U.S.-JAPAN JOINT EARTHQUAKE RESEARCH PROGRAM INVOLVING LARGE-SCALE EXPERIMENTS

ON MASONRY BUILDING STRUCTURES

HAJIME UMEMURA Professor, Shibaura Institute of Technology, Japan

KATSURO KAMIMURA Professor, The University of Utsunomiya, Japan

TSUNEO OKADA Professor, The University of Tokyo, Japan

SHIN OKAMOTO Director, Production Dept., Buiding Research Institute,

Ministry of Construction, Japan

YUTAKA YAMAZAKI Head, Large-Scale Structure Testing Div., Production Dept.,

Building Research Institute, Ministry of Construction, Japan

ABSTRACT

Joint earthquake research program of building structures involving large-scale experiments has been carried out since 1979 between Japan and the United States of Ameri ca under the auspi ces of t he Panel on Wind and Seismic Effects of the U.S.-Japan Natural Resources Development Programo During the first two years (1979-1980), earthquake response behaviour of a reinforced concrete building V/ as investigated based on experiments of a full-scale seven story s p e c i :n e n, w h i c h wa s c a r r i e dou t a t t h e B u i 1 d i n g R e s e a r c h I n s t i t u te, Ja par" including other component tests and a dynamic test using a sh a king t able. Similar experimental research program on steel bui lding structures was held during the next three years (1981-1983). At t his time, as a third phase of the joint program, masonry building st ructures are focused to be investigated for next five years (1984-1988). This paper introduces Japanese side research objectives and research plan for masonry building structures on this U.S.-Japan joint research programo

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1. INTRODUCTION

A joint research program on earthquake engineering of bui lding structures has been conducted since 1979 between the United States and Japan under the auspices of the Panel on Wind and Seismic Effects of the U.S.-Japan Natura 1 Resources Deve 1 opment Programo

Test of earthquake response simulation of large scale building structures is the highlight of this program and has been carried out at the Building Research Institute of the Mini s try of Con s truction, Japan. To perform the large scale test, a new earthquake simulation test technique, designated as the pseudo dynamic test method, was developed by the Building Research Instit ute and has been effectively employed in this research programo In addition to the large scale te s t, severa 1 other types of experi menta 1 programs are i nc 1 uded in t he programo They are 1) component test of structura 1 beam and co 1 umn elements, 2) planar test of frame subassemblages, 3) shaking table test of repricas of building structures, 4) correlation study between shaking table and pseudo dynamic tests.

The research program including these experimental prog ra ms is aimed to investigate the effectiveness of a variety of procedures developed to evaluate the seismic behavior of structures suc h as analytical simulation procedure s , design procedures, and sa fety evaluation procedures. Such a comprehensive effort in this joint program is believed to be the first to achieve the above objective. The expected outputs of this study can be addressed as follows: 1. to establish design methods to ensure higher safety; 2. to establish more economical design method s without loosing

structu ra 1 safety; 3. to develop more accurate procedures to estimate the seismic safety

of structures; 4. to develop experimental and analytical procedures to simu late the

earthquake response behavior of structures with a greater accuracy;

5. to make the oversea construct i on by U.S. and Japanese contractors more competitive; and

6. to enhance i nformat i on and personne 1 exchange.

The joint program wa s initiated in 1979 as shown in Fig. 1. In the fi rst phase of thi s program, the rei nforced concrete structura 1 sys tem wa s examined, in which a full scale seven story reinforced concrete structure having a coupled wall system was tested using the pseudo dynamic test technique. In the second phase, the stee l structura 1 system was studi ed wi th a test of a fu 11 sca 1 e si x story steel braced frame. As the third phase of this program, the masonry structural system was selected. This third phase ma sonry program was initiated in 1984 and is to continue for five years. The first joint workshop on the masonry program was held March, 1984 at the Building Research Instutite.

2. BACKGROUND OF MASONRY STRUCTURES ANO NEEDED AREAS OF RESEARCH

The masonry structural system is known worldwide to be a traditional but efficient structural system having high capacity in durability, fire resistance, sound insulation and heat insulation and h i g h f 1 e xi b i 1 i t y in c o n s t r u c t i o n. T h e s t r u c tu r a 1 s y s tem wa s f i r s t imported to Japan from Europe, and, therefore, 1 ittle attention was given to the earthquake resistance of then constructed masonry

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structures. Accordingly, those structures sustained great damage in the Great Kanto Earthquake. Since then, masonry structures practically disappeared in Japan, and very little effort was made for the study of seismic resistance of the masonry structural system.

