Experimental Study on the Technology of Fiber-Admixture Composite Stabilization for Ultra-Soft Soil

Shaokun Yang; Mingfei Xu; Yongcun Deng

doi:doi:10.11648/j.sr.20261404.12

Research Article |

| Peer-Reviewed

Experimental Study on the Technology of Fiber-Admixture Composite Stabilization for Ultra-Soft Soil

Shaokun Yang

, Mingfei Xu, Yongcun Deng^*

Published in Science Research (Volume 14, Issue 4)

Received: 19 May 2026 Accepted: 26 June 2026 Published: 6 August 2026

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Abstract

To address the technical challenge associated with the inability to utilize dredged sediments from existing rivers and lakes, this study focused on dredged ultra-soft soil from coastal areas. Taking into account various factors such as soil moisture content, dosage of curing agent and foaming agents, as well as fiber type, dosage, and size, research was conducted on lightweight solidification technologies suitable for fiber-reinforced high water content ultra-soft soil. The test results indicate: 1) The fiber reinforcement effect significantly improved the brittle failure mode of the solidified lightweight soil, substantially enhancing the structural stability and ductility, with basalt fiber providing the best reinforcement effect. 2) The increase in unconfined compressive strength of solidified lightweight soil ranged from 10.2% to 23.4% under different fiber dosages and lengths. When the fiber length exceeded 20 mm, the increase in strength gradually stabilized. With the increase of fiber dosage, the strength showed a trend of increasing first and then decreasing. 3) The 7d density-strength ratio of fiber-reinforced dredged solidified lightweight soil reached 100.49 kPa/(g·cm^-3), representing increases of approximately 56.1%, 33.6%, 38.5%, and 28.0% compared to ordinary subgrade soil, conventional solidified soil, fiber-modified cement soil, and EPS-particle lightweight soil, respectively. The research findings can provide theoretical foundation for ultra-soft soil treatment in activities such as coastal tidal flat development, river dredging, and road subgrade renovation and expansion.

Published in	Science Research (Volume 14, Issue 4)
DOI	10.11648/j.sr.20261404.12
Page(s)	135-145
Creative Commons	This is an Open Access article, distributed under the terms of the Creative Commons Attribution 4.0 International License (http://creativecommons.org/licenses/by/4.0/), which permits unrestricted use, distribution and reproduction in any medium or format, provided the original work is properly cited.
Copyright	Copyright © The Author(s), 2026. Published by Science Publishing Group

Keywords

Fiber, Ultra-Soft Soil, Lightweight Stabilization, Unconfined Compressive Strength, Density-Strength Ratio

1．引言

近年来，随着我国城市化进程的持续加快，港口清淤、河湖疏浚、航道整治等一系列工程活动如火如荼展开，在维护水运通航与防洪防汛能力的同时，施工过程中亦产生大量疏浚淤泥、吹填流泥等超软土物质，根据国家相关部门统计数据，我国每年疏浚淤泥及流泥的总量超过1亿吨。与一般软土相比，其具有黏粒更多、颗粒更细、含水率更高、孔隙比更大、强度更低等特征，力学性能极差

[1]

。若不及时处置，必然引发一系列环境问题，成为目前亟需解决的一大难题。

固化法作为一种有效的软土资源化处理方式，国内外学者处理大量淤泥时经常采用水泥固化方法

[2, 3]

，但对于超软土而言往往经济性较差且达不到预期效果，因此以水泥为主剂外加粉煤灰、生石灰等辅剂的固化剂应运而生。Cerbo

[4]

、Yazici

[5]

、胡志明

[6]

等以水泥为主剂、粉煤灰为辅剂对河湖底泥作固化处理，研究发现固化剂辅剂的掺入使固化土强度得到明显提高；耿茹

[7]

利用钢渣及固化剂的协同作用处理流泥，制备得到钢渣-流态泥混合固化土，其28d无侧限抗压强度达到200kPa以上，满足一般填土工程对强度的要求；徐日庆等

[8]

采用粉煤灰结合工业废渣、矿渣，同时掺配一定比例水硬性胶凝材料作固化剂对高含水率吹填淤泥实施固化，证实了工业废渣联合固化疏浚泥填筑路基施工的可行性，且经过处理后的改良土更易于运输。

可以发现，目前关于超软土固化的研究多通过固化剂与疏浚淤泥间发生水化反应，来达到降低含水率、提高底泥力学指标和稳定污染物的目的，取得了良好的固化效果。然而，受制于常规固化土自重较大而进行实际工程应用时产生的附加应力等场地问题，容易对工程造成不良影响。在此基础上，梅利芳

[9]

、Jiang

[10]

、Haseeb

[11]

等相关研究团队以黏性土或砂土为原料土，将EPS（聚苯乙烯泡沫塑料）颗粒、水和水泥或生石灰等固化剂按照一定的比例混合，成功研制出泡沫混合轻质土，利用EPS膨胀形成封闭空心结构，同时水泥的胶结固化使其具备一定结构强度和抗变形能力。其充分利用了EPS材料轻质的特征，具备容重可调节性、环保稳定性好等优势，但因为存在抗腐蚀能力弱、造价高、施工质量难保证等缺点

