surface after every 5 cycles using the following scale: 0 No scaling 1 Very light scaling 2 Slight to moderate 3 Moderate 4 Moderate to severe 5 Severe scaling

Test for Electrical Indication of Concrete’s Ability

to Resist Chloride Ion Penetration (ASTM C 1202)

  • Provides a rapid indication of a concrete’s resistance to penetration of chloride ions.
  • Procedure: An electric potential of 60 V dc is maintained across the ends of a cylindrical specimen (4 inches in diameter and 2 inches in height). One end of the specimen is immersed in a sodium chloride solution. The other end is immersed in a sodium hydroxide solution. The total charge (in Coloumbs) passed from one end of the specimen to the other in a 6-hour period is measured and reported.

Chloride Permeability Based on Charge Passed

Charge Passed (Coulombs) Chloride Permeability

4,000 High 2,000 - 4,000 Moderate 1,000 - 2,000 Low 100 - 1,000 Very Low <100 Negligible

Schematic of Rapid Chloride Permeability Test Setup

Rapid Chloride Permeability Test Setup