重载铁路水泥改良膨胀土工程特性与路用性能

doi:10.3969/j.issn.0258-2724.20180871

商拥辉^1,2,,
徐林荣^2,3,,,
刘维正²,
陈钊锋²

基金项目:国家自然科学基金（51078358，U1134207，51778634）；河南省科技攻关计划（202102310264，192102310516）

详细信息

作者简介:
商拥辉（1985—），男，讲师，博士，研究方向为轨道交通类特殊土路基与隧道工程，E-mail：mlpeter@126.com

通讯作者:
徐林荣（1964—），男，教授，博士，研究方向为道路与铁道工程，E-mail：Irxu@csu.edu.cn

中图分类号:V221.3
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出版历程
- 收稿日期:2018-10-10
- 修回日期:2019-03-22
- 网络出版日期:2020-04-23
- 刊出日期:2020-10-01

Engineering Characteristics and Road Performance of Cement-Stabilized Expansive Soil for Heavy Haul Railways

摘要

摘要:为了探究重载铁路水泥改良膨胀土路基填料的工程特性及路用性能，采用室内动三轴试验、微观结构试验、路基原位动力试验相结合的方法，揭示了膨胀土掺入水泥3%～5%改良前后静态指标与动态指标的变化特征，分析了水泥掺量5%和3%改良膨胀土分别用作重载铁路基床底层及以下路堤填料建设期的工作性能，评估了服役期列车动载作用下路基的动力稳定性. 研究结果表明：膨胀土掺入3%～5%水泥改良后，强度提高同时胀缩性显著降低，水稳定性提高3～4倍；相比重塑素膨胀土，水泥掺量3%～5%改良膨胀土临界动应力提高5～6倍；检测路基压密程度与强度指标满足规范且有较大富裕，监测路基中线地基沉降在铺轨前处于稳定状态；原位动力测试表明列车动载作用下路基的动应力沿深度逐渐衰减，在基床表层与基床底层范围内最大衰减量分别可达40%和80%以上，动应力影响深度是基床设计厚度的1.4～1.8倍，动应力影响深度范围内路基的动应力值远小于同位置填料的临界动应力，运营期路基动力稳定性满足安全服役要求. 研究成果能够为重载铁路水泥改良膨胀土路基精细化建设养修提供理论参考.
- 水泥改良膨胀土/
- 工程特性/
- 路用性能/
- 重载铁路
Abstract:In order to explore the engineering characteristics and road performance of cement-stabilized expansive soil filler when it used as the subgrade filler of heavy haul railways, the dynamic triaxial tests, micro-structure tests and in-situ dynamic tests of subgrade were combined to reveal the variation characteristics of static and dynamic indexes when 3%−5% cement was added into expansive soil. The 5% and 3% modified expansive soil was analyzed in terms of their working performances when used as filler of subgrade bottom and embankment of heavy haul railways, and the dynamic stability of the subgrade in service period was evaluated under dynamic train load. The results show that the mix of 3%−5% cement can increase the strength of expansive soil, significantly reduce the swelling and shrinkage, and increase the water stability by 3−4 times. Compared with remolded expansive soil, the critical dynamic stress of the improved expansive soil with 3%−5% cement is increased by 5−6 times. The compaction degree and strength index of the test subgrade meet the standard with moderate margin. The foundation settlement of the middle line for the test subgrade is in the stable state before rail laying. In-situ dynamic tests show that the dynamic stress of subgrade gradually decreases along with the depth under the action of dynamic train load. The maximum attenuation can reach 40% and 80% respectively in the range of the surface layer and the bottom layer of the subgrade. The influence depth of dynamic stress is 1.4−1.8 times the design thickness of the subgrade. The dynamic stress value of roadbed in the influence depth of dynamic stress is far less than the critical dynamic stress of the filler at the same position, demonstrating that the dynamic stability of the subgrade meets the requirements of safe service.
- cement-stabilized expansive soil/
- engineering characteristics/
- road performance/
- heavy-haul railway

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图 1扫描电镜照片

Figure 1.Scanning electron microscope photos

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图 2水泥改良膨胀土lgN～ε_p曲线

Figure 2.lgN～ε_pcurves of cement modified expansive soil

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图 3路基填筑期检测照片

Figure 3.Photos of inspection during subgrade filling period

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图 4现场检测与监测数据

Figure 4.Field inspection and monitoring data

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图 5测试元件布置与埋设（DK948 + 275断面）

Figure 5.Test component placement and burial （DK948 + 275 section）

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图 6测试动应力沿路基深度变化及衰减曲线

Figure 6.Test dynamic stress along subgrade depth and its attenuation curve

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表 1膨胀土掺水泥改良前后指标对比

Table 1.Indicator comparison of expansive soil before and after being mixed with cement

