SEISMIC DAMAGE ANALYSIS ON STEEL REINFORCED CONCRETE FRAMES WITH SPECIAL-SHAPED COLUMNS
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摘要: 为实现对型钢混凝土异形柱框架的地震损伤分析，采用加权系数法建立了能够反映构件损伤、楼层损伤和整体框架损伤三者迁移演化的地震损伤模型，并对两榀型钢混凝土异形柱框架进行了地震损伤试验及有限元模拟，获得了梁的弯矩-转角滞回曲线和柱的水平荷载-位移滞回曲线，进而对试件的地震损伤指数进行了计算分析。结果表明，构件、楼层和整体框架的损伤指数变化规律与试件的破坏发展历程较为吻合，说明所建立的型钢混凝土异形柱框架地震损伤模型是合理的。基于试件的破坏状态及地震损伤分析结果，提出了型钢混凝土异形柱框架对应5个性能水平的损伤指数范围，为该类结构的震后损伤评估提供了依据。Abstract: To realize the seismic damage analysis of steel reinforced concrete (SRC) frames with special-shaped columns, a damage model which can reflect the migration and evolution of the member damage, the floor damage and the whole frame damage was established by using the weighted coefficient method. Seismic damage tests and finite element simulation were carried out on two SRC frames with special-shaped columns. The moment-rotation hysteresis curves of the beams and the horizontal load-displacement hysteresis curves of the columns were obtained. The seismic damage index of specimens was calculated and analyzed. The results show that the change law of the damage index of members, floors and the whole frame were in good agreement with the failure development processes of the specimens, indicating that the seismic damage model of the SRC frame with special-shaped columns is reasonable. Based on the failure states of the specimens and the seismic damage analysis results, the range of the damage index of SRC frames with special-shaped columns corresponding to five performance levels was proposed. It provides the basis for the post-earthquake damage assessment of this type of structure.
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图 5 SYBK框架柱的水平荷载-位移曲线
Figure 5. Horizontal load-displacement curves of columns of SYBK
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图 6 SYZK框架柱的水平荷载-位移曲线
Figure 6. Horizontal load-displacement curves of columns of SYZK
表 1 框架柱的特征荷载和位移
Table 1 Characteristic loads and displacements of columns
试件编号 楼层 柱的位置 开裂荷载/kN 开裂位移/mm 屈服荷载/kN 屈服位移/mm 峰值荷载/kN 峰值位移/mm 破坏荷载/kN 破坏位移/mm SYBK 1层 角柱 30.11 3.10 78.55 14.48 90.27 35.82 76.73 50.62 边柱 19.01 3.10 49.61 14.48 57.02 35.82 48.47 47.55 2层 角柱 30.21 3.40 70.81 12.27 90.27 35.70 76.73 45.98 边柱 19.08 3.40 45.48 12.27 57.02 35.70 48.47 45.98 3层 角柱 30.21 3.34 72.35 11.43 90.27 25.49 76.73 50.62 边柱 19.08 3.34 45.69 11.43 57.02 25.49 48.47 50.62 SYZK 1层 边柱 33.08 3.45 75.73 14.27 99.84 42.21 84.86 64.95 中柱 25.73 3.45 58.90 14.27 77.65 42.21 66.00 65.80 2层 边柱 32.53 3.52 76.19 13.33 99.84 36.99 84.86 55.93 中柱 25.30 3.52 59.26 13.33 77.65 36.99 66.00 57.26 3层 边柱 32.53 3.57 66.14 6.35 99.84 31.47 84.86 53.17 中柱 25.30 3.57 51.44 6.35 77.65 31.47 66.00 52.08 
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表 2 框架梁的特征弯矩和转角
Table 2 Characteristic moments and rotations of beams
试件编号 楼层 梁端位置 屈服弯矩/(kN·m) 屈服转角/(×10−4) 峰值弯矩/(kN·m) 峰值转角/(×10−4) 破坏弯矩/(kN·m) 破坏转角/(×10−4) SYBK 1层 角柱 42.400 0.019 48.970 0.025 41.620 0.052 边柱 42.560 0.018 46.790 0.041 39.770 0.067 2层 角柱 44.240 0.028 45.290 0.050 38.500 0.085 边柱 43.000 0.018 44.960 0.051 38.220 0.085 3层 角柱 39.930 0.018 44.360 0.021 37.710 0.047 边柱 25.410 0.026 36.900 0.047 31.370 0.053 SYZK 1层 边柱 27.670 0.031 31.967 0.070 27.354 0.137 中柱 27.617 0.030 32.067 0.061 27.326 0.147 2层 边柱 27.684 0.029 31.791 0.063 27.112 0.152 中柱 26.283 0.030 30.487 0.059 25.914 0.138 3层 边柱 27.854 0.028 31.450 0.057 26.733 0.115 中柱 23.367 0.021 25.737 0.030 11.554 0.042
