APPENDIX A: Selected accelerograms Table A.1: Selected accelerograms (part 1/3) Preglednica A.1: Izbrani akcelerogrami (del 1/3) tD [s] 53.1 27.2 23.2 73.9 73.9 122.1 122.1 26 23.2 70.2 vs,30 [cm/s] 197 282 234 293 293 230 230 254 234 272 R [km] 38 10 19 20 20 47 47 11 19 14 M 7.6 7.6 6.4 7.1 7.1 7.6 7.6 6 6.4 5.5 Scale factor 3.08 0.77 2.45 1.66 1.58 2.41 2.63 3.42 2.4 2.92 Direction 1 2 2 2 1 1 2 1 1 2 Date 1999-08-17 1999-08-17 1981-02-25 2011-10-23 2011-10-23 1999-08-17 1999-08-17 1976-09-15 1981-02-25 2000-08-23 Station Bursa Iznik Karayollari 147. Sube Sefligi Duzce Merkez Meteoroloji Istasyon Mudurlugu Korinthos-O.T.E. Van Muradiye Meteoroloji Mudurlugu Van Muradiye Meteoroloji Mudurlugu Istanbul-Zeytinburnu Istanbul-Zeytinburnu Buia Korinthos-O.T.E. Sakarya Akyazi Orman Isletme Mudurlugu Earthquake Kocaeli Kocaeli Alkion Van Van Kocaeli Kocaeli Friuli Earthquake 4th Shock Alkion Duzce 3 (aftershock) Record number 1 2 3 4 5 6 7 8 9 10 Table A.2: Selected accelerograms (part 2/3) Preglednica A.2: Izbrani akcelerogrami (del 2/3) tD [s] 126.1 25.5 26.5 25.9 29.2 55.7 29.2 102.6 41.4 136.1 vs,30 [cm/s] 275 348 254 282 264 297 264 219 275 226 R [km] 51 31 10 8 45 23 45 30 42 47 M 7.6 7.6 5.9 7.1 6.3 5.8 6.3 6 6.4 6.5 Scale factor 2.81 2.35 2.62 0.55 1.03 3.3 1.27 3.08 3.24 2.99 Direction 1 2 1 2 2 1 1 1 2 2 Date 1999-08-17 1999-08-17 1976-09-15 1999-11-12 1998-06-27 1999-09-13 1998-06-27 1997-09-26 1976-05-06 2002-02-03 Station Istanbul-Atakoy Bolu Goynuk Goynuk Devlet Hastanesi Buia Duzce Merkez Meteoroloji Istasyon Mudurlugu Adana Ceyhan Tarim Ilce Mudurlugu Yarimca Adana Ceyhan Tarim Ilce Mudurlugu Gubbio Piana Codroipo Afyon Merkez Bayindirlik Ve Iskan Mudurlugu Earthquake Kocaeli Kocaeli Friuli Earthquake 3rd Shock Duzce Adana Ceyhan Izmit (aftershock) Adana Ceyhan Umbria Marche Friuli Earthquake 1st Shock Ishakli Record number 11 12 13 14 15 16 17 18 19 20 Table A.3: Selected accelerograms (part 3/3) Preglednica A.3: Izbrani akcelerogrami (del 3/3) tD [s] 26.5 25.9 116.5 23 33.9 27.2 26 54 136.1 53.1 vs,30 [cm/s] 254 282 339 278 234 282 254 294 226 197 R [km] 10 8 47 12 10 10 11 6 47 38 M 5.9 7.1 7.6 6.8 6.6 7.6 6 7.1 6.5 7.6 Scale factor 3 0.7 2.69 1.57 1.22 0.9 3.1 0.38 2.49 2.28 Direction 2 1 2 2 1 1 2 1 1 2 Date 1976-09-15 1999-11-12 1999-08-17 1988-12-07 1981-02-24 1999-08-17 1976-09-15 1999-11-12 2002-02-03 1999-08-17 Station Buia Duzce Merkez Meteoroloji Istasyon Mudurlugu Istanbul-K.M.Pasa Gukasian Korinthos-O.T.E. Duzce Merkez Meteoroloji Istasyon Mudurlugu Buia Bolu Merkez Bayindirlik Ve Iskan Mudurlugu Afyon Merkez Bayindirlik Ve Iskan Mudurlugu Bursa Iznik Karayollari 147. Sube Sefligi Earthquake Friuli Earthquake 3Rd Shock Duzce Kocaeli Spitak Alkion Kocaeli Friuli Earthquake 4th Shock Duzce Ishakli Kocaeli Record number 21 22 23 24 25 26 27 28 29 30 APPENDIX B: Results of parametric analysis considering MM/N/F/2 parameters In this appendix, the results of numerical analyses performed on precast structures with centrally positioned connections (MM), without silicone sealant (N), the bottom panel fixed to the foundation (F) and with the ratio factor k = 2 are gathered. Time history responses and distribution of forces and displacements along the height of the structure are shown for three characteristic structures m60H5, m60H7 and m60H. To present the characteristic results, the response of structures subjected to ground motion no. 4 was chosen. It is the accelerogram that from all selected accelerograms has the response spectra the closest to EC8 response spectra in the period range of analysed structures. B.1 Structure m60H5 ag = 0.25 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H5 ag=250 DFDMfi.png Figure B.1: Structure m60H5 at ag = 0.25 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika B.1: Montažna hala m60H5 pri ag = 0.25 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H5 ag=250 DTop.png Figure B.2: Structure m60H5 at ag = 0.25 g: displacement response history at top of the column Slika B.2: Montažna hala m60H5 pri ag = 0.25 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H5 ag=250 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H5 ag=250 VMC.png Figure B.3: Structure m60H5 at ag = 0.25 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika B.3: Montažna hala m60H5 pri ag = 0.25 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H5 ag=250 ConnMax.png Figure B.4: Structure m60H5 at ag = 0.25 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika B.4: Montažna hala m60H5 pri ag = 0.25 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H5 ag=250 Dconn.png Figure B.5: Structure m60H5 at ag = 0.25 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika B.5: Montažna hala m60H5 pri ag = 0.25 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H5 ag=250 Fconn.png Figure B.6: Structure m60H5 at ag = 0.25 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika B.6: Montažna hala m60H5 pri ag = 0.25 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih B.2 Structure m60H7 ag = 0.25 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H7 ag=250 DFDMfi.png Figure B.7: Structure m60H7 at ag = 0.25 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika B.7: Montažna hala m60H7 pri ag = 0.25 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H7 ag=250 DTop.png Figure B.8: Structure m60H7 at ag = 0.25 g: displacement response history at top of the column Slika B.8: Montažna hala m60H7 pri ag = 0.25 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H9 ag=250 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H7 ag=250 VMC.png Figure B.9: Structure m60H7 at ag = 0.25 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika B.9: Montažna hala m60H7 pri ag = 0.25 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H7 ag=250 ConnMax.png Figure B.10: Structure m60H7 at ag = 0.25 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika B.10: Montažna hala m60H7 pri ag = 0.25 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H7 ag=250 Dconn.png Figure B.11: Structure m60H7 at ag = 0.25 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika B.11: Montažna hala m60H7 pri ag = 0.25 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H7 ag=250 Fconn.png Figure B.12: Structure m60H7 at ag = 0.25 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika B.12: Montažna hala m60H7 pri ag = 0.25 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih B.3 Structure m60H9 ag = 0.25 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H9 ag=250 DFDMfi.png Figure B.13: Structure m60H9 at ag = 0.25 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika B.13: Montažna hala m60H9 pri ag = 0.25 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H9 ag=250 DTop.png Figure B.14: Structure m60H9 at ag = 0.25 g: displacement response history at top of the column Slika B.14: Montažna hala m60H9 pri ag = 0.25 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H9 ag=250 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H9 ag=250 VMC.png Figure B.15: Structure m60H9 at ag = 0.25 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika B.15: Montažna