英语翻译5.1 试验方案1从试验结束后模型的最终状态可以看出,试验方案1中各模型的沉降变形模式基本一致（见图5）.图5

英语翻译
5.1 试验方案1
从试验结束后模型的最终状态可以看出,试验方案1中各模型的沉降变形模式基本一致（见图5）.
图5 试验结束后模型的沉降变形
Fig.5 the settlement and distortion of model
根据试验结果,可以得到路堤沉降随填筑高度的变化规律,路堤顶部沉降的变化规律以及路基边坡的沉降变形规律等,具体分析如下.
5.1.1 变形沉降特征分析
由路堤沉降随填筑高度的变化曲线（图6）可见,在路堤中心线处,不同干密度、含水量条件下的沉降的总体趋势均随填筑高度增加而增加,且路堤中心线沉降变形总体随填筑体的干密度降低而递增.
由图8可知,对于路基顶部及边坡表面,产生水平位移最大值的部位主要位于路堤斜坡的1/3～2/3高度附近,且随填土干密度的降低而增大.
5.1.2 沉降变形与干密度、含水量之间的关系
试验方案1中各模型的最终沉降见表5.
表5 不同干密度、含水率情况下离心试验结果
Table.5 centrifugal test result of project 1
编号 含水量/% 干密度/g•cm-3 沉降/mm 沉降率/%
1# 8.94 1.864 2.5 0.98
2# 8.94 1.849 2.8 1.10
3# 10.10 1.817 5.2 2.04
4# 11.46 1.712 9.4 3.69
5# 13.68 1.599 16.3 6.40
从表中可以看出,随含水率增加、压实度降低,路基的沉降变形持续增加.为了反映路堤沉降变形与干密度、含水量之间的关系,将1#～5#模型的最大沉降率和对应的干密度和含水量进行相关性分析,从图9～10可以看出,模型最大沉降率与干密度和含水量具有较好的线性相关性.
图9沉降率与干密度的关系
线性回归结果如下：
(r2 = 0.9926) (2)
(r2 = 0.9956) (3)
随压实度的增加,路基的最终沉降线性减小；随含水率的增加,路基的最终沉降线性增长.
根据离心模型试验可得到路堤坡肩的水平位移、垂直位移和发生于路基边坡1/3～2/3坡高处的最大水平位移与试验密度和含水量的关系曲线（如图11）.从中可见,反映路堤变形的这几个特征变形指标也随试验密度的增大和含水量的降低而减小.
5.2 试验方案2
试验方案2各模型的最终沉降见表6.
表6填料不同颗粒组成时路基的最终沉降
Table.6 final settlement of different filling
模型编号 4# 6# 7# 8#
沉降/mm 9.4 9.7 10.1 10.0
从表4和表6可以看出不同颗粒组成对最大沉降变形的影响并不十分显著.但是应当指出,实际工程中,路堤填料中块石尺寸的大小及含量多少对路基的沉降存在较大的影响.模型试验之所以不能反映这一性质,主要原因在于模型缩尺使得试验土体已经退化为细粒土,不能够形成粗粒土中普遍存在的骨架结构,这也是模型试验难以解决的最大难题之一.

5.1 1 from the pilot testing program after the end of the final state model can be seen.1 pilot program in the model of the pattern of settlement agreement (see figure 5).Figure 5 after testing the model of settlement and the settlement disto Fig.5 rtion of the model under test results can be reclaimed high embankment settlement with the changes.subgrade settlement top of the embankment slope changes and the settlement of the laws,specifically the following analysis.5.1.1 Settlement deformation analysis by filling high embankment settlement with the curve (Figure 6) shows.Embankment in the centerline of different density.The overall moisture conditions of the settlement with the trend of filling height increased,and Embankment also centerline overall settlement of the embankment with a reduced density increases.,We can see from Figure 8,top roadbed and the surface slope,The maximum horizontal displacement produced mainly located in the vicinity of high embankment slopes 80mg/kg,With the filling of the lower density also increased.5.1.2 Settlement and dry density,the relationship between water testing program in the model of the final settlement,one in table 5.Table 5 different density.Moisture under centrifugal test results Table.5 centrifugal test result 1,2,3,4 No.1 project of water per gram of dry density settlement • 0.0352 mm sedimentation rate 1,2,3,4 1 # 8 .94 1.864 2.5 1.849 2.8 1.10 8.94 0.98 2 # 3 # 10.10 No.4 2.04 1.817 5.2 1.712 9.4 3.69 11.46 13.68 5 # 1.As can be seen from Table 599 16.3 6.40,with the increase of water,the lower the degree of compaction.subgrade settlement of the increase.To reflect embankment deformation and dry density,the relationship between water content,1#~5# model will be the largest settlement of dry density and water content ratio and the corresponding correlation analysis,9-10 can be seen from the plan,the settlement rate model with the largest density and water content with a good linear correlation.Figure 9 sedimentation rate and the relationship between the density of the linear regression results are as follows :(r2 = 0.9926) (2) (r2 = 0.9956) (3) With the increase compaction.Subgrade final settlement decreases linearly.With the increase of moisture content,the final settlement roadbed linear growth.Road Tongma centrifuge model test available under the horizontal shoulder.Subgrade Slope 80mg/kg vertical displacement occurred in Singapore and the greatest height and horizontal displacement test the density and moisture relations Department curve (Figure 11).From this,these features reflect the embankment deformation indicators deformation experiment with the density and water content decreases and increases.5.2 Test 2 Test 2,the final settlement of the models in table 6.Table 6 roadbed filler composition of the different particle final settlement Table.6 final settlement of different filling model No.7 # 4 # 8 # 71 9.4 9 mm settlement.10.1 10.0 7 can be seen from Table 4 and Table 6 for the largest settlement of the different particle composition is not significantly affected with.However,it should be pointed out that the actual projects,The size of rock embankment filler content,and how much there is a big impact on the settlement of the subgrade.Reason not reflect the nature of the model tests.The main reason is that the scaled model for a test of soil degradation has been fine-grained soil.can not prevail in the formation of coarse-grained soil matrix structure,which is the model test,one of the most difficult to solve.
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