Because of large demand of building construction after the World War 11, Japan developed various construction systems fit into mass production of building structures. During those periods, however, the masonry structural system was left almost untouched mainly because of the seeming problem that the masonry system inherently possesses: that is, the tedious labor work. What is desired in building construction, however, is changing these days; now more value is put on quality than quantity, and versati 1 ity is more appreciated than uniformity. To comply with this new demand, it is natural to find a move of reconsidering the benefit of the masonry structural system. Since 1 ate 1960 's various types of new masonry construction systems have been developed in order to make the construction more reliable and competitive. The reinforced concrete block system, named RCB, is an one good example. The Building Research Institute has contributed a great dea 1 to the deve 1 opment of the masonry structura 1 system. One of the projects present 1 y conducted i s ent i t 1 ed "App 1 i cat i on of Sma 1 1 PC Unit to Urban Housing", in which high qual ity masonry unit is developed and new earthquake resistant construction techniques are proposed.

This is a brief review of the background of the masonry research in Japan. Considering this situation, the immediate target of this program as the thi rd phase of the U.S.-Japan Joi nt Research Program wi 11 be the development of a masonry construction system fit to low­to medium-rise building structures.

3. JAPANESE SIDE RESEARCH PLAN

Organizations Figure 2 shows the organization for promoting U.S .- Japan

cooperati ve research on masonry structures. We, Japanese side, have two major committees , one is Technical Coordinating Committee on Masonry Research (TECCMAR) and the other Promoting Committee on Masonry Research (PROCMAR). The former committee coordinates technical research planning on materials, components, asse mblie s and a full­scale experiments, and drawing up a proposal of aseismic design guidelines of low/medium-rise reinforced masonry building structures in Japan. The latter one was organized under domestic cooperation research agreement among the Building Research Intitute, the Japan Association for Building Research Promotion and the Building Contractors Society for positively promoting U.S.-Japan cooperative research on masonry structures, and the committee members are composed of government officials, local self- governing body's officials and representatives from many industrial organizations. Many problems to realize newly developed low/medium-rise reinforced masonry buildings in Japan must be sol ved under this programo For this purpose, a few subcommittees are to be organized under PROCMAR. Those problems

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except structural matters wi 11 be dealt with to find solutions in these subcommittees.

Research Plan Japanese side research items through fi ve years program are as

follows: 1. Material Test 2. Static Test of Walls 3. Static Test of Beams 4. Static Test of Wall and Beam Assemblies 5. Full-Scale Planar Static Test 6. Shaking Table Test of Scale Model Specimen 7. Full-Scale Five Story Structure Test 8. Establishment of Aseismic Oesign Guidelines

Research time schedule for the above items are shown in Fig. 5. Ouring the first two years, fundamental tests concerning materials, wall and beam components, assemblies and full-scale planar static tests are carried out. The program for shaking table tests of a scale model specimen and a ful l-scale five story structure test wil 1 be held from the third year of the programo

4. JAPANESE SIOE RESEARCH OBJECTIVES

Japanese side final target through the joint research program is to propose aseismic design guidel ines of low/medium-rise reinforced masonry building structures in Japan. At present, only the reinforced masonry bui 1 di ngs whi ch hei ght from the ground i s equa 1 to or 1 ess than 12 meters (one to three stories bUildings) are permitted to be constructed in Japan. Under this program in Japan, the design guidelines for low- to medium-rise reinforced masonry buildings (up to about five stories maximum) is considered to be proposed.

In addition to this final target, the following objectives in structural design of masonry buildings are considered to be solved:

i. To ensure sufficient aseismic performance: Aseismic performance which is substantial ly equal to or higher than the one to be required for present wal 1 type R/C bui ldings in Japan is expected for newly developed reinforced masonry buildings under the programo

ii. To propose decreased wall length rate: 21cm/m 2 at present regulations to;

15-18cm/m 2 for five story buildings and 12-15cm/m 2 for three story buildings in proposal

111. Not to use reinforced concrete col lar beams: Reinforced concrete collar beams are required to be used in reinforced masonry buildings under present regulations.

iv. To simplify joint works of reinforcing bars: Effectiveness of lap joint or mechanical joint works of vertical reinforcing bars in wal ls is experimentally investigated.