[12]

，严重阻碍了其在大面积软基工程处理中的应用。在此基础上，Yang等

[13]

采用复合型外加剂制备得到一种新型固化轻质土，发现其可大幅降低填土荷载，减少软基的附加应力。

可见，掺加外加剂处理后的固化土能够满足一般工程强度和变形要求，但实际工程中仍存在脆性破坏特征

[14]

，而固化土材料一旦产生脆性开裂或收缩裂缝，其强度会迅速衰减直至消失，难以满足复杂应力工况下的长期稳定性要求。鉴于此，本文遴选一种适用于高含水率疏浚超软土加筋用的纤维材料，并联合外加剂研发超软土轻质固化技术，在解决废弃疏浚大面积堆积占地和环境污染问题的同时，又转化为新型轻质土工材料，满足工程用土需求。

2．试验材料

2.1．原料土

试验所用超软土为河湖疏浚底泥，原料取自上海市浦东新区疏浚技术装备国家工程研究中心，为真空预压处理后的海陆相沉积淤泥质黏土，土质色泽呈现深灰状，按照《土工试验方法标准》(GB/T 50123-2019)

[15]

对其基本物理力学性质指标和颗粒级配进行测试，结果分别如表1和图1所示。可以看出，其具有高压缩性、大孔隙比等特点，颗粒主要成分为黏粒，粒径小于0.075mm的颗粒占据总质量的96.4%，为高塑性黏土。

为了更加准确地控制试验配比过程中含水率的变化，将原状土晾晒后捣碎成大量小块土体，然后置于电热鼓风烘箱内在65~70°C温度下烘干约12h，待其彻底干燥后采用SM-(Φ*L)500*500mm型球磨机研磨，将过筛后的干土密封保存备用。

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Figure 1. 图1 疏浚底泥颗粒级配曲线。

表1 疏浚底泥基本物理力学指标。

含水率 w/%	密度 ρ/(g·cm^-3)	比重 G_s	孔隙比 e	液限 w_L/%	塑限 w_P/%	塑性指数 I_P	液性指数 I_L	压缩系数 a_1-2/MPa⁻¹	压缩模量 E_s/MPa	有机质含量 /%
46.9	1.76	2.74	1.287	43.6	24.9	18.7	1.18	1.036	2.208	3.4~5.2

2.2．固化剂与发泡剂

试验所用固化剂由主剂和辅剂组成，如图2所示，其中以山东华银特种水泥股份有限公司生产的普通硅酸盐PO42.5R级水泥作为固化剂主剂，主要成分包括3CaO·SiO₂、2CaO·SiO₂、3CaO·Al₂O₃、4CaO·Al₂O₃·Fe₂O₃、石膏等，其在土样制备过程中起到提高疏浚底泥强度、稳固颗粒与气泡间结构的作用；以含钙99%以上的高纯度生石灰粉作固化剂辅剂，由上海凯茵化工有限公司提供，其与水反应生成Ca(OH)₂，同时伴随着诸多热量的放出，能够在疏浚底泥固化过程中提供较好的碱性环境，促进发泡剂的反应速度。

区别于以往轻质固化技术中采用的EPS颗粒或泡沫等轻质材料，本文发泡剂通过复配技术自行研发配制而成

[16]

，见图2（c）所示，其Al含量超过90%以上，巧妙利用化学间反应使土体发生膨胀，在确保固化土强度的同时，具备发泡迅速、成型快等特点。

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Figure 2. 图2 试验用外加剂材料。

2.3．纤维材料

根据以往经验，不同种类纤维材料的加筋效果存在明显差异。试验初步选用工程中大量使用的聚丙烯纤维、玄武岩纤维、玻璃纤维，均为人工合成纤维，具备强度高、耐久性好等优势，为了对比其与天然纤维加筋的优劣性，增加一组黄麻纤维作参照进行对比研究。各类纤维的力学性能指标如表2所示，其实物照片如图3所示，可以看到聚丙烯纤维和玄武岩纤维分散效果较好，玻璃纤维分散性略差，天然黄麻纤维分散性最差，根与根之间并不能完全分散。

表2 各种类纤维力学性能指标。

纤维种类	密度/(g·cm^-3)	平均直径/μm	抗拉强度/MPa	弹性模量/GPa	熔点/℃	极限伸长率/%
聚丙烯纤维	0.95	31	1030	≥3.85	150~160	10.1
黄麻纤维	1.21	18	650	3.15	130~170	1.8
玄武岩纤维	2.63	25	3250	68.2~90	1350~1500	3.5
玻璃纤维	2.69	16	3100	72.5	700~900	2.8

