CN110700031A - Construction method for compacting silt subgrade - Google Patents
Construction method for compacting silt subgrade Download PDFInfo
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- CN110700031A CN110700031A CN201911046479.1A CN201911046479A CN110700031A CN 110700031 A CN110700031 A CN 110700031A CN 201911046479 A CN201911046479 A CN 201911046479A CN 110700031 A CN110700031 A CN 110700031A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C19/00—Machines, tools or auxiliary devices for preparing or distributing paving materials, for working the placed materials, or for forming, consolidating, or finishing the paving
- E01C19/22—Machines, tools or auxiliary devices for preparing or distributing paving materials, for working the placed materials, or for forming, consolidating, or finishing the paving for consolidating or finishing laid-down unset materials
- E01C19/23—Rollers therefor; Such rollers usable also for compacting soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
- E02D1/02—Investigation of foundation soil in situ before construction work
- E02D1/027—Investigation of foundation soil in situ before construction work by investigating properties relating to fluids in the soil, e.g. pore-water pressure, permeability
Abstract
The invention provides a construction method for compacting a yellow river impact silt subgrade, aiming at solving the technical problems that silt is used as a subgrade filling material to be compacted in real time and the construction quality is difficult to control.
Description
Technical Field
The invention relates to a construction method for compacting silt subgrade.
Background
In recent years, with the rapid development of highway traffic industry, the quality requirements of highway subgrade and pavement are continuously improved, and the construction quality of the subgrade and pavement draws more and more attention. A large area of the west Shanxi Weinan section of the yellow river is formed by scouring of the yellow river, most of shallow strata in the area are silt soil, and in the compaction construction process of taking the silt soil in the area as a material for roadbed filling, the compaction performance is poor due to low natural water content, small plasticity and poor water retention, so that the construction quality is difficult to control, and the method becomes one of main problems which plague construction units and quality detection departments.
At present, the research on the silty soil roadbed filling material at home and abroad is still in the initial stage, and complete and mature construction and design experience is not formed yet. Therefore, the research on the engineering properties of the silt and the research on the compaction construction process of the silt subgrade have important significance.
Disclosure of Invention
The invention provides a construction method for compacting a yellow river impact silt subgrade, aiming at solving the technical problems that silt is used as a subgrade filling material to be compacted in real time and the construction quality is difficult to control.
The technical scheme of the invention is as follows:
the construction method for compacting the silt subgrade is characterized by comprising the following steps of:
step 1: cleaning and leveling the ground of a roadbed construction area;
step 2: detecting the water content of silt soil to be used as roadbed compacted soil, and determining the optimal water content;
and step 3: according to the detection result of the step 2, regulating and controlling the water content of the silt to be used as the compacted soil of the roadbed, and controlling the water content to be in the range of 2% -3% higher than the optimal water content;
and 4, step 4: judging the property of the roadbed soil in the construction area, and if the roadbed soil is silt, entering the step 6; if the roadbed soil is the soil needing to be replaced with the silt, the step 5 is carried out;
and 5: according to the design elevation of the roadbed, directly paving 20-25cm thick silt for the area lower than the design elevation; for the area higher than or equal to the designed elevation, removing the original soil, and paving 20-25cm thick silt;
step 6: measuring the water content of the laid silt soil layer to be used as the roadbed compacted soil, and entering the step 7 when the water content is 1-2% higher than the optimal water content; when the water content is not in the range of 1-2% higher than the optimal water content, drying or sprinkling water on the surface of the silt layer, then measuring the water content again, repeating the process until the water content is in the range of 1-2% higher than the optimal water content, and entering the step 7;
and 7: rolling the silt subgrade:
step 7.1: a 24t-28t rubber-tyred road roller is adopted, the running speed is fixed within the range of 4.2 km/h-5.2 km/h, and the road roller is compacted once by static force;
step 7.2: a 16t-20t vibratory roller is adopted, the driving speed is fixed within the range of 1.5 km/h-2.5 km/h with the frequency of 24 Hz-35 Hz and the amplitude of 1.2 mm-1.8 mm, and the roller is vibrated and compacted once;
step 7.3: a 16t-20t vibratory roller is adopted, the frequency is 24 Hz-35 Hz, the amplitude is 1.2 mm-1.8 mm, the driving speed is fixed within the range of 3.5 km/h-4.5 km/h, and the vibratory roller is vibrated and compacted once;
step 7.4: adopting a 16t-20t vibratory roller, fixing the travelling speed within the range of 3.5 km/h-4.5 km/h by using the frequency of 45 Hz-50 Hz and the amplitude of 0.4 mm-1.0 mm, and vibrating and compacting twice;
step 7.5: the method comprises the following steps of (1) fixing the running speed within the range of 2 km/h-3 km/h by adopting an 18t-22t three-wheel smooth-wheel road roller, and carrying out static compaction once;
step 7.6: a 24t-28t rubber-tyred road roller is adopted, the running speed is fixed within the range of 4.2 km/h-5.2 km/h, and the road roller is compacted once by static force;
step 7.7: after step 7.6, if the subgrade surface layer is seriously peeled, repeating the step 7.1 once;
and 8: judging whether the elevation of the roadbed meets the design requirement, if not, re-paving silt and repeating the steps 2 to 7 for construction; and if so, finishing the construction.
