MAXIMUM RESPONSE EVALUATION OF TRADITIONAL WOODEN HOUSES BASED ON MICROTREMOR MEASUREMENTS

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1 MAXIMUM RESPONSE EVALUATION OF TRADITIONAL WOODEN HOUSES BASED ON MICROTREMOR MEASUREMENTS Mina Sugino, Saki Ohmura, Satomi Tokuoka 3, Yasuhiro Hayashi 4 ABSTRACT: Th objctiv of this study is to propos th maximum rspons dformation valuation mthod of traditional woodn houss basd on microtrmor masurmnts and th amplitud dpndncy of natural frquncy of th houss. Th quation of th amplitud dpndncy of natural frquncy is basd on th rsults of sismic obsrvation of traditional woodn houss, shaking tabl tsts and static latral loading tsts of woodn fram spcimns. To confirm th accuracy of th proposd valuation mthod, th maximum rspons dformation angl of th first story of full scal spcimns of shaking tabl tsts is valuatd. It is found from th maximum rspons dformation angl valuation that incrasing natural frquncy is ffctiv to rduc th maximum rspons dformation angl against random wavs but it is not ffctiv against particular puls-lik ground motions. KEYWORDS: Traditional woodn houss, Microtrmor masurmnts, Amplitud dpndncy of natural frquncy, Maximum rspons dformation angl INTRODUCTION 3 Thr ar many traditional woodn houss forming historical townscaps in Japan. Microtrmor masurmnts can b usful to valuat sismic prformanc of ths houss asily bcaus th microtrmor masurmnts ar conductd without dstruction and in a short tim. Although svral rsarchs stimat th sismic capacity grad or th yild bas shar cofficint of th houss basd on natural frquncy which is obtaind from th microtrmor masurmnts, ths rsarchs do not valuat th maximum rspons dformation angl of th houss against arthquak ground motions. In our prvious study [], w hav proposd th amplitud dpndncy of vibration charactristics such as natural frquncy and damping ratio on th basis of shaking tabl tsts of woodn fram spcimns. Applying this amplitud dpndncy of vibration charactristics into th rspons spctrum mthod [, 3], th maximum rspons dformation angl of th woodn fram spcimns against an input wav has bn stimatd approximatly. Mina Sugino, Kyoto Univ., C-36, Kyotodaigaku-Katsura, Nishikyo-ku, Kyoto, Japan. rp-sugino@archi.kyoto-u.ac.jp Saki Ohmura, Kyoto Univ., C-36, Kyotodaigaku-Katsura, Nishikyo-ku, Kyoto, Japan. rp-ohmura@archi.kyoto-u.ac.jp 3 Satomi Tokuoka, Kyoto Univ., C-36, Kyotodaigaku- Katsura, Nishikyo-ku, Kyoto, Japan. rp-tokuoka@archi.kyoto-u.ac.jp 4 Yasuhiro Hayashi, Kyoto Univ., C-38, Kyotodaigaku- Katsura, Nishikyo-ku, Kyoto, Japan. hayashi@archi.kyoto-u.ac.jp In this papr, w dvlop th amplitud dpndncy of natural frquncy to b applicabl for xisting traditional woodn houss and stablish th maximum rspons dformation angl valuation mthod using th microtrmor masurmnts and th amplitud dpndncy of natural frquncy. MAXIMUM RESPONSE EVALUATION METHOD In this chaptr, w stablish th maximum rspons dformation angl valuation mthod using th microtrmor masurmnts and th amplitud dpndncy of natural frquncy.. CONVERSION INTO EQUIVALENT SDOF MODEL First, traditional woodn houss ar rgardd as th two dgr of frdom modls. Th two dgr of frdom modl is convrtd into th quivalnt singl dgr of frdom (SDOF) modl. In this mthod, natural frquncy of th houss valuatd from th microtrmor masurmnts f, th hight of th first story and th scond story H and H, th mass ratio m /m and th amplitud ratio of th first mod u /u ar ndd. Not that m and m ar th mass of th first story and th scond story. u and u ar th amplitud of th ignvctor of th first mod at th first story and th scond story. Th quivalnt hight of th quivalnt SDOF modl H is givn by Equation (). H H + ( m u / u) ( H + H ) + ( m / m u / u ) ()