hala m60H9 pri ag = 0.25 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H9 ag=250 ConnMax.png Figure B.16: Structure m60H9 at ag = 0.25 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika B.16: Montažna hala m60H9 pri ag = 0.25 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H9 ag=250 Dconn.png Figure B.17: Structure m60H9 at ag = 0.25 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika B.17: Montažna hala m60H9 pri ag = 0.25 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H9 ag=250 Fconn.png Figure B.18: Structure m60H9 at ag = 0.25 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika B.18: Montažna hala m60H9 pri ag = 0.25 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih B.4 Structure m60H5 ag = 0.675 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H5 ag=675 DFDMfi.png Figure B.19: Structure m60H5 at ag = 0.675 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika B.19: Montažna hala m60H5 pri ag = 0.675 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H5 ag=675 DTop.png Figure B.20: Structure m60H5 at ag = 0.675 g: displacement response history at top of the column Slika B.20: Montažna hala m60H5 pri ag = 0.675 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H5 ag=675 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H5 ag=675 VMC.png Figure B.21: Structure m60H5 at ag = 0.675 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika B.21: Montažna hala m60H5 pri ag = 0.675 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H5 ag=675 ConnMax.png Figure B.22: Structure m60H5 at ag = 0.675 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika B.22: Montažna hala m60H5 pri ag = 0.675 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H5 ag=675 Dconn.png Figure B.23: Structure m60H5 at ag = 0.675 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika B.23: Montažna hala m60H5 pri ag = 0.675 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H5 ag=675 Fconn.png Figure B.24: Structure m60H5 at ag = 0.675 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika B.24: Montažna hala m60H5 pri ag = 0.675 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih B.5 Structure m60H7 ag = 0.675 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H7 ag=675 DFDMfi.png Figure B.25: Structure m60H7 ag = 0.675 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika B.25: Montažna hala m60H7 pri ag = 0.675 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H7 ag=675 DTop.png Figure B.26: Structure m60H7 at ag = 0.675 g: displacement response history at top of the column Slika B.26: Montažna hala m60H7 pri ag = 0.675 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H7 ag=675 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H7 ag=675 VMC.png Figure B.27: Structure m60H7 at ag = 0.675 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika B.27: Montažna hala m60H7 pri ag = 0.675 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H7 ag=675 ConnMax.png Figure B.28: Structure m60H7 at ag = 0.675 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika B.28: Montažna hala m60H7 pri ag = 0.675 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H7 ag=675 Dconn.png Figure B.29: Structure m60H7 at ag = 0.675 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika B.29: Montažna hala m60H7 pri ag = 0.675 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H7 ag=675 Fconn.png Figure B.30: Structure m60H7 at ag = 0.675 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika B.30: Montažna hala m60H7 pri ag = 0.675 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih B.6 Structure m60H9 ag = 0.675 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H9 ag=675 DFDMfi.png Figure B.31: Structure m60H9 at ag = 0.675 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika B.31: Montažna hala m60H9 pri ag = 0.675 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H9 ag=675 DTop.png Figure B.32: Structure m60H9 at ag = 0.675 g: displacement response history at top of the column Slika B.32: Montažna hala m60H9 pri ag = 0.675 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H9 ag=675 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H9 ag=675 VMC.png Figure B.33: Structure m60H9 at ag = 0.675 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika B.33: Montažna hala m60H9 pri ag = 0.675 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H9 ag=675 ConnMax.png Figure B.34: Structure m60H9 at ag = 0.675 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika B.34: Montažna hala m60H9 pri ag = 0.675 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H9 ag=675 Dconn.png Figure B.35: Structure m60H9 at ag = 0.675 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika B.35: Montažna hala m60H9 pri ag = 0.675 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_1_refNF\m60H9 ag=675 Fconn.png Figure B.36: Structure m60H9 at ag = 0.675 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika B.36: Montažna hala m60H9 pri ag = 0.675 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih APPENDIX C: Results of parametric analysis considering MM/P/F/2 parameters In this appendix, the results of numerical analyses performed on precast structures with centrally positioned connections (MM), with silicone sealant between the panels (P), the bottom panel fixed to the foundation (F) and with the ratio factor k = 2 are gathered. In Figures C.1-C.3, responses of structures with and without silicone sealant are shown for three different heights. Then, time history responses and distribution of forces and displacements along the height of the structure are shown for three characteristic structures m60H5, m60H7 and m60H. To present the characteristic results, the response of structures subjected to ground motion no. 4 was chosen. It is the accelerogram that from all selected accelerograms has the response spectra the closest to EC8 response spectra in the period range of analysed structures. D:\Gabrijela\Doktorat\Dissertation\Slike\FigureC.1.png Figure C.1: Response of precast structure m60H5: (a) without silicone sealed joints and (b) with silicone sealant Slika C.1: Odziv konstrukcije m60H5: (a) brez silikona in (b) s silikonom D:\Gabrijela\Doktorat\Dissertation\Slike\FigureC.2.png Figure C.2: Response of precast structure m60H7: (a) without silicone sealed joints and (b) with silicone sealant Slika C.2: Odziv konstrukcije m60H7: (a) brez silikona in (b) s silikonom D:\Gabrijela\Doktorat\Dissertation\Slike\Figure6.47a.png Figure C.3: Response of precast structure m60H9: (a) without silicone sealed joints and (b) with silicone sealant Slika C.3: Odziv konstrukcije m60H9: (a) brez silikona in (b) s silikonom C.1 Structure m60H5 ag = 0.25 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H5 ag=250 DFDMfi.png Figure C.4: Structure m60H5 at ag = 0.25 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika C.4: Montažna hala m60H5 pri ag = 0.25 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H5 ag=250 DTop.png Figure C.5: Structure m60H5 at ag = 0.25 g: displacement response history at top of the column Slika C.5: Montažna hala m60H5 pri ag = 