Further, the step 2 specifically includes:
step 2.1: sampling silt from silt to be used as roadbed compacted soil, and if the silt is the silt for replacing and filling the original roadbed compacted soil, uniformly stirring the silt and directly collecting a soil sample from the silt; if the roadbed soil is silt, grid division and fixed point sampling are required;
step 2.2: and (3) carrying out a moisture content determination test on the silt sample collected in the step 2.1, and determining and calculating the optimal moisture content of the silt sample by using a compaction test method, a vibration table method or a surface vibration compaction instrument method.
Further, the grid-divided fixed-point sampling described in step 2.1 specifically includes:
step 2.1.1: uniformly dividing the roadbed into n unit cells along the length direction, wherein the width of each unit cell is a, the length of a center line of each unit cell is B, a is A, B is B/n, a is less than 50m, 200m is less than B is less than 500m, A is the designed width of the roadbed, and B is the length of the center line of the roadbed;
step 2.1.2: at the middle of each cell in the width direction, i.e., 0.5a, in the length directionOne point in the range is taken as a sampling point,
Taking one point in the range as a sampling point, taking silt in the interval of 20-25cm downwards from the ground to the vertical ground as a soil sample, and taking two silt samples;
step 2.1.3: and (3) uniformly mixing the two silt samples collected in each cell in the step 2.1.2 in equal mass, and measuring the optimal water content of the mixed silt sample to be used as the optimal water content of the roadbed silt sample in the cell.
Further, the method for regulating and controlling the water content of the silt in the step 3 specifically comprises the following steps: when the water content of the silt sample is too high, the water content is reduced by a plough turning airing mode, and when the water content of the silt sample is too low, the water content is improved by a water supplementing and material sealing mode, so that the final water content is controlled within the range of 2-3% higher than the optimal water content.
Compared with the prior art, the invention has the following beneficial effects:
1. when the silt is used as a roadbed, a concrete operation method is provided for the construction rolling process and the like, so that the mechanical property of the silt roadbed can be effectively improved, the construction efficiency is improved, the safety and the reliability of the engineering are ensured, and an operation basis is provided for the application and the popularization of the silt roadbed.
2. The silt adopted by the invention can be sourced from the yellow river alluvial region of the Shanxi Weinan section of the yellow river west bank, and the yellow river impact silt is used as a roadbed material, so that pollution and damage to the ecological environment caused by mining other materials are avoided, and the waste of land resources which are difficult to reclaim in material land is reduced.
3. The yellow river impact silt material is reasonably utilized, and particularly for the development of local road engineering, local materials can be obtained, so that the economic cost is saved.
Drawings
Fig. 1 is a schematic diagram of a silt soil roadbed construction compaction process.
Fig. 2 is a schematic diagram of a compaction process for non-silt soil roadbed construction.
Detailed Description
The invention is described in detail below with reference to the figures and specific embodiments.
