高强混凝土多重复合芯柱恢复力模型研究

邢国华; 王浩楠; 王溢菲; 马军; 国巍

doi:10.11899/zzfy20210211

高强混凝土多重复合芯柱恢复力模型研究

doi: 10.11899/zzfy20210211

1.
长安大学建筑工程学院，西安 710061
2.
中南大学土木工程学院，长沙 410083

基金项目: 国家自然科学基金（51868073）；陕西省技术创新引导专项基金（2019CGHJ-06）；中央高校科研业务费专项经费项目（300102288302）

详细信息

作者简介:
邢国华，男，生于1983年。博士，教授。主要从事工程结构抗震和耐久性方面的研究。E-mail：ghxing@chd.edu.cn

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出版历程
- 收稿日期: 2020-11-03
- 刊出日期: 2021-06-30

Study on Restoring Force Model of High-strength Concrete Columns Reinforced with Multiple Composite Central Reinforcements

1.
School of Civil Engineering, Chang’an University, Xi’an 710061, China
2.
School of Civil Engineering, Central South University, Changsha 410083, China

摘要

摘要: 基于8根高强混凝土多重复合芯柱在低周往复荷载作用下的试验结果，考虑轴压比、箍筋间距、配箍率等因素，提出骨架曲线特征点理论计算模型。同时，考虑加载历程对芯柱性能退化的影响，根据试验拟合结果引入刚度退化模型，以反映各试件滞回曲线卸载刚度退化规律，给出恢复力模型滞回规则，并将滞回曲线模拟值与试验值进行对比。结果表明：骨架曲线特征点计算方法具有较高精度，计算骨架曲线与试验测量骨架曲线吻合良好，可为高强混凝土多重复合芯柱非线性地震反应分析和工程设计提供参考。
- 芯柱 /
- 配箍形式 /
- 骨架曲线 /
- 抗震性能 /
- 恢复力模型
Abstract: Based on the quasi-static cyclic tests of eight high-strength concrete columns reinforced with multiple composite central reinforcements, a theoretical calculation model was presented to predict the characteristic points of skeleton curves for the columns considering influencing factors such as the axial compression ratio, stirrup spacing, and stirrup ratio. In addition, a restoring force model was introduced considering the degradation of unloading stiffness based on the fitted results of cyclic loading test data. The results show that the proposed model can accurately predict the characteristic points for these columns. The simulated hysteretic behaviors based on the restoring force model had good agreement with those from experimental results. Therefore, the proposed restoring force model can be applied for the nonlinear dynamic analysis of structures with such kinds of multiple reinforcement high-concrete columns.
- Core column /
- Stirrup form /
- Skeleton curve /
- Seismic behavior /
- Restoring force model