2 . EVALUATION OF MAXIMUM RESPOSE OF EQUIVALENT SDOF MODEL Th maximum rspons dformation of th quivalnt SDOF modl D max is valuatd from th rspons spctrum mthod [, 3] which uss th quivalnt prformanc rspons spctrum S a. S a is calculatd by Equation (). S a [ f [ R], R] F [ h [ R] ] (π f[ R]) RH h () whr th variabls in th squar brackt [] in th quations mans that thy ar usd to calculat th variabls of th lft sid of th squar brackt. R is th dformation angl of th quivalnt SDOF modl. H is dfind by Equation () abov rgardlss of R. f is th quivalnt natural frquncy. f is xprssd by th amplitud dpndncy of natural frquncy which is shown in Equation (3) blow. f 3 [ R]/ f b{ a log ( R ) + } (3) whr a and b ar th paramtrs of th amplitud dpndncy of natural frquncy and thy ar discussd in th chaptr thr in dtail. F h is th rduction factor xprssd by Equation (4) on th basis of th prvious mthod [4]. F h [ h [ R] ] ( +.α ) /( + h [ R] α) (4) whr α is th cofficint of input wavs; α [4] whn input wavs ar random wavs, α π [] whn input wavs ar puls lik ground motions. h is th quivalnt damping ratio xprssd by Equation () on th basis of th prvious mthod [4]. { / ( max( R / R, )} h[ R].+. y () whr R y is th yild dformation angl and R y /rad in this study on th basis of th prvious study [6]. In th prvious study [6], R y was dtrmind on th basis of th arthquak obsrvations of th traditional woodn houss in Japan. Acclration rspons spctrum (damping ratio h.) S a is calculatd from input wavs. Th quivalnt natural frquncy f is calculatd by Equation (6) whn f satisfis S a S a. a [ f R ], R ] S [ f [ R ]] S [ max max a max (6) Th maximum dformation angl of th quivalnt SDOF modl R max is calculatd by substitution f into Equation (3). Th maximum rspons dformation of th quivalnt SDOF modl D max is calculatd from multiplication R max and H shown in Equation (7). D max R max H.3 EVALUATION OF MAXIMUM RESPOSE OF EACH STORY (7) Th maximum rspons dformation of th first story and th scond story D max and D max ar xprssd by Equation (8). D βu D, max βud (8) max D max max whr βu is th participation vctor of th first story, βu is th participation vctor of th scond story. βu and βu ar givn by Equation (9), (). + ( m u / u ) βu + ( m / m u / u (9) () Th maximum dformation angl of th first story and th scond story R max and R max ar xprssd by Equation (). R max Dmax / H R, max Dmax / H () 3 EVALUATION OF THE AMPLITUDE DEPENDENCY OF NATURAL FREQUENCY 3. AMPLITUDE DEPENDENCY OF NATURAL FREQUENCY OF WOODEN FREME STRUCTURE In this sction, w calculat th amplitud dpndncy of natural frquncy from th rsult of th static loading tsts of woodn frams with full walls (full wall spcimns). Thr full wall spcimns ar usd in this study [7, 8]. Th full wall spcimns consist of columns, cross bam, ground sills and walls. Th lvations of th spcimns ar shown in Figur and th dtails of th spcimns ar shown in Tabl. Th spcimns ar namd in th following ruls. Th initial charactr "F" mans th full wall. Th numbr "" mans th sction siz of th columns (cm). As th typ of walls, "#" mans th mud plastr wall and "-" mans th wall of th dry mud panls. Th last charactr "N" mans th spcimn with th mud plastr wall whos thicknss is 6mm and th last charactr "T" mans th spcimn with th mud plastr wall whos ) ( u / u) + ( m u / u ) βu + ( m / m u / u ) Tabl : Dtails of full wall spcimns Wall Wight Stiffnss Spcimns Thicknss Spcimns Vrtical Matrial load k / (mm) (kn) (kn) (kn/mm) F#N Mud plastr F#T Mud plastr F- Dry mud panls (a) F#N,F#T (b) F- Figur : Elvations of full wall spcimns (Unit : mm)

