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I
摘 要
压实作业是保证公路施工质量、影响公路使用寿命的关键工序,采用行之有
效的检测方法是保证压实质量的重要手段。与传统路基压实度检测方法相比,自
动连续压实度检测技术具有快速、时效和无损等特点,有效弥补了传统检测方法
存在的不足,在提高检测精度的同时,减少了人为干预,降低了检测数据造假的
可能性,对保证公路路基压实质量具有重要意义。为了验证该技术在粉质土路基
压实度检测中应用的可行性,本文依托密涿高速廊坊至北三县段连接线工程,展
开对自动连续压实度检测技术在粉质路基土中的应用研究。进行的主要工作和研
究成果如下:
1
)结合粉土的物理特性和力学特性,分析了粉土路基难以压实的原因,研究
了粉土路基压实过程中的影响因素及其改良方法。通过研究粉土路基振动压实机
理,在“振动轮—扰动土”二自由度数学模型基础上,根据动力学平衡方程,得到了
压路机垂直振动加速度与路基土刚度和阻尼直接关联的结论,表现为垂直振动加
速度与刚度成正比,与阻尼成反比,这种规律可以用于反映路基土体压实过程中
的压实状况,从而为自动连续压实度检测技术提供了理论基础。
2
)通过
Matlab
仿真软件对建立的
“
振动轮
-
扰动土
”
二自由度数学模型进行了
模拟仿真,得到了压路机振动加速度与路基土刚度(阻尼)随振动时间变化的三
维仿真模拟图。通过对仿真结果分析,验证了二自由度数学模型的可行性及动力
学平衡方程推导结论的正确性,即用压路机垂直振动加速度表示路基土压实度是
可行的,进一步夯实了本文理论基础。
3)针对密涿高速工程采用的大厂粉土、香河粉土以及三河南粉土分别进行了
路基土室内试验、加速度信号现场采集试验以及灌砂法关联检测试验。根据试验
结果,分析了压路机垂直振动加速度有效值与三种粉土路基压实度之间的相关关
系,并分别建立了模型关系式。结合三种粉土细颗粒含量分析结果,得到了细颗
粒含量对粉质土压实度和振动轮垂直加速度有效值模型公式的影响规律,并建立
了针对粉土路基的自动连续压实度检测模型关系式,为该技术在粉土路基中的应
用提供了理论基础。
试验结果表明:通过现场试验采集的压路机垂直振动加速度有效值与灌砂法
检测的粉土路基压实度之间的关联度较高,因此,自动连续压实检测技术在粉土
路基中具有较好的工程实用性。
关键词:粉土路基,自动连续压实检测,Matlab 仿真,压实度,加速度有效值
II
ABSTRACT
Compaction operation is the key process to ensure the quality of highway
construction and affect the service life of highway. The effective detection method is an
important means to ensure the quality of compaction. Compared with the traditional
detection method of subgrade compactness, the automatic continuous compactness
detection technology has the characteristics of rapidity, timeliness and non-destructive,
which effectively makes up for the shortcomings of the traditional detection method. It
not only improves the detection accuracy, but also reduces the human intervention,
reduces the possibility of detection data falsification, which is of great significance to
ensure the compaction quality of highway subgrade. In order to verify the feasibility of
this technology in the detection of the compaction degree of silty soil subgrade, this
paper, relying on the connection line project of Langfang Beisan county section of the
MI Zhuo expressway, carries out the research on the application of the automatic and
continuous detection technology of the compaction degree in the Silty Subgrade Soil.
The main work and research results are as follows:
1)combined with the physical and mechanical characteristics of silt, the main
reasons for the difficulty of compaction of silt subgrade are analyzed, and the
influencing factors and improvement methods in the process of compaction of silt
subgrade are studied. Based on the two degree of freedom mathematical model of
"vibrating wheel disturbed soil" and the dynamic balance equation, the conclusion that
the vertical vibration acceleration of roller is directly related to the rigidity and damping
of subgrade soil is obtained by studying the mechanism of vibration compaction of silty
soil subgrade. The result shows that the vertical vibration acceleration is directly
proportional to the rigidity and inversely proportional to the damping. This law can be
used to reflect the compaction of subgrade soil The compaction status in the process of
compaction provides a theoretical basis for the automatic continuous compaction
detection technology.
2) the two degree of freedom mathematical model of "vibratory wheel disturbed
soil"is simulated by MATLAB simulation software, and the three-dimensional
simulation diagram of roller vibration acceleration and subgrade soil stiffness (damping)
changing with vibration time is obtained. Through the analysis of the simulation results,
III
the feasibility of the two degree of freedom mathematical model and the
correctness of the derivation conclusion of the dynamic balance equation are verified,
that is, it is feasible to express the degree of compaction of subgrade soil by the vertical
vibration acceleration of the roller, which further consolidates the theoretical basis of
this paper.
