An Improved Method for Assessing ASR Potential in Concrete Dhaka, Bangladesh June, 2010 Enamur R Latifee PhD student, Clemson University, SC, USA Assistant

An Improved Method for Assessing ASR Potential in Concrete

Dhaka, BangladeshJune, 2010

Enamur R Latifee

PhD student, Clemson University, SC, USA

Assistant Professor,

Ahsanullah University of Science and Technology

Dhaka, Bangladesh

ASU/ACS/99

Some Case Histories

Buck Hydroelectric plant on New River (Virginia, US)

Arch dam in California crown deflection of 127 mm in 9 years

Railroad Canyon Dam Morrow Point Dam, Colorado, USA Stewart Mountain Dam, Arizona Parker Dam (Arizona)

expansion in excess of 0.1 percent

Hydroelectric dam built in 1938 180 mm of arch deflection due to alkali silica gel

expansion Cracking and gel flow in concrete

Case Study: Parker Dam, California

http://www.acres.com/aar/Alkali-Aggregate Reactions in Hydroelectric Plants and Dams:

Possible ASR damage on concrete retaining wall - picture taken 1/2002

Case Study: I-85 - Atlanta, Georgia

ASR?

What is Alkali Silica Reaction? Alkali-silica reaction (ASR) is a heterogeneous chemical reaction

between alkali ions (Na+ and K+) and hydroxide ions (OH-) in the concrete pore solution, generally derived from the Portland cement, and forms of reactive silica (SiO2) in the aggregate (eg: chert, quartzite, opal, strained quartz crystals). The reaction produces a hydrous alkali-silica gel. Formation of the gel alone does not cause cracking, rather cracking occurs when the gel adsorbs water and swells. The swelling causes expansion. It often results in pressures greater than the concrete can withstand and so produces cracks in the concrete.

ASR

Aggregate reactivity depends directly on the alkalinity (typically expressed as pH) of the solution in the concrete pores. This alkalinity generally primarily reflects the level of water-soluble alkalis (sodium and potassium) in the concrete. These alkalis are typically derived from the Portland cement.

ASR explanation

ASR can be explained as the situation where cement alkalis react with certain forms of silica in the aggregate component of a concrete, forming an alkali-silica gel at the aggregates surface. This formation, often referred to as “reaction rim” has a very strong affinity for water, and thus has a tendency to swell. These expanding compounds can cause internal pressures sufficiently strong to cause cracking of the paste matrix, which can then result in a compromised concrete with an open door to an increasing rate of deterioration.

ASR

ASR is the most common form of alkali-aggregate reaction (AAR) in concrete; the other, much less common, form is alkali-carbonate reaction (ACR). ASR is a chemical process in which alkalis, usually predominantly from the cement, combine with certain types of silica in the aggregate when moisture is present. This reaction produces an alkali-silica gel that can absorb water and expand to cause cracking and disruption of the concrete. For damaging reaction to take place the following need to be present in sufficient quantities.

High alkali cement Reactive aggregate Moisture [above 75%RH within the concrete]

ASU/ACS/99

Chemistry of Alkali Silica Reaction

Cement production involves raw materials that contain alkalis in the range of 0.2 to 1.5 percent of Na2O

This generates a pore fluid with high pH (12.5 to 13.5)

Strong alkalinity causes the acidic siliceous material to react

ASU/ACS/99

ASTM specification

ASTM C150 designates cements with more than 0.6 percent of Na2O as high-alkali cements

Even with low alkali content, but sufficient amount of cement, alkali-silica reactions can occur

ASU/ACS/99

Other sources of alkali

Even if alkali content is small, there is a chance of alkali-silica reaction due to alkaline admixtures aggregates that are contaminated penetration of seawater deicing solutions

Reactive Silica

Silica tetrahedron:

Amorphous Silica Crystalline Silica

Creation of alkali-silica gel

Reactive Silica


Amorphous or disordered silica = most chemically reactive

Common reactive minerals: strained quartzopalobsidiancristobalitetridymitechelcedonychertscryptocrystalline volcanic rocks

1. Siliceous aggregate in solution


2. Surface of aggregate is attacked by OH-

H20 + Si-O-Si Si-OH…OH-Si


3. Silanol groups (Si-OH) on surface are broken down by OH- into SiO- molecules

Si-OH + OH- SiO- + H20


4. Released SiO- molecules attract alkali cations in pore solution, forming an alkali-silica gel around the aggregate.


Si-OH + Na+ + OH- Si-O-Na + H20

5. Alkali-silica gel takes in water, expanding and exerting an osmotic pressure against the surrounding paste or aggregate.


