ABSTRACTMULTI MODAL ADAPTIVE LOAD INCREMENTS METHOD FORDETERMINATION OF EARTHQUAKE RESPONSE OF STRUCTURESKaan TÜRKERUniversity of Balikesir, Institute of Science,Department of Civil Engineering( Ph.D. Thesis / Supervisor : Assoc. Prof. Dr. ErdDOø57(0Balikesir -Turkey, 2005In this study, an effective Multi Modal Adaptive Load Increments Method(MMALIM) is developed for the determination of nonlinear behaviour of buildingsaffected by higher modes under earthquake loads. Elastic-plastic behaviour ofmaterial and second-order effects are considered in the method. It is assumed thatplastic deformations are accumulated at certain sections defined as plastic sectionsand the other portions of the system remain linear-elastic. The system is analysedunder factored constant gravity loads and increasing modal lateral loads in themethod. The second-order effects can be linearilized due to the fact that the structureis analyzed under factored constant gravity loads. In addition, yield conditions areidealized as compose of linear segments. By these properties of the developedmethod, load increment for the formation of each plastic section and responsequantities (internal forces, displacements, plastic rotations etc.) are determineddirectly without additional load increments in the linear regions between plasticsections. Formation of all plastic sections and behaviour of the system are tracked indetail. In the method, higher mode effects are considered by using response spectrumanalysis approach at linear region between the two successive plastic sections.Therefore, modal lateral loads obtained by using the modal properties of the systemwith plastic sections are used in the analysis. A computer program called MEPARCSis developed for analysis of reinforced concrete buildings by using MMALIM. Thedeveloped method is evaluated by comparing with Nonlinear Dynamic Analysis(NDA), Traditional Nonlinear Static Analysis (T-NSA) based on first mode andNonlinear Static Analysis (NSA) proposed for uniform and modal distribution onFEMA 356. For this reason, reinforced concrete frames with different natural periodsare analysed for different earthquake records. Floor displacements, interstory drifts,maximum beam plastic rotations, story shears, capacity curves and distribution ofplastic sections on the system are investigated in the evaluations. The results of thedeveloped MMALIM are more closer to the results of NDA when compared with theresults of other distributions (T-NSA, NSA-uniform and modal). Furthermore, effectsof spectral scaling, number of modes and geometrical changes (second-order effects)on results of analysis are investigated in the developed MMALIM.KEY WORDS : Multi modal adaptive load increments method / multi modaladaptive nonlinear static (pushover) analysis / nonlinear behavior of material /second order effects / seismic performance evaluation / reinforced concrete building.