3)the laboratory test of subgrade soil, the field collection test of acceleration signal
and the correlation test of sand filling method are carried out for Dachang silt, Xianghe
silt and Sanhe silt used in the project. According to the test results, the relationship
between the effective value of the vertical vibration acceleration of the roller and the
compactness of three kinds of silt subgrade is analyzed, and the model relationships are
established respectively. Combined with the analysis results of three kinds of silt fine
particle content, the influence rule of fine particle content on the model formula of silt
compactness and effective value of vertical acceleration of vibrating wheel is obtained,
and the relationship of automatic continuous compactness detection model for silt
subgrade is established, which provides a theoretical basis for the application of this
technology in silt subgrade.
The test results show that the correlation between the effective value of the vertical
vibration acceleration of the roller collected through the field test and the compaction
degree of the silt subgrade detected by the sand filling method is high, so the automatic
continuous compaction technology has better engineering practicability in the
application of the silt subgrade.
KEY WORDS: silt subgrade
,
automatic continuous compaction detection
,
MATLAB
simulation,compactness,effective value of acceleration
IV
目 录
第一章 绪论
.................................................................................................. 1
1.1 研究背景及意义................................................................................................. 1
1.1.1 研究背景.................................................................................................... 1
1.1.2
研究意义
.................................................................................................... 2
1.2 国内外研究现状................................................................................................. 2
1.2.1 自动连续压实检测技术评价指标研究.................................................... 2
1.2.2
自动连续压实检测技术影响因素研究
.................................................... 4
1.2.3 振动轮加速度与路基压实度关系研究.................................................... 4
1.2.4 自动连续压实检测技术设备开发研究.................................................... 6
1.3
主要研究内容及技术路线
................................................................................. 7
1.3.1 主要研究内容........................................................................................... 7
1.3.2 研究技术路线........................................................................................... 8
第二章 粉土路基振动压实技术理论研究................................................. 8
2.1
粉土的特性
......................................................................................................... 9
2.1.1 粉土的定义................................................................................................ 9
2.1.2
粉土的物理特性
........................................................................................ 9
2.1.3
粉土的力学特性
..................................................................................... 10
2.2 粉土路基压实作业研究................................................................................... 11
2.2.1
影响粉土路基压实的主要因素
..............................................................11
2.2.2
粉土路基的改良方式
.............................................................................. 12
2.3 粉土路基振动压实理论研究........................................................................... 13
2.3.1
振动压实机理
.......................................................................................... 14
2.3.2
振动压实系统二自由度模型建立
.......................................................... 14
2.3.3 振动压实动力学方程建立...................................................................... 15
2.4
自动连续压实度检测系统方案设计
............................................................... 17
2.5
本章小结
........................................................................................................... 18
第三章 基于 Matlab 的振动压实过程仿真模拟及分析.........................19
3.1 仿真的目的与方法........................................................................................... 19
3.1.1
仿真的目的
............................................................................................. 19
V
3.1.2 仿真的方法............................................................................................. 19
3.2
仿真过程
........................................................................................................... 20
3.2.1 仿真假设条件.......................................................................................... 20
3.2.2 仿真参数取值.......................................................................................... 21
3.2.3
仿真程序设计
.......................................................................................... 23
3.3 仿真结果........................................................................................................... 24
3.3.1 振动加速度—路基土刚度仿真结果..................................................... 24
3.3.2
振动加速度—路基土阻尼仿真结果
..................................................... 27
3.4 本章小结........................................................................................................... 30
第四章 自动连续检测的粉质路基土压实度试验研究...........................31
4.1
试验项目简介
................................................................................................... 31
4.2
路基土室内试验
............................................................................................... 32
4.2.1 击实试验................................................................................................. 32
4.2.2
颗粒筛分试验
......................................................................................... 34
4.3
自动连续压实度检测现场试验
....................................................................... 36
4.3.1 试验设备................................................................................................. 36
4.3.2
试验路段
................................................................................................. 39
4.3.3
试验参数
................................................................................................. 39
4.3.4 试验准备................................................................................................. 42
4.3.5
试验步骤
................................................................................................. 46
4.3.6
试验结果
................................................................................................. 47
4.4 灌砂法测压实度............................................................................................... 48
4.5
本章小结
........................................................................................................... 50
第五章 基于自动连续检测技术的粉质土压实度模型研究
...................51
5.1 数据处理........................................................................................................... 51
5.1.1 有效值法初步处理.................................................................................. 51
5.1.2
滑动平均滤波法二次处理
..................................................................... 56
5.2 数据分析........................................................................................................... 61
5.2.1 加速度有效值和压实度随压实遍数变化关系分析............................. 61
5.2.2
试验粉土路基的振动压实模型公式建立
............................................. 62
5.3 粉土路基自动连续压实度检测模型公式建立............................................... 64
5.4 本章小结........................................................................................................... 66
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