0.25 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H5 ag=250 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H5 ag=250 VMC.png Figure C.6: Structure m60H5 at ag = 0.25 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika C.6: Montažna hala m60H5 pri ag = 0.25 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H5 ag=250 ConnMax.png Figure C.7: Structure m60H5 at ag = 0.25 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika C.7: Montažna hala m60H5 pri ag = 0.25 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H5 ag=250 Dconn.png Figure C.8: Structure m60H5 at ag = 0.25 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika C.8: Montažna hala m60H5 pri ag = 0.25 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H5 ag=250 Fconn.png Figure C.9: Structure m60H5 at ag = 0.25 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika C.9: Montažna hala m60H5 pri ag = 0.25 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih C.2 Structure m60H7 ag = 0.25 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H7 ag=250 DFDMfi.png Figure C.10: Structure m60H7 at ag = 0.25 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika C.10: Montažna hala m60H7 pri ag = 0.25 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H7 ag=250 DTop.png Figure C.11: Structure m60H7 at ag = 0.25 g: displacement response history at top of the column Slika C.11: Montažna hala m60H7 pri ag = 0.25 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H7 ag=250 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H7 ag=250 VMC.png Figure C.12: Structure m60H7 at ag = 0.25 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika C.12: Montažna hala m60H7 pri ag = 0.25 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H7 ag=250 ConnMax.png Figure C.13: Structure m60H7 at ag = 0.25 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika C.13: Montažna hala m60H7 pri ag = 0.25 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H7 ag=250 Dconn.png Figure C.14: Structure m60H7 at ag = 0.25 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika C.14: Montažna hala m60H7 pri ag = 0.25 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H7 ag=250 Fconn.png Figure C.15: Structure m60H7 at ag = 0.25 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika C.15: Montažna hala m60H7 pri ag = 0.25 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih C.3 Structure m60H9 ag = 0.25 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H9 ag=250 DFDMfi.png Figure C.16: Structure m60H9 at ag = 0.25 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika C.16: Montažna hala m60H9 pri ag = 0.25 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H9 ag=250 DTop.png Figure C.17: Structure m60H9 at ag = 0.25 g: displacement response history at top of the column Slika C.17: Montažna hala m60H9 pri ag = 0.25 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H9 ag=250 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H9 ag=250 VMC.png Figure C.18: Structure m60H9 at ag = 0.25 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika C.18: Montažna hala m60H9 pri ag = 0.25 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H9 ag=250 ConnMax.png Figure C.19: Structure m60H9 at ag = 0.25 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika C.19: Montažna hala m60H9 pri ag = 0.25 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H9 ag=250 Dconn.png Figure C.20: Structure m60H9 at ag = 0.25 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika C.20: Montažna hala m60H9 pri ag = 0.25 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H9 ag=250 Fconn.png Figure C.21: Structure m60H9 at ag = 0.25 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika C.21: Montažna hala m60H9 pri ag = 0.25 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih C.4 Structure m60H5 ag = 0.675 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H5 ag=675 DFDMfi.png Figure C.22: Structure m60H5 at ag = 0.675 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika C.22: Montažna hala m60H5 pri ag = 0.675 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H5 ag=675 DTop.png Figure C.23: Structure m60H5 at ag = 0.675 g: displacement response history at top of the column Slika C.23: Montažna hala m60H5 pri ag = 0.675 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H5 ag=675 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H5 ag=675 VMC.png Figure C.24: Structure m60H5 at ag = 0.675 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika C.24: Montažna hala m60H5 pri ag = 0.675 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H5 ag=675 ConnMax.png Figure C.25: Structure m60H5 at ag = 0.675 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika C.25: Montažna hala m60H5 pri ag = 0.675 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H5 ag=675 Dconn.png Figure C.26: Structure m60H5 at ag = 0.675 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika C.26: Montažna hala m60H5 pri ag = 0.675 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H5 ag=675 Fconn.png Figure C.27: Structure m60H5 at ag = 0.675 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika C.27: Montažna hala m60H5 pri ag = 0.675 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih C.5 Structure m60H7 ag = 0.675 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H7 ag=675 DFDMfi.png Figure C.28: Structure m60H7 at ag = 0.675 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika C.28: Montažna hala m60H7 pri ag = 0.675 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H7 ag=675 DTop.png Figure C.29: Structure m60H7 at ag = 0.675 g: displacement response history at top of the column Slika C.29: Montažna hala m60H7 pri ag = 0.675 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H7 ag=675 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H7 ag=675 VMC.png Figure C.30: Structure m60H7 at ag = 0.675 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika C.30: Montažna hala m60H7 pri ag = 0.675 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H7 ag=675 ConnMax.png Figure C.31: Structure m60H7 at ag = 0.675 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika C.31: Montažna hala m60H7 pri ag = 0.675 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H7 ag=675 Dconn.png Figure C.32: Structure m60H7 at ag = 0.675 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika C.32: Montažna hala m60H7 pri ag = 0.675 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H7 ag=675 Fconn.png Figure C.33: Structure m60H7 at ag = 0.675 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika C.33: Montažna hala m60H7 pri ag = 0.675 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih C.6 Structure m60H9 ag = 0.675 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H9 ag=675 DFDMfi.png Figure C.34: Structure m60H9 at ag = 0.675 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika C.34: Montažna hala m60H9 pri ag = 0.675 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H9 ag=675 DTop.png Figure C.35: Structure m60H9 at ag = 0.675 g: displacement response history at top of the column Slika C.35: Montažna hala