土样	颗粒含量/%			胀缩特性						强度指标			水稳系数
土样	大于 0.075 mm 粒径	0.075～ 0.005 mm 粒径	小于 0.005 mm 粒径	自由膨胀率	有荷膨胀率（25 kPa）	有荷膨胀率（50 kPa）	膨胀力/kPa	收缩系数	缩限/ %	黏聚力/kPa	内摩擦角/ （°）	7 d 饱和无侧限抗压强度/kPa	压实度90%	压实度95%
天然土样	5.4	50.3	44.3	66	6.80	6.7	129	0.91	10.2	45	21.4	44	0.18	0.25
水泥掺量 3%	20.5	52.2	27.3	32	0.10	< 0	14	0.73	10.2	183	24.6	866	0.81	0.85
水泥掺量 4%	21.1	55.8	23.1	28	0.06	< 0	10	0.62	11.9	201	33.2	1 018	0.84	0.88
水泥掺量 5%	23.0	55.0	22.0	23	< 0	< 0	1	0.52	11.2	291	35.5	1 170	0.83	0.89

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表 2水泥与石灰改良部分指标结果对比

Table 2.Comparison of cement and lime improvement indicators

土样	自由膨胀率	有荷膨胀率（25 kPa）	有荷膨胀率（50 kPa）	膨胀力/kPa	7 d 饱和无侧限强度/kPa
天然土样	66	6.80	6.7	129	44
水泥掺量 3%	32	0.10	< 0	14	866
石灰掺量 3%	27	< 0	< 0	12	308
水泥掺量 4%	28	0.06	< 0	10	1 018
石灰掺量 4%	24	< 0	< 0	5	477
水泥掺量 5%	23	< 0	< 0	1	1 170
石灰掺量 5%	21	< 0	< 0	1	786

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表 3试验参数

Table 3.Test parameters

试验工况	频率/Hz	固结比	固结围压/kPa
重塑素膨胀土	1	1.0	15，30，60
	1	2.0	15，30，60
	5	1.0	15，30，60
	5	2.0	15，30，60
3% 水泥改良膨胀土	1	1.0	15，30，60
3% 水泥改良膨胀土	5	1.0	15，30，60
5% 水泥改良膨胀土	1	1.0	15，30，60
5% 水泥改良膨胀土	5	1.0	15，30，60

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表 4临界动应力

Table 4.Critical dynamic stress

土样类型	围压/kPa	频率/Hz	临界动应力/kPa		土样类型	围压/kPa	频率/Hz	临界动应力/kPa
土样类型	围压/kPa	频率/Hz	范围值	范围平均值	土样类型	围压/kPa	频率/Hz	范围值	范围平均值
重塑素膨胀土	30	1	22.30～31.50	26.90	重塑素膨胀土	30	5	21.60～30.80	26.20
重塑素膨胀土	60	1	28.60～34.90	31.75	重塑素膨胀土	60	5	27.20～33.70	30.45
3% 水泥改良膨胀土	15	1	151.20～185.70	168.45	5% 水泥改良膨胀土	15	1	142.50～208.10	175.30
	30	1	157.50～203.50	180.30		30	1	148.30～233.50	190.90
	60	1	182.30～233.10	207.70		60	1	202.50～249.70	226.10
	15	5	148.80～181.40	165.10		15	5	147.80～199.60	173.70
	30	5	152.30～200.10	176.20		30	5	145.60～231.70	188.65

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表 5路基不同深处动应力与静应力汇总

Table 5.Summary of dynamic stress and static stress at different subgrade depths

深度/m	静应力/kPa	轴重 21 t		轴重 25 t		轴重 30 t
深度/m	静应力/kPa	动应力/kPa	动、静应力比值	动应力/kPa	动、静应力比值	动应力/kPa	动、静应力比值
0	17.7	81.61	4.61	98.92	5.59	118.46	6.69
0.6	30.0	48.31	1.61	58.12	1.94	71.45	2.38
1.5	46.2	28.14	0.61	31.48	0.68	39.22	0.85
2.5	64.2	16.12	0.25	21.86	0.34	25.52	0.40
3.5	73.2	12.32	0.17	18.92	0.26	21.03	0.29
4.5	91.2	10.67	0.12	15.81	0.17	17.25	0.19

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表 6路基长期动力稳定性评估

Table 6.Long-term dynamic stability evaluation of subgrade

路基深度/m	路基动应力/kPa		临界动应力/kPa	评估结果
路基深度/m	轴重 25 t	轴重 30 t	临界动应力/kPa	评估结果
0～0.6	58.12～98.92	71.45～118.46	257.00～380.00	稳定
0.6～2.5	21.86～58.12	25.52～71.45	148.80～233.10	稳定
2.5～4.5	15.81～21.86	17.25～25.25	142.50～249.70	稳定

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