RCM - 2005

27. Aug / 2005 Seismic Resistance of RC-framed Masonry Wall System 1

空間構造性能

Structural Performance

RCM-2005

Seismic Resistance of

RC-framed Masonry Wall System

Osamu JOH

Professor, Dr of Eng.

Graduate School of Engineering

Hokkaido University Turkey


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Objective and Method

Objective:(1) To clarify seismic behaviors of RC-framed (=confined)

masonry wall structures in consideration of many effective factors on the behaviors by experiment and analysis.

(2) To propose easy rehabilitation method for the structures.

Method:(1) Seismic loading tests of half scaled specimens with many test

variables (opening configuration, types of blocks and joint, etc.)

(2) Numerical simulation using rigid body spring method.

(3) Experiment for the masonry wall structures strengthened by reasonable techniques (wire-mesh, new materials, etc.)


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Pilot test in 2004

Speci-men

Outside Variables

RC-columns

Joint type

Axial stress

Loading type

CMW-1

exist straight low

(B/6)

reversal

MW-1 non straight low reversal

MW-2 non break low reversal

MW-3 non straight high reversal

MW-4 non straight low one-way


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Failure of confined masonry wall

crashShear failure

Forward loadingBackward loading

1st.Skerton2nd.SkertonLoad

(kN)

(10 )rad-3R

Q

-20 -10 0 10 20 30-400

-300

-200

-100

0

100

200

300

400

Maximum resistance in shearDegradation by crash of column


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wv

ov3cal A

f45.01

2.1

1fQ

'wwwywwyt1cal h/lN5.0la5.0laQ

10jt2.0FP18.0F012.07.0dh

76.0kkQ 3

omyhhmpu2cal

wwsysB4cal ltp5.020/Q

Calculation of ultimate strength

A. Ultimate bending strength of RC-framed wall

B. Ultimate shear strength of RC-framed wall

C. Ultimate shear strength of RC-framed & unreinforced wall

D. Ultimate shear strength of reinforced wall without RC-frame

Strength by wall reinforcement


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Specimen in 2005LC

LC

Standard specimenWall: (unit in mm)

L=1750, H=1050, t=100, straight joint 120 bricks with holesColumns: D=225, t=100 axial bars = 6-D13 hoop = 2-6@45 compressive concrete strength = 30MPa


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Loading system

Axial load

Lateral load

Shear span ratio =h/D

First story in three stories

Loading point


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Variables in 2005 (1)

Shear span ratio: s

No.1: (=standard)

s = 1.0 = 2250/2200

No.4: s = 1.7 = 2250/1300

2250

2200

1300

Loading height


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Variables in 2005 (2)

Configuration of opening

No.2: window opening= 890 x 560 mm2

No.3: door opening = 450 x 1050 mm2


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Future investigations-1

Extension of the experimentConsideration of effective factors on seismic performance

1) Configuration of overall structures number of story

number of span

2) Three dimensional effecttransverse structuretransverse lateral loading

3) Properties of blocks and jointconfiguration, size,strength

piling way of blocks, etc.


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Analytical investigation 1) Development of analytical model using “rigid body spring method” in order to apply to three different elements: RC-members, blocks and joints. 2) Numerical analysis considering several variables in order to extend the range of test results.

effect of combination loads, configuration of walls,strength of material, etc. rigid body spring method


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Rehabilitation investigation Development of easy and reasonable strengthening methods for this structure by seismic loading tests. Methods are, for example, covering with wire mesh, jacketing with new material, partial protecting at wall corners, etc.

Example of strengthening effects for RC wall-frame structure

Documents

RCM - 2005