Through Japanese side research works, high strength block units in which design prism strength is more than 180kg/cm2 are used (In present regulations, 80kg/cm 2 design strength for full section area of a block unit and 135kg/cm 2 design strength for grout concrete are required). Standard concrete block and brick units used in Japanese

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research pgogram, which were new1y designed and produced for the program, are shown in Fig s. 4 and 5.

To a110w setting re1ative1y 1arge amount of reinforcing bars into unit ho1es, 1arge size ho1es are prepared for the units, and are fu11y grouted. R/C s 1 ab system wi 11 be app 1 i ed to future fu 11-sca 1 e fi ve story specimen which is to be tested under 1987 Japanese research p1an.

5. 1984 RESEARCH WORKS IN JAPAN

5.1 Test P1an on Materia1s and Construction Method The fo1 lowing items are very important to realize 10w/medium-rise

masonry bui 1dings in this research programo a) The prediction of the compressive strength of prism specimens

from propert i es of b 1 ock uni ts, grout concrete, and joi nt morta r: i) Basic properties of units

ii) The effect of partic1e size distribution of aggregate on the strength of joint mortar

iii) The effect of joint mortar on the prism strength iv) The effect of grout concrete or grout mortar strength on

the prism strength b) Possibi 1 ity of high 1 ift grouting to execute construction works

fast: It is necessary to confirm fu1 1ness of grouting and bond between reinforcing bars and grout mortar. Eight specimens, six concrete b10ck and two brick specimens, are to be tested. Test specimen is shown in Fig. 6.

c) App1 icabi 1 ity of 1ap joints on vertical reinforcing bars: NoVl, in Japan, 1ap joint in masonry structures is inhibited. It is necessary for easy execution of works to confirm effectiveness of 1ap joints. Six types of twe1ve specimens as 1isted in Tab1e 1 are to be tested.

d) Anchori ng strength of rei nforci ng bars: Large amount of reinforcing bars wou1d be set in a sma11 unit ho1e to resist seismic horizontal 10ading to vertical components of bui1dings. Tests on the effect of face she11 and the thickness of covering grout concrete are investigated using the specimens as 1 isted in Tab1e 2.

5.2 Test P1an on Masonry Wa11s and Beams In 1984, static tests on iso1ated wa1 ls and beams constructed by

Japanese practice wi1 1 be conducted in order to obtain basic know1edge of five-story masonry structures. The major purpose is to investigate their deformation performance and shear capacity. Therefore, the shear-span ratio, amount of cross sectiona1 area of main reinforcing bars and amount of shear reinforcement of test specimens are main1y varied in this test programo Prism compressive strength, fim, and ratio of vertical shear reinforcement sectiona1 area to the gross concrete area of a horizontal section of the wa11, Pwv, wi 11 be constant va1ues and those are fim = 200-250kg/cm 2 (wou1d be 240kg/cm 2) and Pwv = 0.25%, respect i ve 1 y.

Test series of masonry wa1 ls and beams are summarized in Tab1e 3. It wou1d be c1ear from these test series how much effect each factor has on deformation performance and shear capacity. Masonry Wa11s

Test specimens of wa11s are 1isted in Tab1e 4 and an examp1e, Specimen WSR1 (shear fai1ure type) is shown in Fig. 7. The following

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test series are considered. a) Tests on s hear capacity and deformation performance (WS specimens)

·Average compressi ve stress 0 0 = 20kg/cm 2, and for specimens with symbo 1 "N" 0 0 = 40 and 60kg/ cm2

·Main reinforcing bars at = 016, 2-019 and 2025 ·Horizontal shea r reinforcement ratio Pwh = O to heavy (~668%) ·Shear span ratio M/QO = 0.45, 0.75 and 1.13

b) Test on flexural deformation performance (WF specimens) ·M/Qd = 0.75 and 1.13 ·Rat io of shear strength to bending strength Qsu/Qmu = variable ·Average compressive stress 00 = 5kg/cm 2

c) Test on effect of transverse wall on strength and deformation performance (WT specime ns)

. T and + types d) Test on effect of ladder steel on deformation performance and

shear capacity (J specimens) e) Test on effect of unit shape on deformation performance and shear

capacity (Bl specimens) f) Test on effect of open joint work on deformati on performance and

shear capacity (O specimens) g) Reinforced concrete wall test to compare deformation performance

and s hear capacity with those of masonry wa 11 s (RC specimens).