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图 1 试件尺寸及配筋

Figure 1. Dimensions and reinforcement details of specimens

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图 2 试验加载装置

Figure 2. Test loading devices

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图 3 试件最终破坏形态

Figure 3. Final failure modes of specimens

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图 4 实测骨架曲线

Figure 4. Measured skeleton curves

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图 5 无量纲化骨架曲线

Figure 5. Dimensionless skeleton curves

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图 6 三折线骨架曲线

Figure 6. Trilinear skeleton curve

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图 7 定义屈服点（无量纲）

Figure 7. Definition of yielding point

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图 8 截面区域划分

Figure 8. Partition in cross-section

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图 9 截面屈服状态应变分布

Figure 9. Strain profiles of cross-section at yielding state

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图 10 屈服荷载计算流程

Figure 10. Flowchart for calculation of yield loads

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图 11 试验骨架曲线与计算骨架曲线比较

Figure 11. Comparison of skeleton curves from test and simulation results

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图 12 卸载刚度拟合曲线

Figure 12. Fitted curve of unloading stiffness

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图 13 恢复力模型

Figure 13. Restoring force model

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图 14 试验滞回曲线与计算滞回曲线比较

Figure 14. Comparison between test and calculation results of hysteretic curves

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表 1 试件主要参数

Table 1. Main parameters of specimens

试件编号	外芯	内芯	内芯箍筋间距s/mm	纵筋配筋率ρ_l/%	体积配箍率ρ_w/%	轴力N_t/kN	试验轴压比n	柱高H/mm
CC	—	—	100	2.83	1.68	1 270	0.19	1 200
C-C-100	圆形	—	100	3.58	1.87	1 270	0.19	1 200
C-DC-100	圆形	圆形	100	3.90	1.96	1 270	0.19	1 200
C-DC-HA-100	圆形	圆形	100	3.90	1.96	3 180	0.48	1 200
C-DC-200	圆形	圆形	200	3.90	0.98	1 270	0.19	1 200
C-RC-100	方形	圆形	100	3.90	2.02	1 270	0.19	1 200
C-DR-100	方形	方形	100	3.90	2.04	1 270	0.19	1 200
C-SC-100	螺旋	圆形	100	3.90	2.03	1 270	0.19	1 200
注：试件编号“C-DC-HA-100”中“C”表示芯柱试件，“DC”表示内芯和外芯均采用圆形箍筋形式的芯柱，“HA”表示高轴压比试件，“100”表示箍筋间距为100 mm，“RC”表示外芯和内芯分别为方形和圆形箍筋形式的芯柱；“DR”表示外芯和内芯均采用方形箍筋形式的芯柱；“SC”表示外芯和内芯分别为螺旋型和圆形箍筋形式的芯柱。

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表 2 侧向约束系数和约束混凝土强度

Table 2. Confinement factors and strength of confined concrete

试件名称	${f'_{{\rm{el,s}}}}$	${f'_{{\rm{el,d}}}}$	${f'_{{\rm{el,h}}}}$	${K_{\rm{s}}}$	${K_{\rm{d}}}$	${K_{\rm{h}}}$	${f'_{{\rm{co}}}}$	${f'_{{\rm{ccs}}}}$	${f'_{{\rm{ccd}}}}$	${f'_{{\rm{cch}}}}$
CC	2.03	—	—	1.29	—	—	43.4	56.1	—	—
C-C-100	2.03	2.66	—	1.29	1.37	—	43.4	56.1	59.6	—
C-DC-100	2.03	2.66	3.46	1.29	1.37	1.47	43.4	56.1	59.6	63.7
C-DC-HA-100	2.03	2.66	3.46	1.29	1.37	1.47	43.4	56.1	59.6	63.7
C-DC-200	2.03	2.23	2.31	1.29	1.32	1.33	43.4	56.1	57.2	57.7
C-RC-100	2.03	2.38	3.19	1.29	1.34	1.44	43.4	56.1	58.1	62.3
C-DR-100	2.03	2.38	2.88	1.29	1.34	1.40	43.4	56.1	58.1	60.7
C-SC-100	2.03	2.78	3.58	1.29	1.39	1.48	43.4	56.1	60.2	64.3
注：${K_{\rm{s}}}$、${K_{\rm{d}}}$、${K_{\rm{h}}}$分别对应低约束区、中约束区、高约束区侧向约束因子；${f'_{{\rm{ccs}}}}$、${f'_{{\rm{ccd}}}}$、${f'_{{\rm{cch}}}}$分别对应低约束区、中约束区、高约束区混凝土峰值应力

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表 3 计算结果与试验结果对比

Table 3. Comparison between calculated and measured results

试件名称		屈服荷载P_y/kN	屈服位移Δ_y/mm	峰值荷载P_m/kN	峰值位移Δ_m/mm	极限荷载P_u/kN	极限位移Δ_u/mm	位移延性系数μ
CC	试验值	484.8	13.0	551.0	25.3	468.3	55.4	4.3
CC	计算值	470.8	12.7	529.0	24.4	449.7	52.7	4.1
C-C-100	试验值	517.5	14.8	591.1	23.7	502.5	58.8	4.0
C-C-100	计算值	502.2	14.3	564.3	27.4	479.6	49.9	3.5
C-DC-100	试验值	554.1	17.7	622.6	39.5	529.2	55.2	3.1
C-DC-100	计算值	516.1	19.7	579.9	37.9	492.9	63.2	3.2
C-DC-HA-100	试验值	743.4	16.0	857.4	27.9	728.8	43.5	2.7
C-DC-HA-100	计算值	791.2	16.7	889.0	32.0	755.7	50.3	3.0
C-DC-200	试验值	576.2	11.1	651.5	29.5	553.7	40.9	3.7
C-DC-200	计算值	507.9	14.2	568.8	27.4	483.5	35.8	2.5
C-RC-100	试验值	581.2	14.1	649.4	24.7	552.0	48.2	3.4
C-RC-100	计算值	530.0	15.6	595.5	29.9	506.2	49.3	3.2
C-DR-100	试验值	553.2	15.1	631.2	26.4	536.6	48.2	3.2
C-DR-100	计算值	522.9	15.6	587.5	29.9	499.4	49.0	3.1
C-SC-100	试验值	578.7	15.5	652.2	34.4	554.4	53.9	3.5
C-SC-100	计算值	532.8	17.6	598.6	33.8	508.8	55.5	3.2

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