高海拔强盐沼泽区桥梁桩基损伤现场模拟试验

冯忠居; 胡海波; 王富春; 徐占慧; 姚贤华; 刘宁

doi:10.19818/j.cnki.1671-1637.2019.03.006

高海拔强盐沼泽区桥梁桩基损伤现场模拟试验

doi: 10.19818/j.cnki.1671-1637.2019.03.006

1.
长安大学公路学院, 陕西西安 710064
2.
青海省公路科研勘测设计院, 青海西宁 810008
3.
华北水利水电大学土木与交通学院, 河南郑州 450011

基金项目:

国家自然科学基金项目 51708040

国家自然科学基金项目 41272285

青海省交通科技攻关项目 2014-07

海南省交通科技项目 HNZXY2015-045R

详细信息

作者简介:
冯忠居(1965-), 男, 山西万荣人, 长安大学教授, 工学博士, 从事岩土工程研究

中图分类号: U443.15
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- 被引次数: 0
出版历程
- 收稿日期: 2019-01-13
- 刊出日期: 2019-06-25

Field simulation test of bridge pile foundation damage in high altitude and strong salt marsh area

1.
School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China
2.
Highway Survey and Design Institute of Qinghai Province, Xining 810008, Qinghai, China
3.
School of Civil Engineering and Communication, North China University of Water Resources and Electric Power, Zhengzhou 450011, Henan, China

More Information

Author Bio:
FENG Zhong-ju(1965-), male, professor, PhD, ysf@gl.chd.edu.cn

摘要

摘要: 为了探明高海拔强盐沼泽区公路桥梁桩基受干湿循环和冻融循环的损伤状况, 采用现场模拟试验, 研究了桩身位置、混凝土配合比、混凝土掺合料与外防护措施等对桥梁桩基力学性能的影响, 采用SEM分析、EDS分析和化学成分分析等手段探究了桩基损伤的微观机理。研究结果表明: 桩基混凝土抗侵蚀能力及其内部钢筋锈蚀受桩身位置影响, 对于基准混凝土试件, 龄期为360 d时, 水中、地表、地下0.25与1.25 m的桩基混凝土抗侵蚀系数依次为0.80、0.63、0.75和0.76, 对应位置钢筋面积锈蚀率依次为76%、91%、66%和65%;桩基混凝土抗侵蚀能力受混凝土配合比与掺合料的影响, 整体上掺入矿渣的混凝土抗侵蚀能力最强, 龄期为360 d时, 当砂子、水、碎石、减水剂、水泥、阻锈剂和膨胀剂的含量一致时, 掺入87.25 kg·m^-3粉煤灰、21.8 kg·m^-3硅灰、87.25 kg·m^-3矿渣的混凝土试件的平均抗侵蚀系数分别为0.79、0.89、0.91;钢护筒在短期内能保护桩基混凝土不受到外界侵蚀, 在长期侵蚀下保护期限一般为2~3年; 从90 d龄期到360 d龄期, 桩基混凝土中C元素的质量分数从0增长到9.61%, 生成了越来越多的CaCO₃分子, 再加上钙矾石等晶体的膨胀, 使得桩基混凝土膨胀开裂。
- 桥梁工程 /
- 强盐沼泽区 /
- 桥梁桩基 /
- 模拟试验 /
- 腐蚀影响因素 /
- 抗侵蚀系数 /
- 损伤微观机理
Abstract: In order to explore the damage status of highway bridge pile foundation subjected to dry-wet cycle and freeze-thaw cycle in high altitude and strong salt marsh area, the effects of pile body positions, concrete mix proportions, concrete admixtures and external protective measures on the mechanical properties of bridge pile foundation were studied by the field simulation test. The microscopic mechanism of pile foundation damage was analyzed by the SEM analysis, EDS analysis and chemical composition analysis. Research result shows that the anti-erosion ability and inner steel bar corrosion of pile foundation concrete are affected by the position of pile body. For the benchmark concrete specimens, when the curing age is 360 d, the erosion resistance coefficients of pile foundation concrete in the water, on the ground, and at the depths of 0.25 and 1.25 m are 0.80, 0.63, 0.75, and 0.76, respectively, and the corrosion rates of steel bar area at the corresponding positions are 76%, 91%, 66%, and 65%, respectively. The anti-erosion ability of pile foundation concrete is affected by the concrete mix proportion and concrete admixture, and the anti-erosion ability of the concrete with slag is the strongest on the whole. When the contents of sand, water, gravel, reducer, cement, rust inhibitor, and expansion agent are consistent, the average erosion resistance coefficients of concrete specimens with 87.25 kg·m^-3 fly ash, 21.8 kg·m^-3 silica ash, and 87.25 kg·m ^-3 slag are 0.79, 0.89, and 0.91 at the curing age of 360 d, respectively. The steel casing has a protective effect on the concrete erosion in a short time, but the protection period under long-term erosion is generally 2-3 years. When the curing age changes from 90 d to 360 d, the mass fraction of element C in pile foundation concrete increases from 0 to 9.61%, so that more and more CaCO₃ molecules are produced, together with the expansion of ettringite and other crystals, resulting in the swelling and cracking of pile foundation concrete.
- bridge engineering /
- strong salt marsh area /
- bridge pile foundation /
- simulation test /
- influencing factors of corrosion /
- erosion resistance coefficient /
- damage microscopic mechanism