As shown in fig. 1 and 2, the construction method for compacting silt soil in a roadbed provided by this embodiment is suitable for a case where the compacted soil in the roadbed is silt soil, or the compacted soil in an original roadbed cannot meet engineering or mechanical requirements, and the silt soil needs to be replaced and filled as a new compacted soil in the roadbed, and specifically includes the following steps:
step 1: cleaning sundries, garbage, wheat seedlings and turf on the ground in a roadbed construction area, and leveling the ground;
step 2: detecting the water content of silt to be used for compacting the roadbed, and calculating the optimal water content;
step 2.1: the silt soil to be used as the roadbed is sampled on site, if the silt soil is the silt soil used for replacing and filling the compacted soil of the original roadbed, the silt soil of the batch is uniformly stirred and then the soil sample is directly collected from the silt soil, if the roadbed soil is the silt soil, grid division and fixed-point sampling are needed, and the grid sampling specifically comprises the following steps:
step 2.1.1: the design width of the roadbed is A, the length of a central line is B, the roadbed is divided into a unit grid along the width direction of the roadbed, the width of the roadbed is a, the roadbed is uniformly divided into n unit grids along the length direction of the roadbed, the length of the central line of each unit grid is B, the value ranges of A and B are a and nb, and the value ranges of a <50m and 200m < B <500 m;
step 2.1.2: at 0.5a in the middle of each cell in the width direction, in the length direction
A point is taken within the range,Taking one point in the range as a sampling point, taking silt in the interval of 20-25cm downwards from the ground to the vertical ground as a soil sample, and taking two silt samples;
step 2.1.3: uniformly mixing the two silt samples collected by each cell in the step 2.1.2 in equal mass, and measuring the optimal water content of the mixed silt sample in the subsequent step 2.2 to be used as the optimal water content of the roadbed silt sample in the cell;
step 2.2: performing a moisture content determination test on the silt sample collected in the step 2.1, and calculating the optimal moisture content of the silt;
and step 3: according to the detection result in the step 2, regulating and controlling the water content of the silt to be used as the compacted soil of the roadbed, when the water content of the silt sample is too high, reducing the water content in a plowing and airing mode, and when the water content of the silt sample is too low, improving the water content in a water supplementing and material enclosing mode, so that the final water content is controlled to be higher than the optimal water content by 2% -3%; in actual construction, the final water content of the silt can be determined according to the temperature and the wind speed during construction, and the final water content is in a direct proportion relation with the temperature and the wind speed during construction.
And 4, step 4: judging the property of the roadbed soil in the construction area, and if the roadbed soil is silt, entering the step 6; if the roadbed soil is the soil needing to be replaced with the silt, the step 5 is carried out;
and 5: according to the design elevation of the roadbed, directly paving 20-25cm thick silt for the area lower than the design elevation, removing the original soil for the area higher than or equal to the design elevation, paving 20-25cm thick silt, and entering the step 6;
step 6: measuring the water content of the laid silt soil layer to be used as the roadbed compacted soil, and entering the step 7 when the water content is 1-2% higher than the optimal water content; when the water content is not in the range of 1-2% higher than the optimal water content, drying or sprinkling water on the surface of the silt layer, then measuring the water content again, repeating the process until the water content is in the range of 1-2% higher than the optimal water content, and entering the step 7; the purpose of this step is to ensure that the moisture content is slightly above the optimum moisture content prior to compaction, which counteracts the evaporation of water and ensures that the moisture content of the silt is near the optimum moisture content after a subsequent series of compaction operations.
And 7: and (3) rolling the yellow river impact silt subgrade:
step 7.1: a 24t-28t rubber-tyred road roller is adopted, the running speed is fixed within the range of 4.2 km/h-5.2 km/h, and the road roller is compacted once by static force;
step 7.2: a 16t-20t vibratory roller is adopted, the driving speed is fixed within the range of 1.5 km/h-2.5 km/h with the frequency of 24 Hz-35 Hz and the amplitude of 1.2 mm-1.8 mm, and the roller is vibrated and compacted once;
step 7.3: a 16t-20t vibratory roller is adopted, the frequency is 24 Hz-35 Hz, the amplitude is 1.2 mm-1.8 mm, the driving speed is fixed within the range of 3.5 km/h-4.5 km/h, and the vibratory roller is vibrated and compacted once;
step 7.4: adopting a 16t-20t vibratory roller, fixing the travelling speed within the range of 3.5 km/h-4.5 km/h by using the frequency of 45 Hz-50 Hz and the amplitude of 0.4 mm-1.0 mm, and vibrating and compacting twice;
step 7.5: static compaction is carried out once at a fixed running speed within the range of 2 km/h-3 km/h by adopting an 18t-22t three-wheeled smooth-wheel road roller;
step 7.6: a 24t-28t rubber-tyred road roller is adopted, the running speed is fixed within the range of 4.2 km/h-5.2 km/h, and the road roller is compacted once by static force;
step 7.7: after step 7.6, if the subgrade surface layer is seriously peeled, repeating the step 7.1 once;
the purpose of only compacting once at a time in the steps 7.1-7.7 is to prevent the interior of the roadbed from being crushed.
And 8: judging whether the elevation of the roadbed meets the design requirement, if not, re-paving silt for construction, and repeating the steps 2 to 7; and if so, finishing the construction.
And (3) experimental verification:
5 groups of compaction processes are designed and compared in the experiment, and the parameters of the specific scheme are shown in the table 1.