3 thicknss is mm. Not that th dry mud panls ar prcast panls mad of clay, wast papr and wood [9]. Th thicknss of th dry mud panls ar 6mm and th dry mud panls ar fixd to th crosspic by scrws. Th rvrsd cyclic loading in th horizontal dirction is conductd by incrasing th amplitud of th dformation angl. To prvnt pullout of th columns, th capital and bas of ach column ar fixd with joint mtals and hold down hardwar, and.7kn vrtical load is wightd on ach spcimn. Th ground sills ar bound to a stl foundation with anchor bolts. Dformation angl R of th full wall spcimns is calculatd dividing th horizontal top displacmnt by th hight of th spcimns (.7m). In this study, R of th positiv dirction is usd. Rstoring forc P is masurd with load clls attachd to th cross bam. Th scant stiffnss k R at R and th scant stiffnss k / at R/rad ar calculatd using th sklton curv of th rstoring forc charactristics as shown in Figur (a). Th amplitud dpndncy of natural frquncy of th static loading tsts f R / f // is calculatd using k R and k / by Equation (). () Th amplitud dpndncy of natural frquncy of th static loading tsts f R / f // is shown in Figur (b). k / is shown in Tabl. k / of th thr spcimns ar approximatly th sam although th maximum rstoring forc and th shap of th rstoring forc charactristics ar diffrnt as Figur (a). Figur (b) indicats that f R / f // do not diffr so much around R/rad although f R / f // diffrs from R/rad to R/rad. P (kn) f R / f / (a) Rstoring forc charactristics f R f / kr / / k / F#N F#T F-. F#N F#T F-... (b) Amplitud dpndncy of natural frquncy Figur : Rstoring forc charactristics and amplitud dpndncy of natural frquncy of full wall spcimns Nxt, w stablish th valuation formula of f R / f // shown in Equation (3) on th basis of Figur (b). f R / f 3 ( b /.6) { a log ( R ) / + (3) Figur 3 shows th comparison btwn th valuation formula of f R / f // in Equation (3) and th xprimntal rsults of Figur (b). W dtrmin th paramtr a as a-.4 in Equation (3) bcaus th formula fits wll to th xprimntal rsult whn a-.4. Th paramtr b is chosn as b.6. Th paramtr b.,.7 ar usd to xprss th disprsion of th amplitud dpndncy of natural frquncy of th static loading tsts f R / f //. Th application rang of th valuation formula in this study is R/~/rad bcaus som of th spcimns did not conduct th xprimnt mor than R/rad. f R / f / Figur 3: Comparison btwn th valuation formula and th xprimntal rsults of th amplitud dpndncy of natural frquncy of th full wall spcimns 3. EVALUATION FORMULA OF AMPLITUDE DEPENDENCY OF NATURAL FREQUENCY In this sction, th amplitud dpndncy of natural frquncy of traditional woodn houss is valuatd from th rsult of sismic obsrvation, shaking tabl tsts and th rsult of sction 3.. Figur 4 shows th amplitud dpndncy of natural frquncy f / f which is calculatd from sismic obsrvations of th thr traditional woodn houss locatd in Kyoto [, ] and th shaking tabl tsts rsults of th two-storid traditional woodn fram structurs []. f / f Figur 4: Comparison btwn th valuation formula, th obsrvd and th xprimntal rsults of th amplitud dpndncy of natural frquncy } f R /f / (b/.6){alog (R * 3 )+} a-.4 b.7 b.6 b.. F#N F#T F-... Traditional woodn houss in Kyoto Two-storid traditional woodn fram structurs f /f b{alog (R * 3 )+} a-.4 b.7 b.6 b