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Figure 3. 图3 各类纤维实物照片。

3．纤维加筋超软土固化技术

3.1．纤维种类筛选

采用南京土壤仪器厂生产的ZJ型三速电动应变控制式直剪仪，通过直剪（快剪）试验进行纤维种类的筛选，考虑纤维掺量与长度产生的影响，按照3因素、4水平正交试验进行设计，共16组，由于环刀试样尺寸（直径61.8mm、高度20mm）较小，制备过程中若添加发泡剂则难以消除最终试样高度不均匀带来的影响，故制备四种不同种类的纤维加筋疏浚固化土试样（未发泡），疏浚底泥含水率设定为85.0%，固化剂主剂、辅剂掺量分别为10%和7%，具体试验设计如表3所示。本试验设定竖向应力分别为50kPa、100kPa、200kPa、300kPa，控制剪切速度为0.8mm/min，直至试样被剪坏为止。

表3 直剪试验正交因素及水平设计。

水平	湿土含水率	A（纤维种类）	B（纤维掺量）	C（纤维长度）
1	85.0%	黄麻纤维	0.10%	5mm
2	85.0%	玻璃纤维	0.20%	10mm
3	85.0%	玄武岩纤维	0.30%	15mm
4	85.0%	聚丙烯纤维	0.40%	20mm

依据试样极限剪应力与竖向应力间抗剪强度包线，利用莫尔-库伦强度理论得到纤维加筋疏浚固化土的黏聚力和内摩擦角指标，其均值和极差分析结果如表4所示。

表4 直剪正交试验结果极差分析。

指标	内摩擦角φ/°			黏聚力c/kPa
指标	A	B	C	A	B	C
S1	87.7	89.2	81.7	297.67	322.85	328.46
S2	87.7	86.6	85.5	337.79	330.71	326.79
S3	87.0	84.4	87.4	359.52	323.12	323.77
S4	81.4	83.6	89.2	319.07	327.37	325.03
M1	21.93	22.30	20.43	74.42	80.71	82.12
M2	21.93	21.65	21.38	84.45	82.68	81.70
M3	21.75	21.10	21.85	89.88	80.78	80.94
M4	20.35	20.90	22.30	79.77	81.84	81.26
极差R	1.58	1.40	1.87	15.46	1.97	1.18

表中，S表示某一因素在不同水平下的c值或φ值之和，M表示对应S的平均值，极差R为某一因素在不同水平下M的最大值与最小值之差。由表5可知，对内摩擦角而言，各因素下的极差值都不大，且相差无几，其大小顺序为：纤维长度＞纤维种类＞纤维掺量；对黏聚力而言，各因素下的极差值相差较大，其顺序为：纤维种类＞纤维掺量＞纤维长度，其中纤维种类的极差值要远远大于纤维掺量和纤维长度，这说明纤维种类是影响固化土抗剪强度指标的主要因素，而纤维长度和纤维掺量对固化土粘聚力的影响相对较弱。

对表5中各影响因素的均值进行效应分析，φ值、c值随各因素的变化趋势分别见图4、图5所示。

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Figure 4. 图4 内摩擦角随各因素变化趋势图。

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Figure 5. 图5 黏聚力随各因素变化趋势图。

可见，纤维种类是影响固化土c、φ值指标的主要因素，纤维掺量和纤维长度影响相对较弱，例外的是内摩擦角随纤维长度整体呈增长趋势，究其原因除了试验误差因素之外，很有可能因为不同种类纤维的最优长度与最优掺量有所差异而影响了分析结果。其中黄麻纤维、玄武岩纤维和玻璃纤维加筋下的固化土φ值指标相差不大，聚丙烯纤维加筋下的φ值指标最小，但玄武岩纤维加筋下的固化土c值指标明显要高于其他三种纤维。总体而言，玄武岩纤维的增强效果要优于其他纤维，玻璃纤维和聚丙烯纤维次之，黄麻纤维的增强效果相对较差。因此，后续土样制备均采用玄武岩纤维。

图6给出了直剪试验中纤维加筋土的受力示意图，当试样受到剪切破坏时，纤维与土颗粒间产生相对位移，纤维被拉紧受力，拉力通过纤维交织点在其他纤维或颗粒间相互传递，降低了剪切面固化土体承受的剪应力，增强了抗剪强度。而玄武岩纤维在各类纤维中分散效果和抗拉性能最优，纤维与土颗粒间交织和连接作用较强，因此对固化土黏聚力的补强效果也最优；聚丙烯纤维表面光滑度较高，且平均直径最大，其与土颗粒间的接触面积相对要小，导致土颗粒与纤维嵌合效果较差，因此内摩擦角最小。