Masonry Beams Test specimen of beams are 1 isted in Table 5, and the test

specimen, GSRl (shear failure type) is shown in Fig. 8. The following test series are considered. a) Test on shear capacity and deformation performance

·at = 2-016, 2-019 and 2-025 (GS specimens) ·Pw = light (0.16%) to heavy (0.67%) ·M/QO = 0.71 and 1.18

b) Test on flexural deformation performance (GF specimens) ·Qsu/Qmu = variable

c) Test on beams with slab (GF1, GSl and GF2 specimens) ·Slab thickness =15cm ·Slab width =lm on both sides ·Slab reinforcement =2010@300

d) Test on effect of unit shape e) Test on effect of Hoop shape

5.3 Loading System

(Bl speci mens) (H specimens)

The loading system used in wall and beam tests is shown in Fig. 9. This loading system consists of three actuator s. A and B actuators are contro 11 ed by a computer in order not to produce any ang 1 e of rotation at top and bottom of a specimen under co nstant axial load. C-actuator i s contro 11 ed by another computer in order to app 1 y horizontal force to a speci men under optional loading sequence.

6. CONCLUSION

Japanese si de research plan for masonry building st ructures which is going to be held under U.S.-Japan Joint Earthquake Research Program involving Large-Scale Experiments was introduced herein. Masonry building s, both concrete block and brick structure building s, are at present few in Japan compared with the other structure type of

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buildings, such as timber houses, reinforced concrete and stee l bui ldings, because of the past earthquake damages of unreinforced masonry buildings which construction method was imported to Japan one hundred years ago from European non-earthquake countries. Through the five years epoch-making research program concerning low/medium-rise reinforced masonry bui ldings, masonry structure buildings are expected to be looked at again and to increase in number in Japan.

ACKNOWLEDGEMENT

The authors wish their sincere thanks to TECCMAR members who contribute great effort to coordinat ion for Japanese side technical research planning under the U.S.-Japan Joint Program on masonry building structures. The authors also express their gratitude to Drs. M. Nakashima and M. Teshigawara, staffs of the Bui lding Research Institute, who assisted them in providing this paper.

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Table 1 Test Specimen of Lap Joint Appli cability Table 2

I~ 1

2

3

4

5

6

lenglh or wire jo inl s pira l sec ti on

lap joinl re i n f orcemen t r e i n r orcemen t

- - - ~ - - - ~ 40d - - ~ 40d 4 ~ @400 - B 40 d - 4 ~ 50 pi lch mJ 40 d 4 ~ @400 4 ~50 pi lch E1I

I

Sec ti on

Test Specimen of Anchoring of Reinforcing Bars

~:il~1 ~'". " c, shell 1 L. _____ -' bl , , ~i~ ; : e :

. . : : re ,nrOrng ! ;- ------; i 1, : ::IH I bar ~ .~ ~_J ~ - , ~ - ; I -

loca lion ! ao l cm I c- I ecn ter

or bar a ~ 3cm bo l cm bo 3cm faceshelI cr +lcm block

0- 16 - I 3 - - - I I * 0 - 19 3

I 3 3 3 3 _L~ * _ J I

LI0_-2_2 ~1 _-__ ~1 _3~1 __ - ~I _-__ ~ __ ~~

Table 3 Test Series of Wall & Beam Specimen s

Specimens Series Tota l

Standard C/B B1 C/ R Brick R/C

A)Wall A-D I1/QD WS 1. WS4 , WS7 WSR1,WSR4,WSR7 I WSRC,WTRC WTTl. WTT2 (5) - (3) (2) 10

A-2) Flexure WF1,WF2,WTC1,WFL1, WFBL WFB10 WFRLWFR2 WFRC WFLI1,WFJ1,WFJ2 (7) (2) (2) (1) 12

A-3) Axial Force WSN1,WSN2 WSB1,WSB10 (2) (2) - - 4

A-4) Pw WS2,WS4,WS5,WS6, WSR2, WSR4, 10 WS9,WS10 (6) - WSR5,WSR6 (4) -

A-5) A t WS3,WS4,WS8,WS2, WSR3 WSJl. WSJ2 (6) - (1) - 7

Sab- to ta I 26 4 10 3 43

B) Beam B-l) Hoop GS2,GSH1,GSH2 (3) GSB1 (1) -- - 4 f---- --1-- - -- -

B-2) Pw GS2 ,GS3,GS4, (3) - GSRl. GSR2 (2) - 5

B-3) Flexure GF3,GF4,GF5,GF6 GFR1 , GFR2 , GFR3 (4) - GFR4 (4) - 8

B-4) Slab GF1,GS1,GF2,GF3(4) - - - 4

Sab- total 14 1 6 - 21

Total 40 5 16 3 64

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Table 4 Test Specimen List of Walls