HTML全文

图 1 桥梁跨越区段

Figure 1. Bridge spanning section

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图 2 地下水和干湿作用

Figure 2. Underground water and dry-wet action

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图 3 试验方案1

Figure 3. Test scheme 1

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图 4 试验方案2

Figure 4. Test scheme 2

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图 5 试验方案3

Figure 5. Test scheme 3

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图 6 试验方案4

Figure 6. Test scheme 4

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图 7 成型试件

Figure 7. Formed specimens

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图 8 养护试件

Figure 8. Cured specimens

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图 9 水中试件

Figure 9. Underwater specimens

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图 10 地表试件

Figure 10. Ground specimens

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图 11 预埋钢筋

Figure 11. Embedded bar

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图 12 预处理钢筋

Figure 12. Pretreated steel bars

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图 13 钢筋面积锈蚀率测定

Figure 13. Determination of corrosion rate of steel bar area

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图 14 CMP1、CMP2、CMP3抗侵蚀系数对比

Figure 14. Comparison of erosion resistance coefficients of CMP1, CMP2, and CMP3

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图 15 CMP3、CMP4、CMP7、CMP8、CMP9抗侵蚀系数对比

Figure 15. Comparison of erosion resistance coefficients of CMP3, CMP4, CMP7, CMP8, and CMP9