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Figure 6. 图6 纤维加筋土内部受力示意图。

3.2．纤维掺量与长度初选

通过无侧限抗压强度试验进行纤维掺量与长度的初选，采用YYW-2型应变控制式无侧限压力仪，分别制备7d、14d、28d、60d龄期下的玄武岩纤维加筋疏浚固化轻质土试样，尺寸为直径50mm、高100mm圆柱体，制样过程中限制试样发泡至模具顶端，即保证养护成型后的试样高度统一，每种情况都测定3个平行试样，取试验结果平均值作为该组试样峰值强度。采用单一变量法，纤维掺量a_f范围遍取0%~0.4%，纤维长度L取5mm~40mm，固化剂主剂a_c、固化剂辅剂a_l、发泡剂a_s掺量均在前期试验基础上确定，具体方案见表5所示。

表5 无侧限抗压强度试验方案。

编号	含水率	a_c	a_l	a_s	a_f	L/mm
Ⅰ-1	85.0%	10%	7%	0.1%	0%	20
Ⅰ-2	85.0%	10%	7%	0.1%	0.1%	20
Ⅰ-3	85.0%	10%	7%	0.1%	0.2%	20
Ⅰ-4	85.0%	10%	7%	0.1%	0.3%	20
Ⅰ-5	85.0%	10%	7%	0.1%	0.4%	20
Ⅱ-1	85.0%	10%	7%	0.1%	0.2%	5
Ⅱ-2	85.0%	10%	7%	0.1%	0.2%	10
Ⅱ-3	85.0%	10%	7%	0.1%	0.2%	20
Ⅱ-4	85.0%	10%	7%	0.1%	0.2%	30
Ⅱ-5	85.0%	10%	7%	0.1%	0.2%	40

Ⅰ组、Ⅱ组下的试样峰值强度试验结果如图7所示，可以看出，纤维加筋疏浚固化轻质土峰值强度均随龄期的增加而增加，相比于未加筋土试样，不同纤维掺量和长度下峰值强度增幅约在10.2%~23.4%范围内。随着纤维掺量的增加，无侧限抗压强度呈现先增大后减小的趋势，当纤维掺量达到0.2%后，强度基本保持稳定或略有下降，当纤维长度增加至超过20mm时，无侧限抗压强度增幅便渐趋稳定。分析其原因：在a_f=0.2%范围内，随着纤维掺量增加，纤维对固化轻质土颗粒的握裹效应显著，土体内部空间网状结构越发密实，然而纤维的过量加入引起了纤维过量聚集，其在土体中的分布变得不再均匀，产生局部集中和抱团现象，导致纤维对土颗粒的握裹作用大幅减弱；同理，当纤维达到一定长度（L＞20mm）以后，纤维间侧向接触逐渐增加，比较强烈的静电作用亦造成纤维之间产生抱团现象，这也是导致土体强度先增加后减小的主要原因。

此外，纤维加筋明显改善了固化轻质土的破坏模式，如图8所示，未掺纤维的固化土呈现典型脆性破坏特征，即容易松散破碎，强度骤然丧失，玄武岩纤维的加入使得土体结构性和延性大幅增强，试样产生诸多无规律、无方向裂缝，却并未形成贯通缝，试样裂而不断，分散的纤维丝在土中形成三维空间网络，阻碍和延缓了土体的变形破坏，使其达到应力峰值点后仍可以保持较高水平的残余强度。

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Figure 7. 图7 不同纤维掺量与长度下无侧限抗压强度变化曲线。

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Figure 8. 图8 固化轻质土试样加筋前后破坏形态。

3.3．纤维加筋固化轻质土配合比优选

以无侧限抗压强度作为评判指标，在纤维加筋固化轻质土试配过程中，综合考虑疏浚底泥含水率、固化剂主剂、固化剂辅剂、发泡剂以及纤维掺量与长度在内的6个因素影响，对各因素以A、B、C、D、E、F进行编号，每个因素分别设置5个水平，通过正交试验结果极差分析，遴选满足适用性和经济性的最佳配比。考虑到现场疏浚含水率往往较高，因此设计含水率范围为80%~100%，固化剂及发泡剂范围扩大选取，基于上述初选结果，选用纤维种类为玄武岩纤维，纤维掺量选取0.1%~0.3%，纤维长度取10mm~30mm，各因素及水平设计如表6所示。统一制备养护龄期7d、14d、28d的纤维加筋疏浚固化轻质土试样，使其自由发泡。

表6 六因素五水平正交试验设计。

水平	A（含水率）	B（a_c）	C（a_l）	D（a_s）	E（a_f）	F（L）
1	80%	5%	4%	0.04%	0.10%	10mm
2	85%	7%	5%	0.06%	0.15%	15mm
3	90%	9%	6%	0.08%	0.20%	20mm
4	95%	11%	7%	0.10%	0.25%	25mm
5	100%	13%	8%	0.12%	0.30%	30mm