m60H9 pri ag = 0.675 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H9 ag=675 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H9 ag=675 VMC.png Figure C.36: Structure m60H9 at ag = 0.675 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika C.36: Montažna hala m60H9 pri ag = 0.675 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H9 ag=675 ConnMax.png Figure C.37: Structure m60H9 at ag = 0.675 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika C.37: Montažna hala m60H9 pri ag = 0.675 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H9 ag=675 Dconn.png Figure C.38: Structure m60H9 at ag = 0.675 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika C.38: Montažna hala m60H9 pri ag = 0.675 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_2_silPF\m60H9 ag=675 Fconn.png Figure C.39: Structure m60H9 at ag = 0.675 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika C.39: Montažna hala m60H9 pri ag = 0.675 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih APPENDIX D: Results of parametric analysis considering LL/P/F/2 parameters In this appendix, the results of numerical analyses performed on precast structures with eccentric connections (LL), with silicone sealant between the panels (P), the bottom panel fixed to the foundation (F) and with the ratio factor k = 2 are gathered. In Figures D.1-D.3, responses of structures with centrally (MM) and eccentrically (LL) positioned connections are compared for three different heights. In following, time history responses and distribution of forces and displacements along the height of the structure are shown for three characteristic structures m60H5, m60H7 and m60H. To present the characteristic results, the response of structures subjected to ground motion no. 4 was chosen. It is the accelerogram that from all selected accelerograms has the response spectra the closest to EC8 response spectra in the period range of analysed structures. D:\Gabrijela\Doktorat\Dissertation\Slike\FigureE.1.png Figure D.1: Response of precast structure m60H5: (a) centrally positioned connections MM and (b) eccentric position of connections LL Slika D.1: Odziv konstrukcije m60H5: (a) sredinska pozicija stikov MM in (b) ekscentricna pozicija stikov LL D:\Gabrijela\Doktorat\Dissertation\Slike\FigureE.2.png Figure D.2: Response of precast structure m60H7: (a) centrally positioned connections MM and (b) eccentric position of connections LL Slika D.2: Odziv konstrukcije m60H7: (a) sredinska pozicija stikov MM in (b) ekscentricna pozicija stikov LL D:\Gabrijela\Doktorat\Dissertation\Slike\FigureE.3.png Figure D.3: Response of precast structure m60H9: (a) centrally positioned connections MM and (b) eccentric position of connections LL Slika D.3: Odziv konstrukcije m60H9: (a) sredinska pozicija stikov MM in (b) ekscentricna pozicija stikov LL D.1 Structure m60H5 ag = 0.25 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H5 ag=250 DFDMfi.png Figure D.4: Structure m60H5 at ag = 0.25 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika D.4: Montažna hala m60H5 pri ag = 0.25 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H5 ag=250 DTop.png Figure D.5: Structure m60H5 at ag = 0.25 g: displacement response history at top of the column Slika D.5: Montažna hala m60H5 pri ag = 0.25 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H5 ag=250 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H5 ag=250 VMC.png Figure D.6: Structure m60H5 at ag = 0.25 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika D.6: Montažna hala m60H5 pri ag = 0.25 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H5 ag=250 Conn.png Figure D.7: Structure m60H5 at ag = 0.25 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika D.7: Montažna hala m60H5 pri ag = 0.25 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H5 ag=250 Dconn.png Figure D.8: Structure m60H5 at ag = 0.25 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika D.8: Montažna hala m60H5 pri ag = 0.25 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H5 ag=250 Fconn.png Figure D.9: Structure m60H5 at ag = 0.25 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika D.9: Montažna hala m60H5 pri ag = 0.25 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih D.2 Structure m60H7 ag = 0.25 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H7 ag=250 DFDMfi.png Figure D.10: Structure m60H7 at ag = 0.25 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika D.10: Montažna hala m60H7 pri ag = 0.25 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H7 ag=250 DTop.png Figure D.11: Structure m60H7 at ag = 0.25 g: displacement response history at top of the column Slika D.11: Montažna hala m60H7 pri ag = 0.25 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H7 ag=250 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H7 ag=250 VMC.png Figure D.12: Structure m60H7 at ag = 0.25 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika D.12: Montažna hala m60H7 pri ag = 0.25 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H7 ag=250 Conn.png Figure D.13: Structure m60H7 at ag = 0.25 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika D.13: Montažna hala m60H7 pri ag = 0.25 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H7 ag=250 Dconn.png Figure D.14: Structure m60H7 at ag = 0.25 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika D.14: Montažna hala m60H7 pri ag = 0.25 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H7 ag=250 Fconn.png Figure D.15: Structure m60H7 at ag = 0.25 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika D.15: Montažna hala m60H7 pri ag = 0.25 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih D.3 Structure m60H9 ag = 0.25 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H9 ag=250 DFDMfi.png Figure D.16: Structure m60H9 at ag = 0.25 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika D.16: Montažna hala m60H9 pri ag = 0.25 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H9 ag=250 DTop.png Figure D.17: Structure m60H9 at ag = 0.25 g: displacement response history at top of the column Slika D.17: Montažna hala m60H9 pri ag = 0.25 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H9 ag=250 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H9 ag=250 VMC.png Figure D.18: Structure m60H9 at ag = 0.25 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika D.18: Montažna hala m60H9 pri ag = 0.25 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H9 ag=250 Conn.png Figure D.19: Structure m60H9 at ag = 0.25 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika D.19: Montažna hala m60H9 pri ag = 0.25 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H9 ag=250 Dconn.png Figure D.20: Structure m60H9 at ag = 0.25 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika D.20: Montažna hala m60H9 pri ag = 0.25 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H9 ag=250 Fconn.png Figure D.21: Structure m60H9 at ag = 0.25 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika D.21: Montažna hala m60H9 pri ag = 0.25 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih D.4 Structure m60H5 ag = 0.675 