6. When the expansionary pressure exceeds the tensile strength of the concrete, the concrete cracks.


7. When cracks reach the surface of a structure, “map cracking” results. Other symptoms of ASR damage includes the presence of gel and staining.


8. Once ASR damage has begun:


Expansion and cracking of concrete

Increased permeability

More water and external alkalis penetrate concrete

Increased ASR damage

ASU/ACS/99

Measures for prevention

Low alkali content cement and mildly reactive aggregate

Sweetening of aggregate using limestone Control of access of water to concrete Replacing part of cement by pozzolanic admixtures MgO content should not exceed 6 percent (ASTM

C 150-83) Lithium nitrate can be used to control

expansion in new concrete,

ACR

Alkali-carbonate reactions (ACR) are observed with certain dolomitic rocks. Dedolomitization, the breaking down of dolomite, is normally associated with expansion.

DEF

Delayed ettringite formation Delayed ettringite formation (DEF) is a

special case of internal sulfate attack.

List of Reactive Silica Minerals and Rocks

Andesites,Argillites,Certain Siliceous Limestones & Dolomites,Chalcedonic Cherts,ChalcedonyCristobaliteDacitesGlassy or Cryptocrystalline volcanicsFoliated GneissGranite GneissGraywackes,MetagraywackesSiltstones

Opal,Opaline ShalesPhylites,QuartzitesQuartzosesCherts,FlintRhyolites,SchistsSiliceous Shales,Strained quartzOther forms of quartz,Synthetic and Natural siliceous glassTridymite

SILICA MINERALS IN ORDER OF DECREASING REACTIVITY

1. # Amorphous silica: sedimentary or volcanic glass (a volcanic glass that is devitrified and/or mostly recrystallized may still be reactive)

2. # Opal

3. # Unstable crystalline silica (tridymite and cristobalite)

4. # Chert

5. # Chalcedony

6. # Other cryptocrystalline forms of silica

7. # Metamorphically granulated and distorted quartz

8. # Stressed quartz

9. # Imperfectly crystallized quartz

10. # Pure quartz occurring in perfect crystals

ROCKS IN ORDER OF DECREASING REACTIVITY

1. # Volcanic glasses, including tuffs (especially highly siliceous ones)

2. # Metaquartzites metamorphosed sandstones)

3. # Highly granulated granite gneisses

4. # Highly stressed granite gneisses

5. # Other silica-bearing metamorphic rocks

6. # Siliceous and micaceous schists and phyllites

7. # Well-crystallized igneous rock

8. # Pegmatitic (coarsely crystallized) igneous rock

9. # Nonsiliceous rock

Develop MCPT Test & Study Factors Influencing Specimen Expansion

Test Methods Considered in the Study: Specification Storage___ Accelerated Mortar Bar Test (AMBT) – ASTM C 1260 1N NaOH @ 80 C Concrete Prism Test (CPT) – ASTM C 1293 100% RH @ 38 C Accelerated Concrete Prism Test – 60C (ACPT) - None 100% RH @ 60 C Miniature Concrete Prism Test (MCPT) - None 1N NaOH @ 60 C

Concrete Microbar Test (CMT) – RILEM AAR-5 Test 1N NaOH @ 80 C

Effect of Factors on Expansion Measurements in Test Specimens: Aggregate Size and Gradation Conditioning Temperature (38 C, 60 C and 80 C)⁰ ⁰ ⁰ Shape of specimens (Cylinders vs. Prisms) Conditioning environment (Soak solution vs. 100% relative humidity) Soak Solution Alkalinity (0.5N, 1.0N, and 1.5N NaOH solutions) Pre-saturating Aggregate with Alkaline Solutions

Drawbacks of ASTM C1260 and 1293

The major drawback to ASTM C 1293 is its long duration (1 or 2 years).

