Seismic Analysis of Concrete Dams Workshop

Seismic Analysis of Concrete Dams

Workshop2017 USSD Annual Conference

April 6-7, 2017

Seismic Analysis of Concrete Dams• Selection of analysis • Selection of Materials Properties

• Properties affected by “state of the art” for materials, mix designs, and construction methodology

• Typical mass concrete properties• Static vs. dynamic properties• Effects of aging

• Alkali aggregate reaction• Freezing and thawing deterioration• Sulfate attack• Corrosion

• Know your structure’s history and know aging mechanisms

Seismic Analysis of Concrete Dams Workshop2017 USSD Annual ConferenceApril 6-7, 2017

Timeline for Aging Concrete

1960 19801940 2000

Air-Entrained Concrete

Low – Alkali Cement - Pozzolans

1902 1920

Sulfate Resisting Cement - Pozzolans

Pioneers--- Abrams--- Hoover---Post War------ “Modern Concrete”

Sulfate Attack /Cracking

Alkali-Aggregate ExpansionSwelling - Cracking

Freezing-Thawing Disintegration

Low-Strength Low Water-Cement Ratio increases quality

Concrete Repair MethodsPolymers – Silica Fume

Hoover Dam – Improved Construction Practices- Process Quality ControlPoor/Variable Quality

Many Variables for Mass Concrete Core Programs‐ both sampling and testing (this may lead to “apples and oranges” comparisons)

• Mix designs used in construction• Core diameter• NMSA• Core moisture conditioning history• Type of test• Static vs. dynamic

Coring and Testing• Appropriate core size for mass concrete• Documentation of lift joint bonding and how to model in analysis (monolith or stack of blocks)

• Compressive strength• Splitting vs. direct tensile strength (and size effects)• Shear properties• Effects of moisture content• “Good” low modulus of elasticity vs. “bad” low modulus of elasticity

• Effects of aging

Construction season placements affect sampling programs

Elevation of downstream face showing three major sequences for concrete placements

Location of four vertical contraction joints

Construction season placements affect sampling programs (and test results)

Figure 3 – Field test, coring programs, photogrammetry, freeze‐thaw measurements

A – Seasonal temperatures in the dam(up to 70 cycles per year)

Freezing

B – Photogrammetry results showing current depth of deterioration along a vertical contraction joint

A – Upstream face

B – Downstream face

C – V‐notch deterioration at contraction joint about 18‐inches deep

Lift line betweenZones (1 and 2) and 3

A – Finite element model

B – Displaced shape and sliding along contraction joints

C – Deteriorated elements removed

D – 2X deteriorated model E – 8X deteriorated model

Estimation of Tensile Strength of Mass Concrete

• Test data from construction (compressive strength)• Data from drilled core tests (static or dynamic)

• Compressive strength• Direct tensile strength• Splitting tensile strength

• Often only static compressive strength or splitting tensile strength

Testing Mass Concrete for “Tensile” Strength• Tensile test procedures

• Direct (USBR 4914 – 1992• Splitting (ASTM C 496 or BS)• Flexural (ASTM C single point or C 1/3 point)

• Mass vs. conventional concrete• Nominal maximum size aggregate (NMSA) 3‐6 in vs ¾ to 1.5 in

• Core diameter (D) vs. NMSA (4‐18 in)• ASTM C 42 recommends minimum D of 3.7 in or minimum D/NMSA = 2

Direct Tensile Strength of Mass Concrete Dams

0 40 80 120 160 200 240 280 320 360 400 440

Direct Tensile Strength ‐ lb/in2

Lift Line Tests

All Lift Line Tests

Average All Lift Line Tests ‐ 173 Average Lift Line Failure ‐ 153 lb

Direct Tensile Strength of Parent Mass Concrete

0 40 80 120 160 200 240 280 320 360 400 440 480 520

Direct Tensile Strength ‐ lb/in2All DT Parent

Average Parent ‐ 219 lb/in2

0 50 100 150 200 250 300 350 400 450 500

uency ‐p

ercent

Direct Tensile Strength ‐ psi

Frequency Distribution ‐ Direct Tensile StrengthParent Concrete and Lift Lines (1905‐1993)

DT All Lift Lines DT All Parent

All parent concreteaverage 220 psi

All lift linesaverage 170 psi

0.0 0.5 1.0 1.5 2.0 2.5 3.0

uency ‐p

ercent

Direct Tensile Strength ‐MPa

Frequency Distribution ‐ Direct Tensile Strength of Mass Concrete Lift Lines (1905‐1993)