4 Th outlin of th traditional woodn houss in Kyoto is as follows [, ]. Two of th traditional woodn houss hav typical slndr plans and thir natural frquncy is f.,.7hz in th ridg dirction and f.3, 4.6Hz in th span dirction. Th othr on traditional woodn hous is suburban styl and natural frquncy is f 6.4Hz at th wak axis and f 7.4Hz at th strong axis. Th dformation angl R of th traditional woodn houss calculatd dividing th maximum rlativ displacmnt by th hight of th houss. Th maximum rlativ displacmnt is calculatd from th intgration of acclration wavforms at th ground and at th roof fram. Th rsult of th both axs ar usd in Figur 4. Th outlin of th two-storid traditional woodn fram structurs is as follows []. Thr ar four typs of twostorid traditional woodn fram structurs and two typs ar shown in Figur. Bn and Bw hav th columns which ar sparatd from th first and scond story by larg cross sction bams. Cn and Cw hav th columns which pass straight through storis both nds of th columns. Bw and Cw hav th walls mad of dry mud panls both th first and scond storis although Bn and Cn hav th wall only at th scond story. Not that Bn and Bw ar mad of th sam woodn frams. Cn and Cw ar also th sam woodn fram. All th columns stand on th stons and ar not fixd at all. Th spcimns ar composd of th two paralll two-storid woodn frams combind by th binding bams, structural plywood and stainlss stl bracs. Thr ar wights on th first and scond floor and ciling; 3.7kN, 9.6kN and 9.6kN. f of Bn, Bw, Cn, Cw ar.3hz,.3hz,.3hz,.hz, rspctivly In Equation (4), f / / f is quivalnt to b and f / / f mans th dgradation of natural frquncy from f at R/rad. Figur 4 indicats that f / of traditional woodn houss is about.6 tims compard to f. Thrfor th paramtr b is dtrmind b.6 in this study and th paramtr a is dtrmind a-.4 from sction 3.. Th paramtr b.,.7 can b usd to xprss th disprsion of th amplitud dpndncy of natural frquncy. 4 ACCURACY VERIFICATION AND APPLICATION EXAMPLES 4. BASE SHEAR COEFFICIENT In this sction, w valuat th bas shar cofficint C b of th quivalnt SDOF modl from f / f in Equation (4). Not that w rgard th dformation angl of th quivalnt SDOF modl as R in Equation (4). In Equation (), C b is calculatd from th bas shar dividd by th total wight. C µ (π f ) RH / g b () whr g is th gravitational acclration, H is th quivalnt hight in Equation () and µ is th quivalnt mass ratio in Equation (6) blow. µ m { + ( m u / u)} ( m + m) { + ( m u / u) } ( + m ) (6) whr m is th quivalnt mass. Figur 6 shows C b of th quivalnt SDOF modl which is f 3Hz, µ.9, H 4.m. C b is calculatd by substituting f of Equation (4) into Equation (). R Cbmax is th dformation angl whn C b is th maximum shown in Equation (7). Equation (7) is calculatd from Equation (4), (). R Cb max (3+ / a) (7) whr bas of natural logarithm. As Equation (7) indicats, R Cbmax is dtrmind only by th paramtr a. C bmax is th bas shar cofficint whn C b is th maximum shown in Equation (8). Equation (8) is calculatd from Equation (4), (), (7). / 4 Th quivalnt natural frquncy f is valuatd from th pak of an acclration Fourir spctrum ratio dividing th rcord on th top of th houss or spcimns by th ground. Th amplitud dpndncy of natural frquncy f / f is valuatd by Equation (4) from th rsult of th sismic obsrvation and th shaking tabl tsts shown in Figur 4. f / f ( f/ / f) ( f / f 3 b{ a log ( R ) + } / (a) Bn (b) Cw Figur : Elvations of two-storid traditional woodn fram structurs (Unit:mm) ) 9 (4) C (3+ / a) bmax f ( µ H / g) {4π ab(log )/} C b C b [b.7] C b [b.6] C b [b.] C bmax R Cbmax Figur 6: Bas shar cofficint C b vrsus dformation angl R [f 3Hz, µ.9, H 4.m, a-.4] (8)