One technical deficiency of ASTM C 1293 is that it is not well-suited for determining the effects of cement alkalinity on expansion, most likely because of leac

One downside of ASTM C 1260 is that it tends to be overly severe when testing some aggregates, resulting in expansions exceeding the failure limit, even though these aggregates pass the concrete prism test and perform well in field applications.

Need An Improved Method

Miniature Concrete Prism Test Developing at Clemson University, South

Carolina, USA No need to wait for one year (ASTM

C1293) Do not have to modify the aggregates

(ASTM C 1260)

Proposed MCPT Method

Mixture Proportions and Specimen Dimensions

Specimen size = 2 in. x 2 in. x 11.25 in. Max. Size of Agg. = ½ in. (12.5 mm) Volume Fraction of = 0.70

Dry-Rodded Coarse Aggregate

Coarse Aggregate Grading Requirement:

Sieve Size, mm Mass, %

Passing Retained

12.5 9.5 57.5

9.5 4.75 42.5


Test Procedure

Cement Content = 420 kg Cement Alkali Content = 0.9% ± 0.1% Na2Oeq.

Alkali Boost, (Total Alkali Content) = 1.25% Na2Oeq. by mass of cement

Water-to-cement ratio = 0.45 Storage Environment = 1N NaOH Solution Storage Temperature = 60 C⁰ Expansion Criteria = 0.04% (56 days?)

Use non-reactive fine aggregate, when evaluating coarse aggregate Use non-reactive coarse aggregate, when evaluating fine aggregate Specimens are cured in 60 C water for 1 day after demolding ⁰

before the specimens are immersed in 1N NaOH solution.

33/38


Length comparator with Reference Bar

Length comparator with MCPT Cample

MCPT -Sample DesignationSample Designation

Coarse Aggregate:

1. L4- SP, Spratt

2. L8-Liby, Liberty, SC

3. L11-SD, South Dakota

4. L15-NM, New Mexico

5. L19-NC, North Carolina

6. L23-KY, Big Bend –KY (NonReactive)

7. L32 -QP, Quality Princeton, PA

8. L33-MSP, MINNEAPOLIS ST_PAUL

9. L34-SLC, Salt Lake City (CA)

Fine Aggregate:

1. L35-GI, Grand Island Nebraska (FA)

2. L36-SB, Scotts Bluff-Nebraska(FA)

3. L37-Cul, Cullom-Nebraska, (FA)

4. L38-Ind, Indianola--Nebraska (FA)

0

0.02

0.04

0.06

0.08

0.1

0.12

0.14

0.16

0.18

0.2

0.22

0.24

0 7 14 21 28 35 42 49 56 63 70 77 84

% E

xpan

sion

Age, Days

Miniature Concrete Prism Test (MCPT)

L4-SP

L15-NM

L11-SD

L19-NC

L23-KY

L8-SC (Lib)

MCPT Results

MCPT Results

0 7 14 21 28 35 42 49 56 63 70 77 840.00

0.02

0.04

0.06

0.08

0.10

0.12

0.14

0.16

0.18

0.20

0.22

L32-QP

L33-MSP

L34-SLC

Curing Days

Percentage Expansion

Comparison of MCPT-56 with CPT (ASTM C1293)

y = 1.2768xR² = 0.9741

0

0.04

0.08

0.12

0.16

0.2

0.24

0.28

0 0.04 0.08 0.12 0.16 0.2 0.24 0.28

% E

xpan

sion

at

365

Day

s, C

PT

% Expansion at 56 Days, MCPT

CPT vs. MCPT-56

Comparison of MCPT-70 with CPT (ASTM C1293)

y = 1.1646xR² = 0.989

0

0.04

0.08

0.12

0.16

0.2

0.24

0.28

0 0.04 0.08 0.12 0.16 0.2 0.24 0.28

% E

xpan

sion

at

365

Day

s, C

PT


CPT vs. MCPT-70

Comparison of MCPT-56 with AMBT (ASTM C1260)

y = 3.6055xR² = 0.7463

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0 0.04 0.08 0.12 0.16 0.2 0.24 0.28

% E

xpan

sion

at

14 d

ays,

AM

BT


AMBT vs. MCPT-56

Comparison of AMBT with CPT

y = 2.8608xR² = 0.8312

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0 0.04 0.08 0.12 0.16 0.2 0.24 0.28