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图 16 CMP11、CMP12抗侵蚀系数对比

Figure 16. Comparison of erosion resistance coefficients of CMP11 and CMP12

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图 17 三毡两油试件

Figure 17. Three-felt two-oil specimen

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图 18 钢护筒试件

Figure 18. Specimen with steel sheath

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图 19 桩基混凝土抗侵蚀系数

Figure 19. Erosion resistance coefficients of pile foundation concretes

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图 20 涂抹环氧树脂与阻锈剂后的钢筋

Figure 20. Steel bar after applying epoxy resin and rust inhibitor

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图 21 FEG电镜

Figure 21. FEG electron microscope

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图 22 镀金试件

Figure 22. Gold-plated specimen

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图 23 CMP5的SEM图

Figure 23. SEM images of CMP5

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表 1 桩基混凝土试件配合比

Table 1. Concrete specimens mix proportions of pile foundation

混凝土试件编号	配合比/ (kg·m^-3)
混凝土试件编号	砂子	水	碎石	减水剂	水泥	阻锈剂	膨胀剂	矿渣	硅灰	粉煤灰	水泥基自愈合材料
CMP1	767	170	1 103	5.23	348.75	8.75	43.5			87.25
CMP2	767	170	1 103	5.23	414.25	8.75	43.5		21.8
CMP3	767	170	1 103	5.23	348.75	8.75	43.5	87.25
CMP4	767	170	1 103	5.23	348.75	8.75				87.25	6.55
CMP5	767	170	1 103	5.23	436.00	8.75					6.55
CMP6	767	170	1 103	5.23	326.95	8.75			21.8	87.25
CMP7	767	170	1 103	5.23	327.00				21.8	87.25
CMP8	767	170	1 103	5.23	348.75					87.25	6.55
CMP9	767	170	1 103	5.23	414.25				21.8		6.55
CMP10	767	170	1 103	5.23	327.00				21.8	87.25	6.55
CMP11	767	170	1 103	5.23	436.00
CMP12	767	170	1 103	5.23	436.00
CMP13	767	170	1 103	5.23	436.00

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表 2 CMP4和CMP8抗侵蚀系数对比

Table 2. Comparison of erosion resistance coefficients of CMP4 and CMP8

埋置位置	抗侵蚀系数		抗侵蚀系数降低率/%
埋置位置	CMP4	CMP8	抗侵蚀系数降低率/%
水中	0.74	0.70	-5.7
地表	0.59	0.63	6.3
地下0.25 m处	0.62	0.68	8.8
地下1.25 m处	0.61	0.64	4.7

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表 3 决定系数比较

Table 3. Comparison of determination coefficients

混凝土试件编号	埋置位置
混凝土试件编号	水中	地表	地下0.25 m处	地下1.25 m处
CMP1	0.80	0.75	0.72	0.97
CMP2	0.93	0.79	0.84	0.97
CMP3	0.71	0.70	0.93	0.85
CMP4	0.79	0.86	0.86	0.95
CMP5	0.76	0.80	0.83	0.86
CMP6	0.71	0.72	0.84	0.78
CMP7	0.84	0.82	0.86	0.94
CMP8	0.77	0.59	0.75	0.57
CMP9	0.86	0.88	0.97	0.90
CMP10	0.79	0.79	0.85	0.88
CMP11	0.71	0.88	0.83	0.93
CMP12	0.75	0.94	0.66	0.98

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表 4 360 d龄期时CMP11的钢筋面积锈蚀率

Table 4. Corrosion rates of steel bar area of CMP11 at curing age of 360 d

埋置位置	水中	地表	地下0.25 m处	地下1.25 m处
锈蚀率/%	76.0	91.0	66.0	65.0

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表 5 CMP6和CMP7的钢筋面积锈蚀率比较

Table 5. Comparison of corrosion rates of steel bar area of CMP6 and CMP7

埋置位置	水中	地表	地下0.25 m处	地下1.25 m处
90 d时CMP6的钢筋面积锈蚀率/%	5.7	3.1	3.8	3.8
90 d时CMP7的钢筋面积锈蚀率/%	4.8	3.3	4.5	3.8
270 d时CMP6的钢筋面积锈蚀率/%	5.9	5.5	5.1	4.7
270 d时CMP7的钢筋面积锈蚀率/%	6.3	5.8	5.2	4.9
360 d时CMP6的钢筋面积锈蚀率/%	27.0	33.0	19.0	6.0
360 d时CMP7的钢筋面积锈蚀率/%	51.0	49.0	52.0	32.0

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表 6 CMP9、CMP10和CMP12的钢筋面积锈蚀率比较

Table 6. Comparison of corrosion rates of steel bar area of CMP9, CMP10, and CMP12

混凝土试件编号	水中	地表	地下0.25 m处	地下1.25 m处
CMP9	8.9	38.0	10.2	6.9
CMP10	9.0	31.0	9.8	7.9
CMP12	67.0	58.0	81.0	49.0

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表 7 90 d龄期时CMP5分析结果

Table 7. Analysis result of CMP5 at curing age of 90 d

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表 8 360 d龄期时CMP5分析结果

Table 8. Analysis result of CMP5 at curing age of 360 d

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