ÖZET<$3,/$5,1'(35(0'$95$1,ù,1,1%(/ø5/(10(6øødø1d2.02'/88<$5/$0$/,<h.$57,0,<g17(0øKaan TÜRKER%DOÃNHVLUhQLYHUVLWHVL)HQ%LOLPOHUL(QVWLWÂVÂøQúDDW0ÂKHQGLVOL÷L$QDELOLP'DOÃ'RNWRUD7H]L7H]'DQÃúPDQÃ'Ro'U(UGDOø57(02005%DOÃNHVLUdDOÃúPDGD /ÂNVHN PRGODUÃQ HWNLOL ROGX÷X ELQDODUÃQ GHSUHP HWNLOHUL DOWÃQGDNLOLQHHU ROPD/DQ GDYUDQÃúÃQÃQ EHOLUOHQHELOPHVL DPDFÃ/OD HWNLQ ELU dRN 0RGOX8/DUODPDOà <ÂN $UWÃPà <QWHPL d08<$< JHOLúWLULOPLúWLU <QWHPGH JHRPHWULdenklemlerine etkisi ve malzemenin elasto-plastik GDYUDQÃúÃGH÷LúLPOHULQLQ GHQJHJ]QÂQH DOÃQPDNWDGÃU 3ODVWLN úHNLOGH÷LúWLUPHOHULQ SODVWLN NHVLW DGà YHULOHQ EHOLUOLlineer-elastik ROGX÷XNHVLWOHUGH WRSODQGÃֈ EXQXQ GÃúÃQGDNL EOJHOHUGH GDYUDQÃúÃQÇMUYAY'inGHVLVWHPLQEHOLUOLVDELWGÂúH//ÂNOHUYHDUWDQPRGDOYDUVD/ÃOPDNWDGÃU/DWD/ /ÂNOHU LoLQ KHVDEà /DSÃOPDNWDGÃU <QWHPGH VDELW GÂúH/ /ÂNOHU LoLQ KHVDSmertebeHWNLOHULOLQHHUOHúWLULOHELOPHNWHGLU$/UÃFDDNPDNRúXOODUÃ/DSÃOGÃ÷ÃQGDQikinciGD GR÷UX SDUoDODUÃQGDQ ROXúDFDN úHNLOGH OLQHHUOHúWLULOHUHN LGHDOOHúWLULOPHNWHGLU<QWHPLQ EX ]HOOLNOHUL QHGHQL/OH SODVWLN NHVLWOHULQ ROXúXPX DUDVÃQGDNL OLQHHUGDYUDQÃú EOJHOHULQGH /ÂN DUWÃPà X/JXODQPDVÃQD JHUHN NDOPDGDQ KHU SODVWLN NHVLWLQROXúXPXQD NDUúà JHOHQ /DWD/ /ÂN DUWÃPà YH GDYUDQÃú EÂ/ÂNOÂNOHUL NHVLW WHVLUOHUL/HUGH÷LúWLUPHOHU SODVWLN GQPHOHU YE GR÷UXGDQ GR÷UX/D EHOLUOHQHELOPHNWHGLU%/OHFH EÂWÂQ SODVWLN NHVLWOHULQ ROXúXPX YH /DSà GDYUDQÃúà D/UÃQWÃOà RODUDNizlenebilmektedir. Yöntemde yüksek mod etkilerini gözönüne almDNDPDFÃ/ODDUGÃúÃNLNL SODVWLNOHúHQ NHVLW DUDVÃQGDNL OLQHHU GDYUDQÃú EOJHVLQGH GDYUDQÃú VSHNWUXPXanalizi HVDVODUÃQGDQ /DUDUODQÃOPDNWDGÃU %XQD JUH KHU SODVWLN NHVLW ROXúXPXQGDQVRQUD VLVWHPLQ GH÷LúHQ PRGDO ]HOOLNOHUL J]QÂQH DOÃQDUDN EHOLUOHQHQ PRGal yatay/ÂN GD÷ÃOÃPODUà LoLQ DQDOL] /DSÃOPDNWDGÃU <QWHPLQ EHWRQDUPH ELQDODU Â]HULQGHNLVD/ÃVDO X/JXODPDODUÃQD RODQDN VD÷ODPDN Â]HUH 0(3$5&6 DGà YHULOHQ ELU ELOJLVD/DUSURJUDPà JHOLúWLULOPLúWLU *HOLúWLULOHQ /QWHP /LQHHU 2OPD/DQ 'LQDPLN $QDOL](LODA), vePRG HVDVOà *HOHQHNVHO /LQHHU 2OPD/DQ 6WDWLN $QDOL] *-LOSA))(0$ ¶GD QHULOHQ ÂQLIRUP YH PRGDO GD÷ÃOÃPODUà LoLQ /26$ LOH NDUúÃODúWÃUÃODUDNGH÷HUOHQGLULOPLúWLU %X DPDoOD IDUNOà GHSUHP /HU KDUHNHWL ND/ÃWODUà LoLQ oHúLWOLperiyotlara sahip betonarmH oHUoHYHOHU Â]HULQGH VD/ÃVDO X/JXODPDODU /DSÃOPÃúWÃU'H÷HUOHQGLUPHOHUNDW/DWD//HUGH÷LúWLUPHOHULJUHOLNDWWHOHPHOHULPDNVLPXPNLULúSODVWLN GQPH GH÷HUOHUL NDW NHVPH NXYYHWOHUL NDSDVLWH H÷ULOHUL YH VLVWHPGHNLSODVWLNOHúHQ NHVLW GD÷ÃOÃPODUà LQFHOHQHUHN /DSÃOPÃúWÃU %XQD JUH JHOLúWLULOHQLOSA-üniform ve modal) elde edilend08<$<¶QLQGL÷HUÂoGD÷ÃOÃPGDQ*-LOSA,VRQXoODUD JUH /2'$¶H GDKD /DNÃQ VRQXoODU YHUGL÷L EHOLUOHQPLúWLU $/UÃFDikinci mertebe etkilerinind08<$<¶QGH VSHNWUDO OoHNOHPHQLQ PRG VD/ÃVÃQÃQ YHDQDOL]VRQXoODUÃÂ]HULQGHNLHWNLOHULGHLQFHOHQPLúWLUANAHTAR SÖZCÜKLER: dRN PRGOX X/DUODPDOà /ÂN DUWÃPà /QWHPLoRN PRGOX X/DUODPDOà OLQHHU ROPD/DQ VWDWLN DQDOL] PDO]HPHQLQ OLQHHU ROPD/DQGDYUDQÃúÃLNLQFLPHUWHEHHWNLOHU GHSUHPSHUIRUPDQVÃGH÷HUOHQGLUPHVLEHWRQDUPHbina.