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H5 ag=675 DFDMfi.png Figure D.22: Structure m60H5 at ag = 0.675 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika D.22: Montažna hala m60H5 pri ag = 0.675 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H5 ag=675 DTop.png Figure D.23: Structure m60H5 at ag = 0.675 g: displacement response history at top of the column Slika D.23: Montažna hala m60H5 pri ag = 0.675 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H5 ag=675 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H5 ag=675 VMC.png Figure D.24: Structure m60H5 at ag = 0.675 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika D.24: Montažna hala m60H5 pri ag = 0.675 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H5 ag=675 Conn.png Figure D.25: Structure m60H5 at ag = 0.675 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika D.25: Montažna hala m60H5 pri ag = 0.675 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H5 ag=675 Dconn.png Figure D.26: Structure m60H5 at ag = 0.675 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika D.26: Montažna hala m60H5 pri ag = 0.675 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H5 ag=675 Fconn.png Figure D.27: Structure m60H5 at ag = 0.675 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika D.27: Montažna hala m60H5 pri ag = 0.675 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih D.5 Structure m60H7 ag = 0.675 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H7 ag=675 DFDMfi.png Figure D.28: Structure m60H7 at ag = 0.675 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika D.28: Montažna hala m60H7 pri ag = 0.675 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H7 ag=675 DTop.png Figure D.29: Structure m60H7 at ag = 0.675 g: displacement response history at top of the column Slika D.29: Montažna hala m60H7 pri ag = 0.675 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H7 ag=675 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H7 ag=675 VMC.png Figure D.30: Structure m60H7 at ag = 0.675 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika D.30: Montažna hala m60H7 pri ag = 0.675 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H7 ag=675 Conn.png Figure D.31: Structure m60H7 at ag = 0.675 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika D.31: Montažna hala m60H7 pri ag = 0.675 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H7 ag=675 Dconn.png Figure D.32: Structure m60H7 at ag = 0.675 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika D.32: Montažna hala m60H7 pri ag = 0.675 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H7 ag=675 Fconn.png Figure D.33: Structure m60H7 at ag = 0.675 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika D.33: Montažna hala m60H7 pri ag = 0.675 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih D.6 Structure m60H9 ag = 0.675 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H9 ag=675 DFDMfi.png Figure D.34: Structure m60H9 at ag = 0.675 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika D.34: Montažna hala m60H9 pri ag = 0.675 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H9 ag=675 DTop.png Figure D.35: Structure m60H9 at ag = 0.675 g: displacement response history at top of the column Slika D.35: Montažna hala m60H9 pri ag = 0.675 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H9 ag=675 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H9 ag=675 VMC.png Figure D.36: Structure m60H9 at ag = 0.675 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika D.36: Montažna hala m60H9 pri ag = 0.675 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H9 ag=675 Conn.png Figure D.37: Structure m60H9 at ag = 0.675 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika D.37: Montažna hala m60H9 pri ag = 0.675 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H9 ag=675 Dconn.png Figure D.38: Structure m60H9 at ag = 0.675 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika D.38: Montažna hala m60H9 pri ag = 0.675 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LL1\m60H9 ag=675 Fconn.png Figure D.39: Structure m60H9 at ag = 0.675 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika D.39: Montažna hala m60H9 pri ag = 0.675 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih APPENDIX E: Results of parametric analysis considering LR/P/F/2 parameters In this appendix, the results of numerical analyses performed on precast structures with eccentric connections (LR), with silicone sealant between the panels (P), the bottom panel fixed to the foundation (F) and with the ratio factor k = 2 are gathered. Time history responses and distribution of forces and displacements along the height of the structure are shown for three characteristic structures m60H5, m60H7 and m60H. To present the characteristic results, the response of structures subjected to ground motion no. 4 was chosen. It is the accelerogram that from all selected accelerograms has the response spectra the closest to EC8 response spectra in the period range of analysed structures. In Figures E.1-E.3, responses of structures with centrally (MM) and eccentrically (LR) positioned connections are compared for three different heights. In following, time history responses and distribution of forces and displacements along the height of the structure are shown for three characteristic structures m60H5, m60H7 and m60H. To present the characteristic results, the response of structures subjected to ground motion no. 4 was chosen. It is the accelerogram that from all selected accelerograms has the response spectra the closest to EC8 response spectra in the period range of analysed structures. D:\Gabrijela\Doktorat\Dissertation\Slike\FigureF.1.png Figure E.1: Response of precast structure m60H5: (a) centrally positioned connections MM and (b) eccentric position of connections LR Slika E.1: Odziv konstrukcije m60H5: (a) sredinska pozicija stikov MM in (b) ekscentricna pozicija stikov LR D:\Gabrijela\Doktorat\Dissertation\Slike\FigureF.2.png Figure E.2: Response of precast structure m60H7: (a) centrally positioned connections MM and (b) eccentric position of connections LR Slika E.2: Odziv konstrukcije m60H7: (a) sredinska pozicija stikov MM in (b) ekscentricna pozicija stikov LR D:\Gabrijela\Doktorat\Dissertation\Slike\FigureF.3.png Figure E.3: Response of precast structure m60H9: (a) centrally positioned connections MM and (b) eccentric position of connections LR Slika E.3: Odziv konstrukcije m60H9: (a) sredinska pozicija stikov MM in (b) ekscentricna pozicija stikov LR E.1 Structure m60H5 ag = 0.25 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H5 ag=250 DFDMfi.png Figure E.4: Structure m60H5 at ag = 0.25 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika E.4: Montažna hala m60H5 pri ag = 0.25 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H5 ag=250 DTop.png Figure E.5: Structure m60H5 at ag = 0.25 g: displacement response history at top of the column Slika E.5: Montažna hala m60H5 pri ag = 0.25 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H5 ag=250 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H5 