5 In th prvious study [], Equation (9) blow is proposd from th rgrssion of f and th yild bas shar cofficint of six traditional woodn houss in Kyoto. f / 6 (9) whr is calculatd dividing th bas shar at /3rad by th total wight W. Not that bas shar is calculatd from th summation of ach load baring lmnt and th total wight W is th wight highr from th half of th first story. Th comparison btwn vrsus f (Equation (9)) and C bmax vrsus f (Equation (8)) is shown in Figur 7. Th invstigation rsults of th 6 traditional woodn houss in Kyoto [3] ar also shown in Figur 7. Th rsult ar both th ridg and span dirctions. C bmax is.3~. tims largr than according to b at th sam f. On of th rason C bmax is largr than is that in Equation (9) is th valu for dsign although C bmax in Equation (8) is th valu calculatd from th xprimnts. Figur 8 shows th rlation btwn L /W and f of th 6 traditional woodn houss in Kyoto [3]. L is th total lngth of th full walls of ach dirction of th first story, W is th total wight. Figur 8 indicats that thr is a corrlation btwn L /W and f, and f will b highr if w incras th amount of th walls., C bmax f /6 C bmax [b.7] C bmax [b.6] C bmax [b.] (Ridg dirction) (Span dirction) f Figur 7: Yild bas shar cofficint and maximum bas shar cofficint C bmax vrsus natural frquncy f [f 3Hz, µ.9, H 4.m, a-.4] L / W (m/kn) Ridg dirction Span dirction f Figur 8: Total lngth of full walls of th first story dividd by total wight L /W vrsus natural frquncy f [f 3Hz, µ.9, H 4.m, a-.4] 4. ACCURACY VERIFICATION USING FULL SCALE SHAKING TABLE TESTS To confirm th accuracy of th proposd maximum rspons dformation angl valuation mthod, w valuat th maximum rspons dformation angl of th first story R max of traditional woodn houss of full scal shaking tabl tsts [4-7]. 4.. Ovrviw of full scal shaking tabl tsts In this sction, w dscrib th outlins of th full scal shaking tabl tsts of th traditional woodn houss [4-7]; fatur of th spcimn, input wavs and damag. Thr ar thr spcimns and thy ar namd "Suburb typical hous", "Suburban typical hous" and "Kyomachiya", rspctivly. (A) Suburb typical hous [4] a) Fatur of th spcimn Th dimnsion of th plan is.9x.4m. Th cross sction of th columns and th bams ar smallr than Suburban typical hous. Th long sid is th span dirction and th narrow sid is th ridg dirction. Th mud plastr is usd as th walls, whos thicknss is 8mm or 6mm. b) Input wav In this study, w us BCJ-L and JMA Kob among th input wavs in th xprimnt. BCJ-L is providd by th building cntr of Japan [8]. BCJ-L is a random wav which is likly (not th sam) to Dsign spctra in Japan. Th shaking tabl was xcitd on dirction at ach horizontal dirction sparatly. W us th rsult of % amplitud of th displacmnt in th xprimnt. JMA Kob which is obsrvd in 99 Hyogokn-Nambu arthquak was input at triaxial in th xprimnt. NS dirction wav is input in th long sid and EW dirction wav is input in th narrow sid. In this study, w valuat th rsult of ach dirction indpndntly. Ground acclration of BCJ-L and JMA Kob NS ar shown in Figur 9. Figur shows th acclration rspons spctrum (damping ratio h.) S a vrsus displacmnt rspons spctrum (damping ratio h.) S d of two inputs. Th quivalnt prformanc rspons spctrum S a vrsus dformation R*H /F h ar also shown in Figur. Not that th paramtrs of th amplitud dpndncy of natural frquncy ar a-.4, b.6. Th paramtr of F h is α whn BCJ-L is input, απ whn JMA Kob is input. Thr f (f, 3, 4Hz) ar usd to calculat S a. Rprsntativ R (R/6, /3, /,/, /rad) is shown on S a vrsus R*H /F h. Input wavs in this valuation ar not th rcord on th shaking tabl but from th original data [8] whn BCJ- L is input, and th obsrvd sismic ground motion whn JMA Kob is input. c) Damag Whn BCJ-L % was input, thr wr cracks on th walls of th first story though thr was no failur at th woodn fram. Th column bas was also upliftd. Whn JMA Kob was input, many walls and columns wr damagd and th column bas was also upliftd.