TABLE 1 Experimental protocols and detailed procedures
The compaction machines adopted in the experiment comprise vibratory rollers (Danaike CC722 and Sanyippeng YZK18C), three-wheel smooth-wheel rollers (model 3Y18 x 21), rubber-wheel rollers (model YL26G) and the like, wherein the Danaike CC722 vibratory roller is mainly used for carrying out high-frequency weak vibration operation, and the Sanyippeng YZK18C vibratory roller is mainly used for carrying out low-frequency strong vibration operation. The specific technical parameters of each machine are shown in tables 2-1 to 2-4.
Table 2-1 danipak CC722 vibratory roller main technical parameters
Table 2-2 major technical parameters of a vibratory roller YZK18C for triple work
Table 2-3 main technical parameters of three-wheel smooth-wheel road roller
Table 2-4 main technical parameters of rubber-tyred road roller
The results of the measurements of the degree of compaction are shown in tables 3-1 to 3-5.
TABLE 3-1 protocol-compaction test results
| Pile number | Water content (%) | Degree of compaction (%) |
| K12+595 (3 m from the middle line) | 14.5 | 95.8 |
| K12+605 (off-center line 4m) | 15.2 | 96.1 |
| K12+605 (2 m from the middle line) | 14.8 | 95.6 |
| K12+600 (from the middle line 6m) | 13.9 | 96.1 |
| K12+630 (from the middle line 9m) | 15.4 | 95.4 |
| K12+720 (3 m from the midline) | 16.3 | 97 |
| K12+720 (4.5 m from the midline) | 14.5 | 95.8 |
| K12+730 (off-center line 4m) | 15.2 | 95.4 |
| K12+735 (2 m from the midline) | 14.8 | 94.5 |
| K12+740 (5 m from the midline) | 13.9 | 96.1 |
| Mean value of | 95.8 |
TABLE 3-2 schemes two compactibility test results
| Pile number | Water content (%) | Degree of compaction (%) |
| K12+775 (left from the midline 5m) | 15.7 | 96.4 |
| K12+800 (left off the middle line 6m) | 14.2 | 98 |
| K12+850 (left off the midline 4m) | 14.8 | 97.2 |
| K12+880 (left off the midline 4.5m) | 16.1 | 96.4 |
| K12+750 (left off the midline 2m) | 16.8 | 96.2 |
| K12+780 (left off center line 2.5m) | 17.2 | 97.1 |
| K12+820 (left off the midline 3m) | 17.6 | 96.6 |
| K12+860 (left off the midline 6m) | 17.5 | 96.3 |
| K12+870 (left off the midline 2m) | 17.6 | 95.6 |
| K12+880 (left from middle line 3m) | 17.6 | 96.2 |
| K12+885 (left off the midline 4m) | 16.8 | 95.4 |
| Mean value of | 96.5 |
Table 3-3 schemes three compactibility test results
| Pile number | Water content (%) | Degree of compaction (%) |
| K12+600 (Right 1.5m from midline) | 17.4 | 96.2 |
| K12+640 (Right off-center line 6m) | 17.0 | 95.7 |
| K12+680 (right off center line 3m) | 16.9 | 96.8 |
| K12+700 (Right off center line 2m) | 16.6 | 97 |
| K12+600 (left off the midline 3m) | 15.9 | 98.3 |
| K12+610 (left from the midline 4m) | 16.6 | 100.4 |
| K12+620 (left off the middle line 4.5m) | 16.2 | 97.5 |
| K12+650 (left off the midline 4m) | 15.8 | 97.2 |
| K12+690 (left off the midline 3.5m) | 16.0 | 96.2 |
| K12+700 (left from the midline 4m) | 15.8 | 96.1 |
| K12+710 (left from midline 3.5m) | 16.0 | 95.6 |
| Mean value of | 97 |
TABLE 3-4 schemes four compactibility test results
| Pile number | Water content (%) | Degree of compaction (%) |
| K12+600 (Right off center line 2.5m) | 17.0 | 96.5 |
| K12+610 (Right off-center line 6m) | 15.6 | 96.4 |
| K12+620 (Right off center line 4m) | 16.3 | 99.3 |
| K12+635 (Right off center line 3m) | 16.8 | 95.7 |
| K12+670 (left off the midline 3m) | 16.9 | 97.2 |
| K12+690 (left from the midline 4.5m) | 17.1 | 100.4 |
| K12+700 (left off the midline 4.5m) | 16.5 | 98.8 |
| K12+720 left-hand off the midline 5m) | 17.2 | 97.6 |
| K12+730 (left from the middle line 4m) | 16.8 | 98.9 |
| K12+740 (left 5m from the midline) | 15.4 | 97.9 |
| K12+740 (left off-center line)3m) | 15.4 | 98.2 |
| Mean value of | 97.9 |
Table 3-5 schemes five compactibility test results
| Pile number | Water content (%) | Degree of compaction (%) |
| K12+610 (left from midline 3m) | 16.8 | 93.4 |
| K12+640 (left off the midline 6.5m) | 17.2 | 93.3 |
| K12+650 (left off the midline 4.5m) | 15.3 | 91.1 |
| K12+660 (left from midline 3m) | 16.4 | 96.5 |
| K12+680 (left 4.5m from the midline) | 15.8 | 94.4 |
| K12+685 (left off the midline 4.5m) | 15.8 | 95.8 |
| K12+710 (left 5m from the midline) | 17.9 | 91.2 |
| K12+720 (left off the middle line 4m) | 16.8 | 92.9 |
| K12+735 (left 5m from the midline) | 17.3 | 94.9 |