ag=250 VMC.png Figure E.6: Structure m60H5 at ag = 0.25 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika E.6: Montažna hala m60H5 pri ag = 0.25 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H5 ag=250 Conn.png Figure E.7: Structure m60H5 at ag = 0.25 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika E.7: Montažna hala m60H5 pri ag = 0.25 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H5 ag=250 Dconn.png Figure E.8: Structure m60H5 at ag = 0.25 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika E.8: Montažna hala m60H5 pri ag = 0.25 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H5 ag=250 Fconn.png Figure E.9: Structure m60H5 at ag = 0.25 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika E.9: Montažna hala m60H5 pri ag = 0.25 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih E.2 Structure m60H7 ag = 0.25 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H7 ag=250 DFDMfi.png Figure E.10: Structure m60H7 at ag = 0.25 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika E.10: Montažna hala m60H7 pri ag = 0.25 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H7 ag=250 DTop.png Figure E.11: Structure m60H7 at ag = 0.25 g: displacement response history at top of the column Slika E.11: Montažna hala m60H7 pri ag = 0.25 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H7 ag=250 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H7 ag=250 VMC.png Figure E.12: Structure m60H7 at ag = 0.25 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika E.12: Montažna hala m60H7 pri ag = 0.25 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H7 ag=250 Conn.png Figure E.13: Structure m60H7 at ag = 0.25 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika E.13: Montažna hala m60H7 pri ag = 0.25 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H7 ag=250 Dconn.png Figure E.14: Structure m60H7 at ag = 0.25 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika E.14: Montažna hala m60H7 pri ag = 0.25 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H7 ag=250 Fconn.png Figure E.15: Structure m60H7 at ag = 0.25 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika E.15: Montažna hala m60H7 pri ag = 0.25 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih E.3 Structure m60H9 ag = 0.25 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H9 ag=250 DFDMfi.png Figure E.16: Structure m60H9 at ag = 0.25 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika E.16: Montažna hala m60H9 pri ag = 0.25 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H9 ag=250 DTop.png Figure E.17: Structure m60H9 at ag = 0.25 g: displacement response history at top of the column Slika E.17: Montažna hala m60H9 pri ag = 0.25 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H9 ag=250 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H9 ag=250 VMC.png Figure E.18: Structure m60H9 at ag = 0.25 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika E.18: Montažna hala m60H9 pri ag = 0.25 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H9 ag=250 Conn.png Figure E.19: Structure m60H9 at ag = 0.25 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika E.19: Montažna hala m60H9 pri ag = 0.25 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H9 ag=250 Dconn.png Figure E.20: Structure m60H9 at ag = 0.25 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika E.20: Montažna hala m60H9 pri ag = 0.25 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H9 ag=250 Fconn.png Figure E.21: Structure m60H9 at ag = 0.25 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika E.21: Montažna hala m60H9 pri ag = 0.25 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih E.4 Structure m60H5 ag = 0.675 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H5 ag=675 DFDMfi.png Figure E.22: Structure m60H5 at ag = 0.675 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika E.22: Montažna hala m60H5 pri ag = 0.675 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H5 ag=675 DTop.png Figure E.23: Structure m60H5 at ag = 0.675 g: displacement response history at top of the column Slika E.23: Montažna hala m60H5 pri ag = 0.675 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H5 ag=675 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H5 ag=675 VMC.png Figure E.24: Structure m60H5 at ag = 0.675 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika E.24: Montažna hala m60H5 pri ag = 0.675 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H5 ag=675 Conn.png Figure E.25: Structure m60H5 at ag = 0.675 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika E.25: Montažna hala m60H5 pri ag = 0.675 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H5 ag=675 Dconn.png Figure E.26: Structure m60H5 at ag = 0.675 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika E.26: Montažna hala m60H5 pri ag = 0.675 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H5 ag=675 Fconn.png Figure E.27: Structure m60H5 at ag = 0.675 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika E.27: Montažna hala m60H5 pri ag = 0.675 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih E.5 Structure m60H7 ag = 0.675 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H7 ag=675 DFDMfi.png Figure E.28: Structure m60H7 at ag = 0.675 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika E.28: Montažna hala m60H7 pri ag = 0.675 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H7 ag=675 DTop.png Figure E.29: Structure m60H7 at ag = 0.675 g: displacement response history at top of the column Slika E.29: Montažna hala m60H7 pri ag = 0.675 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H7 ag=675 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H7 ag=675 VMC.png Figure E.30: Structure m60H7 at ag = 0.675 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika E.30: Montažna hala m60H7 pri ag = 0.675 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H7 ag=675 Conn.png Figure E.31: Structure m60H7 at ag = 0.675 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika E.31: Montažna hala m60H7 pri ag = 0.675 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H7 ag=675 Dconn.png Figure E.32: Structure m60H7 at ag = 0.675 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika E.32: Montažna hala m60H7 pri ag = 0.675 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H7 ag=675 Fconn.png Figure E.33: Structure m60H7 at ag = 0.675 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika E.33: Montažna hala m60H7 pri ag = 0.675 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih E.6 Structure m60H9 ag = 0.675 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H9 ag=675 DFDMfi.png Figure E.34: Structure m60H9 at ag = 0.675 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika E.34: Montažna hala m60H9 pri ag = 0.675 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H9 ag=675 DTop.png Figure E.35: Structure m60H9 at ag = 0.675 g: displacement response history at top of the column Slika E.35: Montažna hala m60H9 pri ag = 0.675 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H9 ag=675 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H9 