注：固化剂主剂、固化剂辅剂、发泡剂以及纤维质量均按湿土质量的百分比计算。

不同因素及水平下的无侧限抗压强度正交试验结果及极差分析分别如表7、表8所示。

表7 无侧限抗压强度正交试验结果。

组号	A	B	C	D	E	F	发泡率	7d强度/kPa	14d强度/kPa	28d强度/kPa
1	1	1	1	1	1	1	20.95%	68.47	102.94	135.21
2	1	2	2	2	2	2	25.34%	62.47	94.84	126.21
3	1	3	3	3	3	3	22.66%	118.27	170.17	199.91
4	1	4	4	4	4	4	27.12%	187.05	245.02	283.07
5	1	5	5	5	5	5	31.80%	197.44	257.05	288.67
6	2	1	2	3	4	5	21.18%	56.62	86.93	107.43
7	2	2	3	4	5	1	25.11%	73.00	109.05	131.99
8	2	3	4	5	1	2	26.60%	83.37	123.05	147.56
9	2	4	5	1	2	3	23.85%	128.63	184.15	215.45
10	2	5	1	2	3	4	19.54%	176.73	249.08	287.59
11	3	1	3	5	2	4	27.86%	46.84	76.74	92.76
12	3	2	4	1	3	5	25.71%	67.89	102.15	124.34
13	3	3	5	2	4	1	25.71%	78.84	116.93	140.76
14	3	4	1	3	5	2	23.85%	112.30	162.11	190.95
15	3	5	2	4	1	3	24.44%	180.94	254.78	293.92
16	4	1	4	2	5	3	32.17%	66.90	100.81	122.85
17	4	2	5	3	1	4	35.00%	53.85	83.19	103.27
18	4	3	1	4	2	5	33.44%	85.05	125.32	150.08
19	4	4	2	5	3	1	32.84%	65.78	99.30	121.16
20	4	5	3	1	4	2	28.46%	140.81	200.59	218.72
21	5	1	5	4	3	2	34.70%	55.58	85.53	105.87
22	5	2	1	5	4	3	34.40%	70.21	105.28	127.82
23	5	3	2	1	5	4	20.14%	68.55	103.04	125.32
24	5	4	3	2	1	5	28.16%	80.49	119.17	143.24
25	5	5	4	3	2	1	26.30%	85.32	125.68	150.48

表8 正交试验结果极差分析。

因素	7d/28d无侧限抗压强度/kPa					极差R
因素	M1	M2	M3	M4	M5	7d/28d
A	126.7/206.6	103.7/178.0	97.4/168.5	82.5/143.2	72.0/130.5	54.7/76.1
B	58.9/112.8	65.5/122.7	86.8/152.7	114.9/190.8	156.2/227.9	97.3/115.1
C	102.6/178.3	86.9/154.8	91.9/157.3	98.1/205.7	122.9/170.8	36.0/50.9
D	94.9/163.8	93.1/164.1	85.3/150.4	116.3/193.0	92.7/155.6	31.0/42.6
E	93.4/164.6	81.7/147.0	96.9/167.8	106.7/195.6	103.6/172.0	25.0/48.6
F	74.3/135.9	90.9/157.9	103.0/172.0	96.6/178.4	97.5/164.8	28.7/42.5

根据表7和表8结果，制备得到的纤维加筋疏浚固化轻质土试样发泡率均稳定在20%以上，其中，7d无侧限抗压强度极差值：B＞A＞C＞D＞F＞E，28d无侧限抗压强度极差值：B＞A＞C＞E＞D＞F，可见，无论7d还是28d龄期，各因素中固化剂主剂极差最大，说明其在高含水率底泥固化过程中承担主要作用，并对试样早期强度产生极大影响，初始含水率因素影响次之，发泡剂以及纤维加筋参数对于无侧限抗压强度增长影响相对较弱，综合7d和28d极差值分析得到得最佳配比为A1B5C4D4E4F3。在实际工程应用中，考虑固化轻质土强度需求和材料造价等因素，最终采取配合比方案为：疏浚底泥含水率（85%）、固化剂主剂（11%）、固化剂辅剂（7%）、发泡剂（0.1%）、纤维掺量（0.25%）、纤维长度（20mm）。

3.4．密强比性能分析

基于最优配合比下大量试配试验得到的发泡率值，以自然发泡成型的试样密度作为基准密度1.0ρ₀，试样脱模成型体积即模具净体积固定一致，以浆体自然发泡至模具顶端（脱模高度为h₀）时对应的试样密度作为基准密度1.0ρ₀，设浆体入模高度为h_i，通过改变h_i/h₀的大小来制备不同密度的试样。即按照预定的入模高度分层完成浆体灌注，在模具顶部用打孔有机玻璃上盖和防水透气布包裹密封，在浆体发泡过程中采用上覆重物或砝码的方式，使其统一发泡至模具顶端，制备得到四种不同密度的纤维加筋疏浚固化轻质土试样，养护7d后测得其实际密度，与基准密度下的计算值进行对比，如表9所示。

表9 实测密度与计算密度值对比。

试样种类	1.0ρ₀	1.1ρ₀	1.2ρ₀	1.3ρ₀
实测密度g/cm³	1.26	1.36	1.48	1.65
计算密度g/cm³	/	1.38	1.51	1.64