6 (B) Suburban typical hous [] a) Fatur of th spcimn Th dimnsion of th plan is.8x.9m. Th cross sction of th columns and th bams ar largr than Suburb typical hous. Th long sid is th span dirction and th narrow sid is th ridg dirction. Th mud plastr is usd as th walls, whos thicknss is 8mm or 6mm. b) Input wav Th sam as (A) Suburb typical hous. c) Damag Whn BCJ-L % was input, thr wr cracks and damags on th walls and th columns. Th column bas was also upliftd. In JMA Kob, many walls columns wr damagd and th column bas was also upliftd. (C) Kyo-machiya [6, 7] a) Fatur of th spcimn Th dimnsion of th plan is.87x6.4m. Th long sid is th span dirction and th narrow sid is th ridg dirction. Th mud plastr is usd as th walls at th first story, whos thicknss is 6mm. Th dry mud panls with mud coating is usd as th walls at th scond story b) Input wav BCJ-L whos maximum ground acclration is adjustd 4. m/s is usd in this xprimnt. JMA Kob is th sam as (A). c) Damag Bfor JMA Kob xcitation, thr wr slight damags as cracks of th coating of th walls. Whn JMA Kob was input, many walls and columns wr damagd and th column bas also movd. 4.. Evaluation mthod To valuat th maximum dformation angl of th first story R max, th spcimns ar modlld as Tabl. f is natural frquncy which was obtaind from th mirotrmor masurmnts bfor th shaking tabl tsts. H and H ar th hight of th first and scond story, m and m ar th mass of two dgr of frdom modls which ar convrtd from th wight of th spcimns for valuating sismic forc [4-7]. Th amplitud ratio of th first mod u /u is calculatd as ignvalu from th mass ratio m /m and th stiffnss ratio k /k ; k /k is rgardd th sam as th ratio of th lngth of th walls of th first story and scond story L /L. Th quivalnt hight of th quivalnt SDOF modl H is calculatd by Equation (). Th quivalnt mass ratio µ is calculatd in Equation (6). Th paramtrs of th amplitud dpndncy of natural frquncy ar a -.4 and b.,.6,.7. Th cofficint of input wavs is α whn BCJ-L is input, α π whn JMA Kob is input. Acc. (m/s ) Acc. (m/s ) Tim (s) (a) BCJ-L Tim (s) (b) JMA Kob NS Figur 9: Ground acclration S a, S a (m/s ) S a, S a (m/s ) 6 3 /R max Bold lin : S a (h.) Thin lin : S a (α) S d, R*H /F h (m).8 (a) BCJ-L /R max f..4.6 S d, R*H /F h (m).8 (b) JMA Kob NS Figur : Acclration and displacmnt rspons spctrum S a - S d, Th quivalnt prformanc rspons spctrum S a vrsus dformation R*H /F h [m /m,, u /u, H H.7m, b.6] 3 f Bold lin : S a (h.) Thin lin : S a (απ) Tabl : Dtails and modlling of full scal spcimns f H H m m H JMAkob BCJ-L Sid L /L u /u µ (m) (m) (ton) (ton) (m) Input dirction PGA(m/s ) Suburb Long NS typical hous Narrow EW 3.6 Suburban Long NS typical hous Narrow EW Long NS Kyo-machiya Narrow EW

7 4..3 Evaluation rsult In this sction, th valuation rsult is compard from th xprimntal rsult. Thr ar thr plan of structurs at long sid and four plan of structurs at narrow sid. All of plan of structurs of all th spcimns hav th maximum rspons dformation angl of th first story R max in th xprimnt. Figur shows th xprimntal and valuation R max of ach plan of structur on both long and narrow sid. W us b.,.7 as th paramtr b in Figur. Figur shows th R max of simplifid two dgr of frdom modl of m /m, u /u, H H.7m. W chang f from Hz to Hz. In Figur, th man R max of ach plan of structur is also dscribd. W us b.,.6,.7 as th paramtr b in Figur. (A) BCJ-L As Figur (a) indicats, w can valuat R max narly th sam or largr than th man of th xprimntal R max using b.7. Using b., th valuatd R max is largr than th xprimntal R max. Not that th prvious Exprimnt (Each plan of structurs) R max R max PGA 3.6 f Long sid (a) BCJ-L Evaluation (b.7) m/s Hz Suburb typical hous f Suburban typical hous NS Kyo-machiya Suburb typical hous Suburban typical hous Narrow sid Long sid Narrow sid (b) JMA Kob NS Evaluation (b.) Figur : Th maximum dformation angl of th first story R max of full scal spcimns [m /m, H, H :Exprimntal valu, u /u : Evaluatd valu] EW Kyo-machiya Hz Suburb typical hous Suburban typical hous Kyo-machiya Suburb typical hous Suburban typical hous Kyo-machiya study [] rportd that xprimntal R max of narrow sid of Suburban typical hous varis at ach plan of structurs bcaus th torsion occurrd. Figur (a) indicats th valuatd R max dcrass as b incrass. It is also foundd that th valuatd R max dcrass as f