0 5 011 10 JOURNAL OF NATURAL DISASTERS Vol. 0 No. 5 Oct. 011 1004-4574 011 05-0018 - 06 1 3 1. 41008. 41008 3. 410000 7 0. 10g 7 0. 15g 3. 1% 5% P64. 3 A Field test and numerical simulations of seismic performance of rowlock wall buildins in Dongting Lake area WANG Hai-dong 1 WEN Xue-zhang SHANG Shou-ping HE Fang-long LIU Dong-bai 3 1. Key Laboratory of Building Safety and Engery Efficiency of Ministry of Education Hunan UniversityChangsha 41008 China. College of Civil EngineeringHunan UniversityChangsha 41008 China 3. Hunan Architecture Design AcademyChangsha 41000 China Abstract In this paper the seismic performance of typical rowlock wall building in Dongting Lake area was studied by field test and numerical simulations. The results show that the dynamic characteristics of numerical model are well agreeable with those of the actual structureso the results of numerical simulations can reflect really the seismic performance of actual structure. The seismic performance of typical rowlock wall building in Dongting Lake area can satisfy with the demand of seismic fortification intensity Ⅶ 0. 10g for frequent earthquakefurthermore the seismic performance of typical rowlock wall building with flexible floors and roof can basically meet requirement for seismic fortification intensity Ⅶ 0. 15g for frequent earthquake. The seismic shear of the typical rowlock wall building with flexible floors and roof is 3. 1% bigger than that of building with semi - rigid floors and roof. Considering the brick constructional columns the seismic shear of the typical rowlock wall building with semi-rigid floors and roof can be improved to 105%. Key words typical rowlock wall building seismic performance numerical simulations field test dynamic characteristics GB50011-001 005 5. 7 0 60-70 1 010-05 - 1 011-04 - 1 50808078 06SK4057 07-1976 -. E-mail whdwang007@ gmail. com
5 19 3 Ansys 5 6 7 1 /4 Ansys 1 8 1. 1 60% 9 60% MU10 M. 5 1 3. 3m 1 Fig. Actual situation of measured building 1 Fig. 1 First floor plan of typical rowlook building in Dongting Lake area 1. Dasp003 941B 0 ~ 30 min 56Hz 3 1
0 0. 1 3 Fig. 3 Autospeatrum analysis results of measured structure Fig. 4 4 Finite element model of structure 1 4 MU7. 5 Table 1 Measured and calculated natural frequencies of rowlock wall building M. 5 GBJ3-88 Hz f = 0. 54MPa E = 1 3 1300f = 0. 70GPa 0. 15 3 1 4. 94 5. 10 6. 10 5. 6 1 7. 33 7. 51 8. 96 7. 89 C0 3 1 370 370mm f = 1. 19MPa E = 1. 547GPa 1 1 5 Fig. 5 5 3 Calculated first 3 modes 1 5 1 1
5 1 10. El - Centro 341. 7cm /s 1 3 El - Centro 5 RF F RF - F 1 1 1 6 Fig. 6 Displacement response 3 6 1 Fig. 7 7 Nephogram of maximum shear stress of longitudinal wall 3 7 GBJ3-88 Fig. 8 8 Check points of shear bearing capacity of longitudinal wall
0 1 3 El - Centro Table Examination of shear bearing capacity of longitudinal wall under input of El Centro wave ζ N f v τ /MPa σ 0 /MPa ζ N /1. 3τγ RE / cm /s - A 0. 173 0 0. 8 0. 160 54. 6 B 0. 1 0 0. 8 0. 15 4. 9 C 0. 195 0. 088 1. 13 0. 01 68. 6 D 0. 18 0 0. 8 0. 17 43. 5 E 0. 84 0. 0765 1. 10 0. 134 45. 8 F 050 0. 0765 1. 10 0. 15 51. 9 A 0. 18 0 0. 8 0. 16 74. 0 B 0. 177 0 0. 8 0. 156 53. 3 C 0. 148 0. 088 1. 13 0. 65 90. 6 D 0. 179 0 0. 8 0. 155 5. 8 E 0. 17 0. 0765 1. 10 0. 176 60. 0 F 0. 185 0. 0765 1. 10 0. 06 70. 4 A 0. 160 0 0. 8 0. 173 59. 3 B 0. 04 0 0. 8 0. 136 46. 5 C 0. 181 0. 088 1. 13 0. 16 73. 7 D 0. 10 0 0. 8 0. 13 45. 1 E 0. 60 0. 0765 1. 10 0. 134 50. 0 F 0. 34 0. 0765 1. 10 0. 163 55. 6 1-3 GB50011-001 7 0. 10g 35cm /s 7 0. 15g 55cm /s 7 1-3 3. 1% 5% 3 1 1 M. 5 MU7. 5 7 0. 15g 7 0. 10 7 3 3. 1% 5% 1. - M5. 7 J. 0068 1 10 ~ 13.. J. 0068 6 106 ~ 109. 3. ANSYS J. 0106 1 56 ~ 61. 4. J. 0096 4 0 ~ 4. 5. J. 01019 1 8 ~ 1. 6. J. 0096 3 31 ~ 35. 7. J. 0103 6 104 ~ 110.
5 3 8. M. 00 9. J. 01019 4 109 ~ 113. 10. J. 00831 3 68 ~ 73.