ag=675 VMC.png Figure E.36: Structure m60H9 at ag = 0.675 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika E.36: Montažna hala m60H9 pri ag = 0.675 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H9 ag=675 Conn.png Figure E.37: Structure m60H9 at ag = 0.675 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika E.37: Montažna hala m60H9 pri ag = 0.675 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H9 ag=675 Dconn.png Figure E.38: Structure m60H9 at ag = 0.675 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika E.38: Montažna hala m60H9 pri ag = 0.675 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_5_LR1\m60H9 ag=675 Fconn.png Figure E.39: Structure m60H9 at ag = 0.675 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika E.39: Montažna hala m60H9 pri ag = 0.675 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih APPENDIX F: Results of parametric analysis considering MM/P/C/2 parameters In this appendix, the results of numerical analyses performed on precast structures with centrally positioned connections (MM), with silicone sealant between the panels (P), the bottom panel connected to the column (C) and with the ratio factor k = 2 are gathered. Time history responses and distribution of forces and displacements along the height of the structure are shown for three characteristic structures m60H5, m60H7 and m60H. To present the characteristic results, the response of structures subjected to ground motion no. 4 was chosen. It is the accelerogram that from all selected accelerograms has the response spectra the closest to EC8 response spectra in the period range of analysed structures. F.1 Structure m60H5 ag = 0.25 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H5 ag=250 DFDMfi.png Figure F.1: Structure m60H5 at ag = 0.25 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika F.1: Montažna hala m60H5 pri ag = 0.25 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H5 ag=250 DTop.png Figure F.2: Structure m60H5 at ag = 0.25 g: displacement response history at top of the column Slika F.2: Montažna hala m60H5 pri ag = 0.25 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H5 ag=250 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H5 ag=250 VMC.png Figure F.3: Structure m60H5 at ag = 0.25 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika F.3: Montažna hala m60H5 pri ag = 0.25 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H5 ag=250 ConnMax.png Figure F.4: Structure m60H5 at ag = 0.25 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika F.4: Montažna hala m60H5 pri ag = 0.25 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H5 ag=250 Dconn.png Figure F.5: Structure m60H5 at ag = 0.25 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika F.5: Montažna hala m60H5 pri ag = 0.25 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H5 ag=250 Fconn.png Figure F.6: Structure m60H5 at ag = 0.25 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika F.6: Montažna hala m60H5 pri ag = 0.25 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih F.2 Structure m60H7 ag = 0.25 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H7 ag=250 DFDMfi.png Figure F.7: Structure m60H7 at ag = 0.25 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika F.7: Montažna hala m60H7 pri ag = 0.25 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H7 ag=250 DTop.png Figure F.8: Structure m60H7 at ag = 0.25 g: displacement response history at top of the column Slika F.8: Montažna hala m60H7 pri ag = 0.25 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H7 ag=250 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H7 ag=250 VMC.png Figure F.9: Structure m60H7 at ag = 0.25 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika F.9: Montažna hala m60H7 pri ag = 0.25 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H7 ag=250 ConnMax.png Figure F.10: Structure m60H7 at ag = 0.25 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika F.10: Montažna hala m60H7 pri ag = 0.25 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H7 ag=250 Dconn.png Figure F.11: Structure m60H7 at ag = 0.25 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika F.11: Montažna hala m60H7 pri ag = 0.25 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H7 ag=250 Fconn.png Figure F.12: Structure m60H7 at ag = 0.25 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika F.12: Montažna hala m60H7 pri ag = 0.25 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih F.3 Structure m60H9 ag = 0.25 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H9 ag=250 DFDMfi.png Figure F.13: Structure m60H9 at ag = 0.25 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika F.13: Montažna hala m60H9 pri ag = 0.25 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H9 ag=250 DTop.png Figure F.14: Structure m60H9 at ag = 0.25 g: displacement response history at top of the column Slika F.14: Montažna hala m60H9 pri ag = 0.25 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H9 ag=250 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H9 ag=250 VMC.png Figure F.15: Structure m60H9 at ag = 0.25 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika F.15: Montažna hala m60H9 pri ag = 0.25 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H9 ag=250 ConnMax.png Figure F.16: Structure m60H9 at ag = 0.25 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika F.16: Montažna hala m60H9 pri ag = 0.25 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H9 ag=250 Dconn.png Figure F.17: Structure m60H9 at ag = 0.25 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika F.17: Montažna hala m60H9 pri ag = 0.25 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H9 ag=250 Fconn.png Figure F.18: Structure m60H9 at ag = 0.25 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika F.18: Montažna hala m60H9 pri ag = 0.25 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih F.4 Structure m60H5 ag = 0.675 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H5 ag=675 DFDMfi.png Figure F.19: Structure m60H5 at ag = 0.675 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika F.19: Montažna hala m60H5 pri ag = 0.675 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H5 ag=675 DTop.png Figure F.20: Structure m60H5 at ag = 0.675 g: displacement response history at top of the column Slika F.20: Montažna hala m60H5 pri ag = 0.675 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H5 ag=675 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H5 ag=675 VMC.png Figure F.21: Structure m60H5 at ag = 0.675 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika F.21: Montažna hala m60H5 pri ag = 0.675 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H5 ag=675 ConnMax.png Figure F.22: Structure m60H5 at ag = 0.675 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika F.22: Montažna hala m60H5 pri ag = 0.675 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H5 ag=675 Dconn.png Figure F.23: Structure m60H5 at ag = 0.675 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika F.23: Montažna hala m60H5 pri ag = 0.675 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H5 