incrass. (B) JMA Kob As Figur (b) indicats, w valuat R max approximatly xcpt for th long sid of Kyo-machiya. Th rason th xprimntal R max is much smallr than th valuatd R max is that th column bas movd and th spcimn did not dform so much. Not that th prvious study [4] rports th xprimntal R max of th narrow sid of Suburb typical hous varis at ach plan of structurs bcaus th torsion occurrd. Figur (b), (c) indicats th valuatd R max dos not diffr so much according to b and f. R max R max R max Avrag of xprimnt (PGA3.6m/s ) Avrag of xprimnt (PGA4.m/s ) b.7 b.6 b f 4 4. (a) BCJ-L. Avrag of xprimnt. b.7 b.6 b f 4 4. (b) JMA Kob NS Avrag of xprimnt. b.7 b.6 b f (c) JMA Kob EW Figur : Th maximum dformation angl of th first story R max vrsus natural frquncy f of full scal spcimns and simplifid two dgr of frdom modl [m /m, u /u, H H.7m]

8 4.3 APPLICATION EXAMPLES 4.3. Evaluation mthod and rsult As an application xampl, simulation analyss using this proposd valuation mthod is conductd against two typs of acclration rspons spctra shown in Figur 3 changing natural frquncy f. On of th rspons spctrum is Dsign spctra in Japan (soil typ, adjustmnt factor according to numbr of storis p.8) [4]. Th othr is th spctrum of Rickr wavlt which charactrizs puls-lik ground motions (prdominant priod T p s, maximum ground vlocity V p.7cm/s). Figur 4 shows th ground acclration and vlocity of Rickr wavlt. Figur shows th R max of th simplifid two dgr of frdom modl of m /m, u /u, H H.7m. W chang f from Hz to Hz and us a-.4, b.6 in Figur. Th cofficint of input wavs is α whn Dsign spctra in Japan is input, α π whn Rickr wavlt is input. Figur indicats that th maximum rspons dformation angl of th first story R max dcrass as natural frquncy of th houss f incrass in cas of Dsign spctra in Japan. In cas of Rickr wavlt, R max do not chang so much by f Discussion On th basis of th maximum rspons valuation rsult, important points of arthquak-rsistant masurs of th traditional woodn houss ar dscribd as follows. R max dcrass as f incrass against Dsign spctra in Japan and random wavs such as BCJ-L. Thrfor, incrasing strngth by installing walls is ffctiv to rduc R max against such wavs. This is bcaus thr is a corrlation btwn th total lngth of th full walls L and f as Figur 8 indicats. On th othr hand, R max dos not dcras as f incrass against particular puls-lik ground motions such as JMA Kob and Rickr wavlt. Thrfor, improving dformation capacity of houss is ffctiv bcaus incrasing strngth by installing walls is not ncssarily ffctiv. CONCLUSIONS In this study, following conclusions hav bn drawn. ) Th maximum rspons dformation angl valuation mthod of traditional woodn houss basd on natural frquncy which is obtaind from microtrmor masurmnts and th amplitud dpndncy of natural frquncy has bn stablishd. ) Th amplitud dpndncy of natural frquncy which can b applicabl for xisting traditional woodn houss has bn dvlopd from th rsults of sismic obsrvation of xisting traditional woodn houss, shaking tabl tsts and static latral loading tsts of woodn fram spcimns. 3) It is found from th maximum rspons dformation angl valuation that incrasing natural frquncy is ffctiv to rduc th maximum rspons dformation angl against random wavs but it is not ffctiv against particular puls-lik ground motions. Acclration rspons spctrum(m/s ) Damping ratio% Priod (s) Figur 3: Acclration rspons spctrum Acc. Vl. V p Dsign spctra in Japan (Soil typ, p.8, α) Rickr wavlt (T p s, V p.7m/s, απ) Figur 4: Ground acclration and vlocity of Rickr wavlt R max..8.6 Figur : Th maximum dformation angl of th first story R max vrsus natural frquncy f of simplifid two dgr of frdom modl [m /m, u /u, H H.7m] AKCNOWLEDGEMENTS A part of this rsarch was supportd by Grants-in-Aid for Scintific Rsarch (A) (No. 467) and Grantin-Aid for Rsarch Activity start-up (No. H63). REFERENCES [] M. Sugino, N. Takiyama and Y. Hayashi : Maximum rspons valuation of traditional woodn buildings basd on amplitud dpndncy of vibration charactristics, World Confrnc on Timbr Enginring, Tusday, pags -9,. [] Y. Hayashi, A. Nii and T. Morii: Evaluation of building damag basd on quivalnt prformanc rspons spctra, Th 4th World Confrnc on Earthquak Enginring, 8. T p Tim Acclration Vlocity /rad.4 /rad Dsign spctra in Japan. (Soil typ, p.8, α) Rickr wavlt (T p s, V p.7m/s, απ) f 4.