由表9可见，实测值和计算值数据均体现出纤维加筋疏浚固化轻质土试样密度较小的特点，两者存在一定偏差，主要是由于制样过程中人为控制试样发泡至相同高度（即模具顶端）时的操作误差所导致。对于固化轻质土材料，往往采用密强比（强度与密度的比值）来评价其固化性能，一般认为密强比越大，轻质高强效果越好。其表达式如下：

(1)

式中：SD为密强比，q_u为无侧限抗压强度，ρ为土体密度。

测得养护龄期7d的纤维加筋疏浚固化轻质土试样实际密度，与最佳干密度状态下的路基土以及常规固化土

[4]

、纤维改良水泥固化土

[17]

、EPS颗粒混合轻质土

[18]

分别进行密强比的比较，计算结果如图9所示。

Download: Download full-size image

Figure 9. 图9 不同种类土样密强比的比较。

由图9可以看出，最优配比下的纤维加筋疏浚固化轻质土试样在基准密度下的7d密强比为100.49kPa/(g·cm^-3)，较普通路基土、常规固化土、纤维改良水泥土以及EPS颗粒轻质土相比分别增加了56.1%、33.6%、38.5%、28.0%，其28d密强比更是高达172.32 kPa/(g·cm^-3)，充分表明研发的纤维加筋疏浚固化轻质土材料具备质轻、高强和经济的优良性能。同时，该材料依托疏浚土原位资源化利用思路，可大幅消耗河道疏浚弃土，减少土体外运与土地占用，兼具显著的生态效益与社会效益。结合其7d和28d龄期下稳定提升的密强比特征，能够满足道路基层、软基换填、边坡支护等工程场景对早期强度与长期承载性能的双重要求，在沿海滩涂开发、河道整治及路基改扩建工程中具备广阔的应用前景。

4．结论

（1）研发了一种纤维加筋高含水率超软土的轻质固化技术，综合考虑疏浚底泥含水率、固化剂和发泡剂掺量、纤维种类、掺量及尺寸等多种因素影响进行配合比优化，最终得到质轻、高强的新型土工材料——纤维加筋疏浚固化轻质土。

（2）纤维加筋明显改善了固化轻质土的脆性破坏模式，使得土体结构性和延性大幅增强。其中，玄武岩纤维在各类纤维材料中分散效果和抗拉性能最优，对固化土的增强效果较好，玻璃纤维和聚丙烯纤维次之，黄麻纤维增强效果相对较差。

（3）相比于未加筋土试样，不同纤维掺量和长度下峰值强度增幅约在10.2%~23.4%范围内。随着纤维长度的增加（L≥20mm），无侧限抗压强度增幅渐趋稳定；随着纤维掺量的增加，无侧限抗压强度呈现先增大后减小的趋势，当纤维掺量超过0.2%后，纤维在土体内部产生局部集中和抱团现象形成局部薄弱面，反而削弱了加筋效果。

（4）纤维加筋疏浚固化轻质土基准密度下的7d密强比达100.49kPa/(g·cm^-3)，较普通路基土、常规固化土、纤维改良水泥土以及EPS颗粒轻质土分别增加约56.1%、33.6%、38.5%、28.0%，在沿海滩涂开发、河道整治及路基改扩建等工程实际中值得推广应用。

致谢

本文为陆军工程大学青年自主创新基金资助项目(KYXZJKQTZQ24001)的阶段性成果之一。

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Yang, S., Xu, M., Deng, Y. (2026). Experimental Study on the Technology of Fiber-Admixture Composite Stabilization for Ultra-Soft Soil. Science Research, 14(4), 135-145. https://doi.org/10.11648/j.sr.20261404.12

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Yang, S.; Xu, M.; Deng, Y. Experimental Study on the Technology of Fiber-Admixture Composite Stabilization for Ultra-Soft Soil. Sci. Res. 2026, 14(4), 135-145. doi: 10.11648/j.sr.20261404.12

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AMA Style

Yang S, Xu M, Deng Y. Experimental Study on the Technology of Fiber-Admixture Composite Stabilization for Ultra-Soft Soil. Sci Res. 2026;14(4):135-145. doi: 10.11648/j.sr.20261404.12