% E

xpan

sion

at

14 d

ays,

AM

BT

% Expansion at 365 Days, CPT

AMBT vs. CPT

Miniature Concrete Prism Test (MCPT)

Establish test conditions Storage environment

Exposure condition 1N NaOH (and 0.5N and 1.5N NaOH solutions) 100% RH 100% RH (Towel Wrapped)

Temperature 38 C 60 C 80 C

Sample Shape Prism (2” x 2” x 11.25”) Cylinder (2” dia x 11.25” long)

Mixture Proportions Aggregate (12.5 mm – 4.75 mm) w/c ratio = 0.45 (fixed) Coarse Aggregate Content = 0.70 volume fraction

Effect of Storage Condition

1N NaOH Soak Solution 100% RH, Towel Wrapped

100% RH, Free standing

Effect of Storage Condition on Expansion in MCPT

0 7 14 21 28 35 42 49 56 63 70 77 84-0.0200000000000013

-1.22124532708767E-15

0.0199999999999989

0.039999999999999

0.0599999999999991

0.0799999999999992

0.0999999999999993

0.119999999999999

0.139999999999999

0.16

0.18

0.2

0.22

0.24

L4-SP-1N NaOH

L7-SP-Towel Wrap

L6-SP-Free Stand-ing

Age, Days

% Expansion

Soak Solution Alkalinity (0.5N, 1.0N, and 1.5N NaOH solutions)

0 7 14 21 28 35 42 49 56 63 70 77 840

0.05

0.1

0.15

0.2

0.25L4-SP_1 N NaOH

L30-SP_1.5 N NaOH

L31-SP_0.5 N NaOH

Curing Days

Percentage Expansion

Prisms vs. Cylinders

Effect of Sample Shape on Expansion in MCPTSpratt Limestone

0 7 14 21 28 35 42 49 56 63 70 77 840

0.02

0.04

0.06

0.08

0.1

0.12

0.14

0.16

0.18

0.2

0.22

0.24

0.26

0.28

0.3

L4-SP-Prism

L14-SP-Cyln

Age, Days

% Expansion

Effect of Temperature on Expansion in MCPTSpratt Limestone

0 7 14 21 28 35 42 49 56 63 70 77 840

0.02

0.04

0.06

0.08

0.1

0.12

0.14

0.16

0.18

0.2

0.22

0.24

0.26

0.28

0.3

0.32

0.34

L4-SP-60C

L10-SP-38C

L20-SP-80C

Age, Days

% Expansion

80 C

60 C

80 C

38 C

Microstructure of Spratt MC Prism at (100% RH)

Microstructure of Spratt MC Prism (100% RH)

Microstructure of Spratt MC Prisms Soaked in1N NaOH

Microstructure of Spratt Limestone Prism (1N NaOH)

Microstructure of NM MC Prism Soaked in1N NaOH

Microstructure of MCPT Specimens with Liberty Aggregate(Granitic Gneiss)

Liberty Aggregate (SC): 14 day expansion in AMBT = 0.06% (< 0.10%) 56 day expansion in MCPT = 0.08% (> 0.04%)

Microstructure of MCPT Specimen with Liberty Aggregate (Granitic Gneiss)

Potential Advantages of Miniature Concrete Prism Test over Std. ASTM C 1260 and Std. ASTM C 1293 methods

Coarse aggregate does not need to be crushed to less than 4.75 mm, potentially increasing the reliability of the test method for coarse aggregates.

Higher conditioning temperature and smaller specimen size in MCPT compared to CPT appear to increases rate of expansion and reach a steady-state in shorter duration.

Soaking test specimens in 1N NaOH appears to produce higher rate of expansion. Also, alkali-leaching from test specimens is potentially eliminated. However, this approach may not be viable for job-mixture evaluation.

Cylindrical specimens appear to result in higher expansion compared to prism specimens in MCPT method. Additional data on a broader range of aggregate is being gathered.

An expansion limit of 0.04% at 56 days in MCPT appears to be a viable criteria to distinguish reactive and non-reactive aggregates. More data is needed to refine and establish this criteria and evaluate its reliability against CPT data for a broad range of aggregates.

Questions?

[email protected]

Documents

An Improved Method for Assessing ASR Potential in Concrete Dhaka, Bangladesh June, 2010 Enamur R Latifee PhD student, Clemson University, SC, USA Assistant