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ACI

WEB SESSIONS

Structural Concrete Design - The

Legacy of Dr. W. Gene Corley

ACI Fall 2013 Convention

October 20 - 24, Phoenix, AZ

ACI

WEB SESSIONS

Jack P. Moehle, TY and Margaret Lin Professor of

Engineering, University of California, Berkeley, Berkeley, CA.

Professor Moehle's current research interests include design

and analysis of structural systems, with an emphasis on

earthquake engineering, reinforced concrete construction, new

and existing buildings and infrastructure, and development of professional design guidance.

BEHAVIOR AND DESIGN OF

EARTHQUAKE-RESISTANT

STRUCTURAL WALLS

Jack Moehle, University of California, Berkeley

Sharon L. Wood, University of Texas at Austin

The 1960s

The 1960s

Muto Laboratory, U. Tokyo

The 1960s

Blume, Newmark, and Corning, 1961

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Key Papers on Structural Walls

Oesterle. R.G., J.D. Aristizabal-Ochoa, K.N.

Shiu, and W.G. Corley (1984). “Web

Crushing of Reinforced Concrete Structural

Walls,” ACI Journal.

Barda, F., J.M. Hanson, and W.G. Corley

(1977). “Shear Strength of Low-Rise Walls

with Boundary Elements,” Special

Publication 53.Corley, W.G., A.E. Fiorato, and R.G.

Oesterle (1981). "Structural Walls,"

Special Publication 72.

Oesterle, R.G., A.E. Fiorato, J.D.

Aristizabal-Ochoa, and W.G. Corley

(1980). “Hysteretic Response of ReinforcedConcrete Structural Walls,” Special

Publication 63.

Barney, G.B., K.N. Shiu, B.G. Rabbat, A.E.

Fiorato, H.G. Russell, W.G. Corley (1978).

“Earthquake-Resistant Structural Walls –

Tests of Coupling Beams,” Report to the

National Science Foundation.

Low-rise walls

Low-rise walls Low-rise walls

Diagonally reinforced coupling beams Diagonally reinforced coupling beams

Conventional reinforcement Diagonal re inforcement

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Diagonally reinforced coupling beams Slender walls

Earthquake Resistant

Structural Walls –

Tests of Isolated Walls

Rectangular Barbell Flanged

Boundary Elements – Rectangular Walls

Boundary Elements – Barbell Walls Boundary Elements – Flanged Walls

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Flexure and shear deformations

Flexure Shear

(c) Cyclic, high shear

First Bar Fracture

Wall B4

9 1 0 1 1 1 2 1 3

(b) Cyclic, moderate shear

(a) Monotonic,

moderate shear

Wall B3 Wall B5

‐0.04 ‐0.03 ‐0.02 ‐0 .0 1 0 .0 0 0 .0 1 0 .0 2 0 .0 3 0 .0 4 0 .0 5 0 .0 6 0 .0 7

Top Drift Ratio

‐0.03 ‐0.02 ‐0 .0 1 0 .0 0 0 .0 1 0 .0 2 0 .0 3

Top Drift Ratio

Web Crushing

Shear, kips

Shear, kips

Top Deflection, in. Top Deflection, in.

Effect of cyclic loading and shear

Shear resistance

(a) Initial crack pattern

(for one direction of loading)

Struts

Shear resistance

Web crushing

zone

(b) Cracking pattern after

several large reversals

(for one

direction

of

loading)

Cracks

re‐align

Web crushing of slender walls

shear force V

diagonal compression strut

crushed web concrete

Web crushing

Nominal Capacity

Flexural Capacity, Vnf

Shear Capacity, Vnv

Nominal Capacity, Vn = min (Vnf, Vnv)

2 nv c n y cvV f f A

0.0

0.5

1.0

1.5

R1 R2 R3 R4 B1 B2 B3 B4 B5 B6 B7 B8 B9 B 10 B11 B12 F 1 F2 F3

M a x i m u m

M e a s u

r e d B a s e S h e a r

N o m i n a l B a s e

‐ S

h e a r C a p a c i t y

Rectangular Barbell Flanged

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0

50

100

150

200

0 50 100 150 200

N o m i n a l C a p a c i t y i n S h

e a r , k i p

Nominal Capacity in Flexure, kip

Flexural Failure

Shear Failure

nf nvV V

0

50

100

150

200

0 50 100 150 200

N o m i n a l C a p a c i t y i n S h

e a r , k i p

Nominal Capacity in Flexure, kip

Flexural Failure

Shear Failure

0 6 nf nvV . V

0.0

4.0

8.0

12.0

0.0 1.0 2.0 3.0 4.0

Mean Drift Ratio, %

Flexural Failure

Shear Failure

test

c cv

V

f A

0 8 w c

V , psi

. L h f

Top Deflection, in.

X – Maximum measured in laststable deflection increment

Slender Walls – Displacement Capacity

All test specimens were able to sustain multiple

cycles to drift ratios exceeding 1%.

Walls with confined boundary elements were able

to sustain larger inelastic deformations. Walls that experienced web crushing sustained

slightly lower maximum inelastic deformations.

Maximum inelastic displacement depends on

loading history.

Slender Walls – Shear Capacity

Average shear stress of represented the

boundary between flexural and shear failure

mechanisms.

4 c f

If Vnf > 0.6 Vnv, shear failure was observed undercyclic lateral loads.

Walls with low web reinforcement ratios are

susceptible to degradation of shear strength with

cycling.

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BEHAVIOR AND DESIGN OF

EARTHQUAKE-RESISTANT

STRUCTURAL WALLS

Jack Moehle, University of California, Berkeley

Sharon L. Wood, University of Texas at Austin

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