COMPARATIVE STUDY OF RELEVANT SPECIFICATIONS ON PEAK FLOOR ACCELERATION IN CURRENT CODES OF DIFFERENT COUNTRIES
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摘要: 该文系统总结了各国抗震设计规范中对于结构楼面峰值加速度取值的相关规定。建立了一系列不同设计参数、不同振动周期的钢筋混凝土框架结构的有限元模型，对弹性和弹塑性结构进行了不同强度地震动作用输入下的时程分析。将楼面峰值加速度通过地面峰值加速度归一化，考察了结构各楼层楼面峰值加速度分布情况。结果表明，现行抗震设计规范中对楼面峰值加速度取值的相关规定不能很好地反映其在不同楼层的分布情况，有待进一步的研究。Abstract: Relevant specifications on the value of peak floor acceleration in current seismic design codes of different countries are systematically investigated in this paper. Finite element models of a range of reinforced concrete frame buildings with different design parameters as well as periods of vibration were established to study the floor acceleration response. The time history analyses were conducted on both linear and nonlinear structures subjected to input ground motions of varying intensities. The peak floor acceleration was normalized by peak ground acceleration and the distribution of peak floor acceleration in each story were analyzed. The results showed that the definitions of peak floor acceleration in current seismic design codes cannot accurately evaluate the distribution of different floors and further research is needed.
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表 1 结构设计参数
Table 1. Structural design parameters
模型 周期折减系数 结构设计阻尼比/(%) 模型1 0.7 5 模型2 0.7 6 模型3 0.7 7 模型4 0.7 8 模型5 1.0 5 
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表 2 层高和质量
Table 2. Story height and mass
楼层编号 层高/m 楼层质量/t 6 4.2 474.9 5 4.2 474.9 4 4.2 474.9 3 4.2 474.9 2 4.2 609.4 1 4.2 609.4
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表 3 梁柱配筋
Table 3. Reinforcement of beams and columns
柱配筋 楼层 类型 b×h/mm2 全部纵筋/mm 箍筋/mm 1 KZ-1(边柱) 700×700 16 18
10@100/200
2 KZ-2(中柱) 700×700 16 18
8@100/200
3 KZ-3(边柱) 600×600 12 18
10@100/200
4, 5, 6 KZ-4(中柱) 600×600 12 18
8@100/200
梁配筋 楼层 类型 b×h/mm2 上部筋/mm 下部筋/mm 构造配筋/mm 1 KL-1 300×700 3 25
3 18
6 12
1 KL-2 300×700 7 22
5 22
4 12
1 KL-3 300×700 4 22
4 16
6 12
1 KL-4 300×700 7 22
5 22
4 12
2 KL-5 300×700 4 25
3 20
6 12
2 KL-6 300×700 7 22
5 22
4 12
2 KL-7 300×700 4 25
3 20
6 12
2 KL-8 300×700 6 25
5 22
4 12
3, 4, 5 KL-9 300×700 4 22
4 16
6 12
3, 4, 5 KL-10 300×700 4 25
3 25
4 12
3, 4, 5 KL-11 300×700 3 25
3 20
6 12
3, 4, 5 KL-12 300×700 4 25
3 25
4 12
6 KL-13 300×700 4 16
3 18
6 12
6 KL-14 300×700 4 25
4 25
4 12
6 KL-15 300×700 3 18
3 18
6 12
6 KL-16 300×700 3 22
3 25
4 12
注：KL-1、KL-5、KL-9、KL-13为X向边梁；KL-2、KL-6、KL-10、KL-14为X向中间梁；KL-3、KL-7、KL-11、KL-15为Y向边梁；KL-4、KL-8、KL-12、KL-16为Y向中间梁。
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表 4 “OF模型”和“FF模型”周期
Table 4. Periods of OF model and FF model
模型类型 一阶周期/s 二阶周期/s 三阶周期/s PKPM 0.7214 0.2446 0.1432 鱼骨模型 0.7279 0.2476 0.1462 框架模型 0.7487 0.2538 0.1489
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表 5 不同模型周期
Table 5. Periods of different models
模型编号 一阶周期/s 二阶周期/s 三阶周期/s 模型1 0.7279 0.2476 0.1462 模型2 0.6900 0.2357 0.1391 模型3 0.6901 0.2357 0.1391 模型4 0.6901 0.2357 0.1391 模型5 0.9079 0.3097 0.1831
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地震动 文件名 日期 震级 震源深度/km 震中距/km 地面峰值加速度PGA/(cm/s2) M6 RSN5275_CHUETSU_NIGH01EW 20070716 6.80 9.0 0.05 115.85 M7 RSN5259_CHUETSU_NIG013EW 20070716 6.80 9.0 0.05 105.81 M8 RSN4457_MONTENE.GRO_ULA000 19790415 7.10 7.0 0.25 179.61 M9 RSN3494_CHICHI.06_TCU108N 19990925 6.30 16.0 0.03 64.27 M10 RSN3275_CHICHI.06_CHY036N 19990925 6.30 16.0 0.04 135.80 M11 RSN2951_CHICHI.05_CHY039N 19990922 6.20 10.0 0.05 57.65 M12 RSN2937_CHICHI.05_CHY015N 19990922 6.20 10.0 0.05 61.88 M13 RSN2115_DENALI_PS11-66 20021103 7.90 8.9 0.13 70.48 M14 RSN1762_HECTOR_ABY090 19991016 7.13 14.8 0.08 178.28 M15 RSN1528_CHICHI_TCU101-E 19990920 7.62 8.0 0.05 207.68 M16 RSN1338_CHICHI_ILA050-E 19990920 7.62 8.0 0.05 63.55 M17 RSN1148_KOCAELI_ARE090 19990817 7.51 16.0 0.087 131.51 M18 RSN1115_KOBE_SKI090 19950116 6.90 17.9 0.125 124.16 M19 RSN1048_NORTHR_STC090 19940117 6.69 17.5 0.163 334.65 M20 RSN392_COALINGA_B-CHP000 19830611 5.38 2.4 0.15 56.28
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表 7 现行规范对结构楼层响应放大系数的定义
Table 7. Definition of floor response amplification factor of the structure in current codes
规范 结构楼层响应放大系数定义 范围 GB 50011−2010[4];
GB 50981−2014[7];
JGJ 339−2015[8]$1 + \dfrac{{\textit{z}}}{h} $ 1~2 ASCE 7-16[9];
CECS 160: 2004[10]$ 1 + 2\dfrac{{\textit{z}}}{h} $ 1~3 Eurocode 8[11] $ 1 + 1.5\dfrac{{\textit{z}}}{h} $ 1~2.5 NZS 1170.5[12] h<12 m 1~1+h/6线性变化 h>12 m z>12 m或者z>0.2h(h>60 m)时，
取常数3，之前取为线性变化注：其中h为结构总高度，z为结构某一楼层至地面的高度
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