9 [3] Y. Hayashi: Evaluation of sismic dsign load basd on quivalnt-prformanc rspons spctra. Th th Japan Earthquak Enginring Symposium, pags 6-66,. (in Japans) [4] Ministry of Land, Infrastructur, Transport and Tourism: Calculation xampl and xplanation of calculation of rspons and limit strngth in, Kogakutoshyo,. (in Japans) [] K. Suzuki, H. Kawab, M. Yamada and Y. Hayashi: Dsign rspons spctra for puls-lik ground motions, Journal of Structural and Construction Enginring, Architctural Institut of Japan, 647, pags 49-6,. (in Japans) [6] T. Morii and Y. Hayashi: Effct of charactristics of incidnt ground motion and ground motion amplification in surfac soil on wood houss rspons, Journal of Structural and Construction Enginring, Architctural Institut of Japan, 68, pags 7-8, 3. (in Japans) [7] S. Ohmura, Y. Nambu, Y. Shibuya, M. Sugino and Y. Hayashi : Exprimntal analysis on sismic prformanc valuation of traditional timbr fram structurs with larg hanging walls, World Confrnc on Timbr Enginring, 6. (In print) [8] S. Ohmura, T. Yokob, Y. Shibuya, Y. Nambu, M. Sugino and Y. Hayashi : Influnc of mud wall spcifications on structural charactristics of traditional woodn fram structurs, Rsarch Rport Collction of Architctural Institut of Japan Kinki branch, pags 33-36,. (in Japans) [9] R. Sugiyama, Y. Suzuki, M. Gotou, H. Murakami: Dvlopmnt of baring wall for timbr fram by using dry mud-panls, AIJ Journal of Tchnology and Dsign, Architctural Institut of Japan, 4, pags -3, 6. (in Japans) [] A. Nii, D. Ju, Y. Hayashi and Y. Suzuki : Variation in vibration charactristics of rtrofittd timbrframd hous, Th nd Intrnational Confrnc on Structural Halth Monitoring of Intllignt Infrastructur, pags 3-37,. [] A. Nii, Y. Hayashi, T. Morii, S. Ida and Y. Suzuki : Vibrational charactristics of machiya in Kyoto basd on ambint vibration tsts, Journal of Structural and Construction Enginring, Architctural Institut of Japan, 63, pags 43-, 7. (in Japans) [] M. Sugino, T. Nakanishi, N. Takiyama, Y. Hayashi and Y. Moriya : Maximum rspons valuation of two-storid traditional woodn buildings for pulslik ground motions, th Intrnational Confrnc on Structural Safty & Rliability, 3. [3] S. Ida, T. Morii, A. Nii and Y. Hayashi : Structural halth-monitoring basd on th variation of vibration charactristics in th traditional woodn hous, Rsarch Rport Collction of Architctural Institut of Japan Kinki branch, pags 49-, 8. (in Japans) [4] H. Shimizu, K. Mukaibo, E. Horikawa, T. Tsuchimoto, N. Kawai and Y. Ohashi : Study on sismic prformanc of traditional woodn structur by full scal shaking tabl tsts - rsult of suburb typical hous with a littl woodn sction -, Journal of Structural and Construction Enginring, Architctural Institut of Japan, 663, pags 943-9,. (in Japans) [] H. Shimizu, K. Mukaibo, E. Horikawa, T. Tsuchimoto, N. Kawai and Y. Ohashi : Study on sismic prformanc of traditional woodn structur by full scal shaking tabl tsts - rsult of suburban typical hous with larg woodn sction -, Journal of Structural and Construction Enginring, Architctural Institut of Japan, 67, pags - 8,. (in Japans) [6] M. Ogasawara, Y. Suzuki, S. Lin, N. Kojima, H. Shimizu and I. Nakamura : Dsign concpt and sismic prformanc valuation of nw traditional woodn hous by full-scal shaking tabl tsts, Th 4th Japan Earthquak Enginring Symposium, pags 798-8, 6. (in Japans) [7] K. Mukaibo, Y. Suzuki, T. Kamada, D. JU and T. Kawakami : Analysis of sismic rspons charactristics of traditional woodn houss by fullscal shaking tabl tsts, Th 4th Japan Earthquak Enginring Symposium, pags , 6. (in Japans) [8] Th Building Cntr of Japan, (In Japans, citd..3)