DTAll LL 1905‐1930 Norm S DTLL 1905‐1930 Ruskin LL Data Ruskin Avg LL

DT All LL 1905‐1993 Ruskin All 1905‐1993 Ruskin Avg All 1905‐1993

All lift lines ‐ 1905 to 1993average 1.19 Mpa (173 psi)

All lift lines ‐ 1905 to 1930average 0.77 Mpa (110 psi)

Ruskin Damaverage lift lines ‐ 1.0 MPa

Effects of Aging on Mass Concrete

No Aging AAR / FT

Compressive Strength (lb/in2)

4880 3925

Modulus of Elasticity(106 lb/in2)

5.38 2.24

Poisson’s ratio 0.19 0.20

Alkali Aggregate Reaction (< ~ 1942*)

Compressive Strength vs. Modulus of Elasticity

y = 0.0005x + 3.3341R2 = 0.2832

y = 0.0005x + 0.2886R2 = 0.3728

0 2000 4000 6000 8000 10000

Compressive Strength - lb/in2

6 lb/in

AAR Comp E No AAR Comp E Linear (No AAR Comp E) Linear (AAR Comp E)

Tensile Strength (no AAR/Aging)

0 5000 10000 15000 20000 25000Age - days

Age DT LL Age DT Parent Age ST ParentLog. (Age ST Parent) Log. (Age DT LL) Log. (Age DT Parent)

Splitting Tension

DT Parent

Tensile Strength (AAR / Aging)

5000 10000 15000 20000 25000 30000 35000Age - days

Age DT LL Age DT Parent Age STen ParentLog. (Age STen Parent) Log. (Age DT Parent) Log. (Age DT LL)

DT Parent

ST Parent

Critics of Split Tensile Test• Hannet, et al (1973)

• Half cylinder tests (ST = 0)• Biaxial compressive zone under bearing strip• ST differs with width of bearing strip• NMSA affects stress distribution

ST ~ 300 psi!

Direct vs. Splitting Tensile StrengthParent Concrete – No Aging)

Raphael (1984)y = 1.7x0.66

Splittingy = 0.79x0.75R² = 0.53

Directy = 0.94x0.65R² = 0.27

0 1000 2000 3000 4000 5000 6000 7000 8000 9000

Average Tensile

Strength ‐psi

Average Compressive Strength ‐ psi

Compressive vs. Tensile Strength Relationshops of Mass Concrete Cores

Raphael (1984) ST Comp DT ‐ Comp Power (Raphael (1984)) Power (ST Comp) Power (DT ‐ Comp)

Dolen/USBR 2011

Direct vs. Splitting Tensile Strength

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0

Specimen Size - NMSA Ratio

Size Effects and Tensile Strength

Circled data points have data sets with most test specimens.

Cores ‐ Vertical cast Cast cylinders ‐ vertical and horizontal cast

Splitting Tension

Direct Tension

• Two main mass concrete mixtures

• Two purposely re-designedmass concrete mixtures

• Cores drilled at 6 months and 0.5, 1, 5, 10, and 25 years

• Strength decreased between 10 and 25 years?

• 10 year test moisture content

A curious strength “decline”

0 5 10 15 20 25 30 35

Compressive Stren

gth ‐p

Test Age ‐ years

Compressive Strength of Drilled Cores

Avg ‐ All

0 5 10 15 20 25 30 35

Compressive Stren

gth ‐p

Test Age ‐ years

Compressive Strength of Drilled Cores

A tale of two aggregates

• Projects 150 miles apart• Started with same (4) cement manufacturers• Same contractor• Same equipment• Probably same workforce• Unlucky choice of wrong cement manufacturer• Vastly different results • (different river source for aggregates)

Hoover (no AAR) vs. Parker (1st AAR) Dams

Good Modulus vs. Bad Modulus(i.e. one of them has cracking)

AAR Effects

• Compressive strength• Tensile strength• Elastic properties• Lift line bonding• Strength vs. age• Hot dams vs. cold dams• “Changing” properties in risk assessment

Materials properties may not be constant –effects on risk analysis and conclusions

Other things that keep a dam engineer awake

AAR Declining Tensile Strength

Initiate internal cracking?

Tensile strength

Thermal stress

• Cover depth = 3-4 in (150-200 mm)• Carbonation depth = ?• Are we “millimeters away” from

disaster?

Slab (or arch) and Buttress dams….Effects of carbonation and steel corrosion (loss of passive resistance)

Open Discussion and Conclusions

Seismic Analysis of Concrete Dams Workshop

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