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@article{10.11648/j.sr.20261404.12,
  author = {Shaokun Yang and Mingfei Xu and Yongcun Deng},
  title = {Experimental Study on the Technology of Fiber-Admixture Composite Stabilization for Ultra-Soft Soil},
  journal = {Science Research},
  volume = {14},
  number = {4},
  pages = {135-145},
  doi = {10.11648/j.sr.20261404.12},
  url = {https://doi.org/10.11648/j.sr.20261404.12},
  eprint = {https://article.sciencepublishinggroup.com/pdf/10.11648.j.sr.20261404.12},
  abstract = {To address the technical challenge associated with the inability to utilize dredged sediments from existing rivers and lakes, this study focused on dredged ultra-soft soil from coastal areas. Taking into account various factors such as soil moisture content, dosage of curing agent and foaming agents, as well as fiber type, dosage, and size, research was conducted on lightweight solidification technologies suitable for fiber-reinforced high water content ultra-soft soil. The test results indicate: 1) The fiber reinforcement effect significantly improved the brittle failure mode of the solidified lightweight soil, substantially enhancing the structural stability and ductility, with basalt fiber providing the best reinforcement effect. 2) The increase in unconfined compressive strength of solidified lightweight soil ranged from 10.2% to 23.4% under different fiber dosages and lengths. When the fiber length exceeded 20 mm, the increase in strength gradually stabilized. With the increase of fiber dosage, the strength showed a trend of increasing first and then decreasing. 3) The 7d density-strength ratio of fiber-reinforced dredged solidified lightweight soil reached 100.49 kPa/(g·cm-3), representing increases of approximately 56.1%, 33.6%, 38.5%, and 28.0% compared to ordinary subgrade soil, conventional solidified soil, fiber-modified cement soil, and EPS-particle lightweight soil, respectively. The research findings can provide theoretical foundation for ultra-soft soil treatment in activities such as coastal tidal flat development, river dredging, and road subgrade renovation and expansion.},
 year = {2026}
}

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TY  - JOUR
T1  - Experimental Study on the Technology of Fiber-Admixture Composite Stabilization for Ultra-Soft Soil
AU  - Shaokun Yang
AU  - Mingfei Xu
AU  - Yongcun Deng
Y1  - 2026/08/06
PY  - 2026
N1  - https://doi.org/10.11648/j.sr.20261404.12
DO  - 10.11648/j.sr.20261404.12
T2  - Science Research
JF  - Science Research
JO  - Science Research
SP  - 135
EP  - 145
PB  - Science Publishing Group
SN  - 2329-0927
UR  - https://doi.org/10.11648/j.sr.20261404.12
AB  - To address the technical challenge associated with the inability to utilize dredged sediments from existing rivers and lakes, this study focused on dredged ultra-soft soil from coastal areas. Taking into account various factors such as soil moisture content, dosage of curing agent and foaming agents, as well as fiber type, dosage, and size, research was conducted on lightweight solidification technologies suitable for fiber-reinforced high water content ultra-soft soil. The test results indicate: 1) The fiber reinforcement effect significantly improved the brittle failure mode of the solidified lightweight soil, substantially enhancing the structural stability and ductility, with basalt fiber providing the best reinforcement effect. 2) The increase in unconfined compressive strength of solidified lightweight soil ranged from 10.2% to 23.4% under different fiber dosages and lengths. When the fiber length exceeded 20 mm, the increase in strength gradually stabilized. With the increase of fiber dosage, the strength showed a trend of increasing first and then decreasing. 3) The 7d density-strength ratio of fiber-reinforced dredged solidified lightweight soil reached 100.49 kPa/(g·cm-3), representing increases of approximately 56.1%, 33.6%, 38.5%, and 28.0% compared to ordinary subgrade soil, conventional solidified soil, fiber-modified cement soil, and EPS-particle lightweight soil, respectively. The research findings can provide theoretical foundation for ultra-soft soil treatment in activities such as coastal tidal flat development, river dredging, and road subgrade renovation and expansion.
VL  - 14
IS  - 4
ER  -

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Author Information

Shaokun Yang

Army Engineering University of PLA, Xuzhou, P.R. China; State Key Laboratory of Advanced Fiber Materials, Donghua University, Shanghai, P.R. China

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http://orcid.org/0000-0002-7837-7903
Mingfei Xu

Army Engineering University of PLA, Xuzhou, P.R. China

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Yongcun Deng

Army Engineering University of PLA, Xuzhou, P.R. China

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Figure 1

Figure 1. 图 1 疏浚底泥颗粒级配曲线。
Figure 2

Figure 2. 图 2 试验用外加剂材料。
Figure 3

Figure 3. 图 3 各类纤维实物照片。
Figure 4

Figure 4. 图 4 内摩擦角随各因素变化趋势图。
Figure 5

Figure 5. 图 5 黏聚力随各因素变化趋势图。
Figure 6

Figure 6. 图 6 纤维加筋土内部受力示意图。
Figure 7

Figure 7. 图 7 不同纤维掺量与长度下无侧限抗压强度变化曲线。
Figure 8

Figure 8. 图 8 固化轻质土试样加筋前后破坏形态。
Figure 9

Figure 9. 图 9 不同种类土样密强比的比较。

Table 1

表1 疏浚底泥基本物理力学指标。
Table 2

表2 各种类纤维力学性能指标。
Table 3

表3 直剪试验正交因素及水平设计。
Table 4

表4 直剪正交试验结果极差分析。
Table 5

表5 无侧限抗压强度试验方案。
Table 6

表6 六因素五水平正交试验设计。
Table 7

表7 无侧限抗压强度正交试验结果。
Table 8

表8 正交试验结果极差分析。
Table 9

表9 实测密度与计算密度值对比。

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APA Style

Yang, S., Xu, M., Deng, Y. (2026). Experimental Study on the Technology of Fiber-Admixture Composite Stabilization for Ultra-Soft Soil. Science Research, 14(4), 135-145. https://doi.org/10.11648/j.sr.20261404.12