ag=675 Fconn.png Figure F.24: Structure m60H5 at ag = 0.675 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika F.24: Montažna hala m60H5 pri ag = 0.675 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih F.5 Structure m60H7 ag = 0.675 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H7 ag=675 DFDMfi.png Figure F.25: Structure m60H7 at ag = 0.675 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika F.25: Montažna hala m60H7 pri ag = 0.675 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H7 ag=675 DTop.png Figure F.26: Structure m60H7 at ag = 0.675 g: displacement response history at top of the column Slika F.26: Montažna hala m60H7 pri ag = 0.675 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H7 ag=675 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H7 ag=675 VMC.png Figure F.27: Structure m60H7 at ag = 0.675 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika F.27: Montažna hala m60H7 pri ag = 0.675 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H7 ag=675 ConnMax.png Figure F.28: Structure m60H7 at ag = 0.675 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika F.28: Montažna hala m60H7 pri ag = 0.675 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H7 ag=675 Dconn.png Figure F.29: Structure m60H7 at ag = 0.675 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika F.29: Montažna hala m60H7 pri ag = 0.675 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H7 ag=675 Fconn.png Figure F.30: Structure m60H7 at ag = 0.675 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika F.30: Montažna hala m60H7 pri ag = 0.675 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih F.6 Structure m60H9 ag = 0.675 g D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H9 ag=675 DFDMfi.png Figure F.31: Structure m60H9 at ag = 0.675 g: (a) maximum column’s displacements, (b) force-displacement response and (c) moment-curvature response at column’s base Slika F.31: Montažna hala m60H9 pri ag = 0.675 g: (a) najvecji pomiki stebra, (b) odziv sila-pomik in (c) odziv moment-ukrivljenost ob vpetju stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H9 ag=675 DTop.png Figure F.32: Structure m60H9 at ag = 0.675 g: displacement response history at top of the column Slika F.32: Montažna hala m60H9 pri ag = 0.675 g: casovni potek pomikov na vrhu stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H9 ag=675 Curv.png D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H9 ag=675 VMC.png Figure F.33: Structure m60H9 at ag = 0.675 g: (a) maximum shear force, (b) maximum moments and (c) maximum curvature along the column’s height Slika F.33: Montažna hala m60H9 pri ag = 0.675 g: (a) najvecja strižna sila, (b) najvecji momenti in (c) najvecja ukrivljenost po višini stebra D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H9 ag=675 ConnMax.png Figure F.34: Structure m60H9 at ag = 0.675 g: (a) maximum relative displacements in cladding connections, (b) maximum forces in cladding connections Slika F.34: Montažna hala m60H9 pri ag = 0.675 g: (a) najvecji relativni pomiki fasadnih stikov, (b) najvecje sile v fasadnih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H9 ag=675 Dconn.png Figure F.35: Structure m60H9 at ag = 0.675 g: (a) displacement response history for the top connections, (b) displacement response history for the bottom connections Slika F.35: Montažna hala m60H9 pri ag = 0.675 g: (a) casovni potek pomikov v zgornjih stikih, (b) casovni potek pomikov v spodnjih stikih D:\Gabrijela\Doktorat\Potresna miza\Horizontalni paneli\Parametric study final\Rezultati_4_bPC\m60H9 ag=675 Fconn.png Figure F.36: Structure m60H9 at ag = 0.675 g: (a) force response history for the top connections, (b) force response history for the bottom connections Slika F.36: Montažna hala m60H9 pri ag = 0.675 g: (a) casovni potek sil v zgornjih stikih, (b) casovni potek sil v spodnjih stikih APPENDIX G: Derivation of expressions for estimation of the ratio between the maximum and average column drifts along the single panel D:\Gabrijela\Doktorat\Dissertation\Slike\FigureG.1.png Figure G.1: Deflection of a cantilever column Slika G.1: Deformacijska linija konzolnega stebra As shown in Figure G.1, displacement at top of the structure dtop can be expressed as sum of the plastic part dtop,pl and the elastic part dtop,el. It is approximately sum of the displacement due to rotation of plastic hinge and displacement due to the elastic deformations of the column. ........=........,....+........,.... (G.1) ........,....=....·........ (G.2) ........,....=(1-....)·........ (G.3) Average column’s drift along the single panel: .........,..,......=..........·h.. (G.4) Maximum column’s drift along the single panel, i.e. column’s drift along the panel at top of the structure: .........,..,......=.........,..,....+.........,..,.... (G.5) .........,..,....=........,......·h.. (G.6) .........,..,....=..·.........,..,....,...... (G.7) A is the ratio between maximum and average column’s drifts along the single panel (.dcol,pl,el / .dcol,pl,el,avg) due to the elastic part of deformations. It is derived from formula of cantilever deflection under concentrated load at free end: ..(..)=....26....·(3..-..) (G.8) .........,..,....=..(..)-..(..-h..) (G.9) Displacement at top due to elastic part of deformations: ..(..)=....26....·(3..-..)=....33.... (G.10) ..(..)=........,....=....33.... (G.11) ..=........,....·3......3 (G.12) Displacement at the level (H – hp) due to elastic part of deformations: ..(..-h..)=..(..-h..)26....·(3..-(..-h..))=........,....·3......3·(..-h..)26....·(3..-..+h..) (G.13) ..(..-h..)=........,....·3......3·(..-h..)26....·(3..-..+h..) (G.14) ..(..-h..)=........,....·(..-h..)22..3·(2..+h..) (G.15) Maximum column’s drift along the single panel (i.e. column’s drift along the panel at top of the structure) due to elastic deformations: .........,..,....=........,....-........,....·(..-h..)22..3·(2..+h..) (G.16) Average column’s drift along the single panel due to elastic deformations: .........,..,....,......=........,......·h.. (G.17) The ratio between maximum and average column’s drifts along the single panel due to elastic deformations: ..=.........,..,.............,..,....,...... (G.18) ..=........,....·..........,....·h..-........,....·..........,....·h..·(..-h..)22..3·(2..+h..) (G.19) ..=2..3-(..-h..)2(2..+h..)2..2·h.. (G.20) The ratio between maximum and average column drifts along the single panel: .........,..,...............,..,......=.........,..,....+.........,..,..............·h.. (G.21) .........,..,...............,..,......=........,......·h..+..·.........,..,....,................·h.. (G.22) .........,..,...............,..,......=........,......·h..+..·........,......·h............·h.. (G.23) .........,..,...............,..,......=........,....+..·........,............ (G.24) .........,..,...............,..,......=....·........+..·(1-....)·................ (G.25) .........,..,...............,..,......=..-......+.... (G.26) If there are no plastic deformations, then rd is equal to zero, and the ratio between maximum and average column drifts along the single panel is equal to A.