~ o 013 @ 400 013 @ 200 2013 @ 200

Trans ve r <0.167 %) <0.334 %) (0 .668 %)

Wall

M/ QO

0.45

h/ l ~

180/200

0.75

h/ l ~

180/ 120

I. 13

hll ~

180/80

At(cm) x O x O x O x

I 016 I I

0.99)

2019 WSl. WSRI (5 . ( 4)

I I

1

2025 (lO. I) I

I

016 WS3. WSR3 I I I ! WS4 x3. WSBI .1 WTn WF2. WFBI I WSR2 WS5

WSJ I I WSR4 x 2. WS~!. I WTCI WSR5 WFR2 I 2019 ,s2 x2 WSN2. WFl,I>lFRI I _TRe \>iFJ2

WFL l. WSRC. WF J I • WFBIO WFLM . WFRC i WS6 WSB IO. WSJ2 I WSR6

2025 I wS8 i WS9 I WSIO

I

016

=+ I 20 19 WS7 . WSR7 I I 2025

Pri sm Streng th f m ' = 25 O Ke/cn! Vert ica l Reinforcement D 16@4 O O

W S ; Shear Fa i I ure Type W F ; Fl exural Fai lure Type WT ; TT : T-Shape, TC: Cross-Shape Specimen

B I ; 300mm Leng th C/ B Spec i men R C ; R/ C Specimen

o ; Open Joinl Spec imen

O

.TT2

R ; Br i ck Specimen N ; Axial Force Series Specimen J ; Effect of Ladder Steel

Table 5 Test Specimen List of Beams

~~ 013 @ 400 013 @ 200 21J13 @ 200

( 2010 @ 400) . , 013 @ 300 .,

01 3 @ 150 . , 016 @ 150 . , R/ C Sl ab

I ! ~/QD A t (cnl) O x O I x O

! i x I

I 2016

I i

I GF I

I (3.98)

0. 71

I ---

2019 GF6 . GFR4 I :

I / h ~ (5. 74) , 120/95 !

2025 GSI GS2, GSRI I I GS3. GSR2 GSHl. GSBI

, I

I I OO . ll

, GSH2 I

I i

1.18 2016 I i ,

I

: GF3. GFRI I /h ~ i 2019 GF2 GF4 . GFR2 ,

GF5. GFR3 200/95 i i

2025 ! GS4 ! I i

Prism Strength f m ' = 2 5 O Kg/cnf Hori zontal Rci nforcement D 16@ 4 O O

R ; Brick Spec imen

* I For Hoop Seri es Spec imen G S ; Shea r Fai lure Type B 1 ; 300mm Leng th C/B Spec i men

* 2 For 300mm Length Uni t Spec imen G F ; Fl exural Fai lure Type H ; Hoop Seri es Specimen

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l he fi r s l ao e wi l l be he l d in J a pa n, a nd lhe s eco nd in USA.

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Sc hedule of U. S.-Japan Joint Research Program

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I C1XJI'ERATlON RESEAIDI AG~

I Bu l ld l flg Rt."Search Ins 11 lute p I Y Yamazakl , H H.rill sh,

I JTCC ON MASONRY RES EAR CH

1 Japan flssoc w t lOn f or RU11dlng Rc.',p.a rch PrQm::l t lOn

nmm..lL axJRDINATlNG CO~~ ITTEE ~, MSONRY WESEAHCll (TECCIIAR) · EXIThTIVE ~'1llERS

T.Okada. IU1atsumu ra, Y.Kano S.Okamoto , Y. Yamazak i I . Endo, H.lmai, I1. Wa L1n<lOO T. KufXlta,

· SR! tiEKBERS tUlirOSil \oWl, Y. lshiyam.J. Y.Yamanouchi H.H i rai shi , Y.Takahashi . A.Baba M.Teshil',aIooara . O. Senbu. i1.Nakash ima T.Ka/llinosono . H. Ka toh, 11. lsoi shi Y. Ma L,>u$hiR\1

• Represen t,..1 t i VC$ f rom PRIX/'::\R

PIlOt'OT (NG com ITTEE ~, MASONRY RESEAlICII (J'R(XJWI)