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ACS Style

Yang, S.; Xu, M.; Deng, Y. Experimental Study on the Technology of Fiber-Admixture Composite Stabilization for Ultra-Soft Soil. Sci. Res. 2026, 14(4), 135-145. doi: 10.11648/j.sr.20261404.12

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AMA Style

Yang S, Xu M, Deng Y. Experimental Study on the Technology of Fiber-Admixture Composite Stabilization for Ultra-Soft Soil. Sci Res. 2026;14(4):135-145. doi: 10.11648/j.sr.20261404.12

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@article{10.11648/j.sr.20261404.12,
  author = {Shaokun Yang and Mingfei Xu and Yongcun Deng},
  title = {Experimental Study on the Technology of Fiber-Admixture Composite Stabilization for Ultra-Soft Soil},
  journal = {Science Research},
  volume = {14},
  number = {4},
  pages = {135-145},
  doi = {10.11648/j.sr.20261404.12},
  url = {https://doi.org/10.11648/j.sr.20261404.12},
  eprint = {https://article.sciencepublishinggroup.com/pdf/10.11648.j.sr.20261404.12},
  abstract = {To address the technical challenge associated with the inability to utilize dredged sediments from existing rivers and lakes, this study focused on dredged ultra-soft soil from coastal areas. Taking into account various factors such as soil moisture content, dosage of curing agent and foaming agents, as well as fiber type, dosage, and size, research was conducted on lightweight solidification technologies suitable for fiber-reinforced high water content ultra-soft soil. The test results indicate: 1) The fiber reinforcement effect significantly improved the brittle failure mode of the solidified lightweight soil, substantially enhancing the structural stability and ductility, with basalt fiber providing the best reinforcement effect. 2) The increase in unconfined compressive strength of solidified lightweight soil ranged from 10.2% to 23.4% under different fiber dosages and lengths. When the fiber length exceeded 20 mm, the increase in strength gradually stabilized. With the increase of fiber dosage, the strength showed a trend of increasing first and then decreasing. 3) The 7d density-strength ratio of fiber-reinforced dredged solidified lightweight soil reached 100.49 kPa/(g·cm-3), representing increases of approximately 56.1%, 33.6%, 38.5%, and 28.0% compared to ordinary subgrade soil, conventional solidified soil, fiber-modified cement soil, and EPS-particle lightweight soil, respectively. The research findings can provide theoretical foundation for ultra-soft soil treatment in activities such as coastal tidal flat development, river dredging, and road subgrade renovation and expansion.},
 year = {2026}
}

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TY  - JOUR
T1  - Experimental Study on the Technology of Fiber-Admixture Composite Stabilization for Ultra-Soft Soil
AU  - Shaokun Yang
AU  - Mingfei Xu
AU  - Yongcun Deng
Y1  - 2026/08/06
PY  - 2026
N1  - https://doi.org/10.11648/j.sr.20261404.12
DO  - 10.11648/j.sr.20261404.12
T2  - Science Research
JF  - Science Research
JO  - Science Research
SP  - 135
EP  - 145
PB  - Science Publishing Group
SN  - 2329-0927
UR  - https://doi.org/10.11648/j.sr.20261404.12
AB  - To address the technical challenge associated with the inability to utilize dredged sediments from existing rivers and lakes, this study focused on dredged ultra-soft soil from coastal areas. Taking into account various factors such as soil moisture content, dosage of curing agent and foaming agents, as well as fiber type, dosage, and size, research was conducted on lightweight solidification technologies suitable for fiber-reinforced high water content ultra-soft soil. The test results indicate: 1) The fiber reinforcement effect significantly improved the brittle failure mode of the solidified lightweight soil, substantially enhancing the structural stability and ductility, with basalt fiber providing the best reinforcement effect. 2) The increase in unconfined compressive strength of solidified lightweight soil ranged from 10.2% to 23.4% under different fiber dosages and lengths. When the fiber length exceeded 20 mm, the increase in strength gradually stabilized. With the increase of fiber dosage, the strength showed a trend of increasing first and then decreasing. 3) The 7d density-strength ratio of fiber-reinforced dredged solidified lightweight soil reached 100.49 kPa/(g·cm-3), representing increases of approximately 56.1%, 33.6%, 38.5%, and 28.0% compared to ordinary subgrade soil, conventional solidified soil, fiber-modified cement soil, and EPS-particle lightweight soil, respectively. The research findings can provide theoretical foundation for ultra-soft soil treatment in activities such as coastal tidal flat development, river dredging, and road subgrade renovation and expansion.
VL  - 14
IS  - 4
ER  -

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