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表 3 框架梁、柱的损伤指数
Table 3 Damage index of beams and columns
试件编号 加载位移 1层 2层 3层 DBAB1/DBBC1 DCA1/DCC1 DCB1 DBAB2/DBBC2 DCA2/DC2 DCB2 DBAB3/DBBC3 DCA3/DCC3 DCB3 SYBK 1Δy 0.152 0.121 0.113 0.206 0.131 0.120 0.138 0.092 0.104 2Δy 0.226 0.259 0.254 0.287 0.229 0.235 0.235 0.206 0.256 3Δy 0.576 0.523 0.550 0.681 0.573 0.598 0.473 0.634 0.583 4Δy 0.927 0.785 0.772 0.977 0.727 0.684 0.514 0.794 0.754 5Δy 0.957 0.992 0.989 1.000 0.948 0.953 0.934 0.855 0.960 SYZK 1Δy 0.137 0.071 0.073 0.146 0.101 0.120 0.126 0.069 0.074 2Δy 0.328 0.339 0.251 0.327 0.189 0.205 0.264 0.194 0.236 3Δy 0.671 0.543 0.543 0.741 0.486 0.498 0.426 0.472 0.473 4Δy 0.938 0.755 0.760 0.986 0.697 0.704 0.564 0.624 0.734 5Δy 0.941 0.994 0.994 1.000 0.952 0.942 0.884 0.825 0.975 注：DBAB1、DBAB2、DBAB3分别表示第1、2、3层AB跨梁的损伤指数；DBBC1、DBBC2、DBBC3分别表示第1、2、3层BC跨梁的损伤指数；DCA1、DCA2、DCA3分别表示第1、2、3层A柱的损伤指数；DCC1、DCC2、DCC3分别表示第1、2、3层C柱的损伤指数；DCB1、DCB2、DCB3分别表示第1、2、3层B柱的损伤指数。
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表 4 楼层损伤指数
Table 4 Damage index of floors
试件编号 加载位移 1层 2层 3层 ηAB1/ηBC1 ηA1/ηC1 ηB1 Dstory-1 ηAB2/ηBC2 ηA2/ηC2 ηB2 Dstory-2 ηAB3/ηBC3 ηA3/ηC3 ηB3 Dstory-3 SYBK 1Δy 0.307 0.125 0.135 0.139 0.294 0.140 0.133 0.174 0.161 0.236 0.206 0.110 2Δy 0.287 0.146 0.134 0.239 0.225 0.189 0.172 0.256 0.143 0.247 0.220 0.225 3Δy 0.258 0.158 0.168 0.555 0.188 0.211 0.202 0.619 0.187 0.207 0.212 0.563 4Δy 0.163 0.232 0.210 0.829 0.172 0.217 0.222 0.803 0.167 0.229 0.208 0.692 5Δy 0.152 0.242 0.212 0.981 0.161 0.229 0.220 0.969 0.101 0.273 0.252 0.897 SYZK 1Δy 0.368 0.095 0.075 0.120 0.334 0.120 0.093 0.133 0.061 0.316 0.246 0.077 2Δy 0.247 0.176 0.155 0.285 0.225 0.199 0.155 0.254 0.074 0.307 0.239 0.215 3Δy 0.208 0.210 0.164 0.596 0.208 0.211 0.164 0.595 0.087 0.297 0.231 0.464 4Δy 0.196 0.219 0.171 0.828 0.199 0.217 0.169 0.814 0.085 0.299 0.232 0.639 5Δy 0.217 0.202 0.158 0.967 0.210 0.209 0.163 0.981 0.100 0.288 0.224 0.871 注：ηAB1、ηAB2、ηAB3分别表示第1、2、3层AB跨梁的损伤权重系数；ηBC1、ηBC2、ηBC3分别表示第1、2、3层BC跨梁的损伤权重系数；ηA1、ηA2、ηA3分别表示第1、2、3层A柱的损伤权重系数；ηC1、ηC2、ηC3分别表示第1、2、3层C柱的损伤权重系数；ηB1、ηB2、ηB3分别表示第1、2、3层B柱的损伤权重系数；Ds-1、Ds-2、Ds-3分别表示第1、2、3层的损伤指数。
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表 5 整体框架损伤指数
Table 5 Damage index of whole frame
试件
编号加载
位移1层的损伤
权重系数λ12层的损伤
权重系数λ23层的损伤
权重系数λ3整体框架的地震
损伤指数DSYBK 1Δy 0.588 0.302 0.109 0.146 2Δy 0.393 0.300 0.307 0.241 3Δy 0.401 0.315 0.284 0.577 4Δy 0.547 0.333 0.120 0.804 5Δy 0.475 0.304 0.221 0.959 SYZK 1Δy 0.579 0.312 0.109 0.119 2Δy 0.354 0.320 0.327 0.252 3Δy 0.407 0.309 0.284 0.558 4Δy 0.541 0.340 0.120 0.801 5Δy 0.460 0.314 0.226 0.949
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表 6 型钢混凝土异形柱框架对应五性能水平的损伤指数范围
Table 6 Damage index range of SRC frame with special-shaped columns corresponding to five performance levels
性能水平 正常使用 暂时使用 修复后使用 生命安全 接近倒塌 损伤指数范围 0~0.05 0.05~0.15 0.15~0.55 0.55~0.80 0.80~1.00
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