• OlAI R.'1A.N H. Ul'allUra • OEPUTY CHAIRMAN K.K.amirnura · MEMBERS

• Ministry of Construct ion, Rui ldinr, Research Inst itute

· Local Se lf -Goveming Bod ies · Japan Hous i ng and Urban ~ve l opllll>n t

Corporali on · Concre te 11asonry Assoc iati ons · 8rick ~50nry Assoc ialions · Genera l Cons truc tors · House Kakers · Real ty Ilea lers · Cen:!nl Assoc ial ion

i _ .J __ _

I TCCMAR EXECUT I VF ' PIINEL J.NoL:Jnd, J,Karioti s

A.llamid, S. Adhillll G Hart

TCCMAR ' ME MBERS Jan-c..'i Noland, Ridmrd I\tk inson

Dani e l Abrams, Ky l ~ Wo::xlward Jolm Kari ot is, Rober t Ew ing Albi n Johnson, Gary flart Russel l BrQi<,'O, Gi l OOrl Hcg€lllier Ahtnad Hamid, rtIx Por ter Rona lrt Kayes , ~y AJham Leonard Tul in

'OBSFRVERS Oon.:ll d Wakef ield, $tuar l Bcavers Robcr t Reiner, Vinccnl Bush John Tawresey, Alan Yorkd..l e I1ark Ilogan

!

i·

Fig.2 Organization for Promoting U.S.-Japan Joint Reseach on Masonry Building Structures (Draft)

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I<ESEAIlCH I TEM S 1986 -~ 1987 1988

I

fiscal 1984 -r ---~ 1 Mar ~ p r l'1ar. ; .-'pr. ~r. i "pr. _____ :1ar. ~ ~p~ __ 1.:Ir .

1 ~terial Tes l

2 Static TCS l af Wall s

3 Sta ti c Tcs l a f Bea. s

ti Sta ti c Tes t af Wall and Beall Assc .. blies

Ful l -Scale Planar Static Tes l

6 Shaking Tabli! Test a f Sca le ~el Spec illlcn

i filie S lOfY ruil ·Sc<tie iest

8 "sei s_ ic Iks ign Guidel ines

9 Joi o t Technical Coordi nating Co-i tlce on

• I i . ------------+------------. i , -.J

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• • i Oesign a f Specilllen Tesl e- • ; Oes i gn & Cons tructi on i

Prei i miíléi í , Ües i gn af $pec :;nc:-, Test

Ou • ."'-, ___ _

! Orart af Guidel i nes . . _u I 2nd ' 3r d

~sonry Rcscarch ( JTCeUR ) _____ ,L -----------'-- - ---- -' --I • I •

• • . Tcs t a fl c r Rt' Pd i r and . Re tr o fitling,-'nalJ ::: : ~

• • Pr oposa I af Lu i de J i nl)S

• • 4th

• ~ l h •

Fig . 3 Ja panese Research Plan on Masonry Bui l di ng Structures

'" R)

" ~ ----- I-----~

<;}3:

" 75 115 _ ''-'''90"'--_ _ =1

- - ----- ;-=- '

! -l .!ª-

I ~ -f I I

j I - ~ 11_ _ I2 __

Fig . 4 Stand ard Con c r ete Bl ock Un i t in Japanese Re search Prog ram

r-~------~---~'~ "l' I

Fig.S Standard Brick Unit in Japanese Reseach Program

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R) re inforc i ng bar s

~f.(m

Fig.6 High-Lift Grou t ing Test Specimen

F\eAut Reinfof"O?­

"""'I 2-019

~:~;~r~ ment

0 13

v

I $iJúGúEoai& I IMnill 1I;1l 1I ;ll IlSLJéI Fig.7 Test Specimen of Wall

Horizonta l Reinforcement

0 13 09400

R.C .Foundation Beam

vJSR 1

I 425

Flexurd\ ReinforcemE'nt

2-025

Vert ical Re inforcement

0 16

1m-ttfij .. 1

R.c. Bond Beam

Hori zonta l Rein10rcement

013 '"300

A.C. Foundat ion Beam

Fig.S Test Specimen of Beam GSRl

ACTUATOR C

L. V.D. T.

'-----D-A --,J 11.--------'

~ _______________ I~I~---D-'B------~-r--~ =

'--

r ERVO CONTR0LLER C SERVO CONTROLLER A. B ~~

CHECK & CONTROL N = LA + LB O :-c: DA - DB rn LATERAL LOAD or

DISPLACEMENT CONTROL COMPUTE R

1-111-1 DATA ACQUI SlTIO~j SYSTEM

Fig.9 Loading System

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