| K12+740 (left from the midline 4m) | 17.2 | 95.4 |
| K12+745 (5 m left from midline) | 15.4 | 92.5 |
| Mean value of | 93.8 |
As can be seen from the above table: the second compaction scheme is superior to the first compaction scheme, the compaction times of the three-wheel smooth-wheel road roller in the first compaction scheme are too many, the damage to the surface layer of the road surface is serious, and the compaction degree is influenced. And (4) reducing the compaction times of the three-wheel smooth-wheel road roller in the first compaction scheme to one time to obtain a third compaction scheme. The third compaction scheme is superior to the second compaction scheme, which shows that the three-wheel smooth-wheel road roller contributes to improving the compaction degree of the silt to a certain extent. The fourth compaction scheme is superior to the third compaction scheme, which shows that the silt subgrade should have certain compaction degree before the vibratory roller is used, so that the vibratory roller can work better. The fifth compaction scheme has poor compaction effect, which indicates that the vibratory roller can not be used for less than three times.
By combining the comparative analysis, it can be seen that the fourth compaction scheme, i.e., the compaction scheme of the present invention, provides the best compaction results.
Claims (4)
1. A construction method for compacting silt subgrade is characterized by comprising the following steps:
step 1: cleaning and leveling the ground of a roadbed construction area;
step 2: detecting the water content of silt soil to be used as roadbed compacted soil, and determining the optimal water content;
and step 3: according to the detection result of the step 2, regulating and controlling the water content of the silt to be used as the compacted soil of the roadbed, and controlling the water content to be in the range of 2% -3% higher than the optimal water content;
and 4, step 4: judging the property of the roadbed soil in the construction area, and if the roadbed soil is silt, entering the step 6; if the roadbed soil is the soil needing to be replaced with the silt, the step 5 is carried out;
and 5: according to the design elevation of the roadbed, directly paving 20-25cm thick silt for the area lower than the design elevation; for the area higher than or equal to the designed elevation, removing the original soil, and paving 20-25cm thick silt;
step 6: measuring the water content of the laid silt soil layer to be used as the roadbed compacted soil, and entering the step 7 when the water content is 1-2% higher than the optimal water content; when the water content is not in the range of 1-2% higher than the optimal water content, drying or sprinkling water on the surface of the silt layer, then measuring the water content again, repeating the process until the water content is in the range of 1-2% higher than the optimal water content, and entering the step 7;
and 7: rolling the silt subgrade:
step 7.1: a 24t-28t rubber-tyred road roller is adopted, the running speed is fixed within the range of 4.2 km/h-5.2 km/h, and the road roller is compacted once by static force;
step 7.2: a 16t-20t vibratory roller is adopted, the driving speed is fixed within the range of 1.5 km/h-2.5 km/h with the frequency of 24 Hz-35 Hz and the amplitude of 1.2 mm-1.8 mm, and the roller is vibrated and compacted once;
step 7.3: a 16t-20t vibratory roller is adopted, the frequency is 24 Hz-35 Hz, the amplitude is 1.2 mm-1.8 mm, the driving speed is fixed within the range of 3.5 km/h-4.5 km/h, and the vibratory roller is vibrated and compacted once;
step 7.4: adopting a 16t-20t vibratory roller, fixing the travelling speed within the range of 3.5 km/h-4.5 km/h by using the frequency of 45 Hz-50 Hz and the amplitude of 0.4 mm-1.0 mm, and vibrating and compacting twice;
step 7.5: the method comprises the following steps of (1) fixing the running speed within the range of 2 km/h-3 km/h by adopting an 18t-22t three-wheel smooth-wheel road roller, and carrying out static compaction once;
step 7.6: a 24t-28t rubber-tyred road roller is adopted, the running speed is fixed within the range of 4.2 km/h-5.2 km/h, and the road roller is compacted once by static force;
step 7.7: after step 7.6, if the subgrade surface layer is seriously peeled, repeating the step 7.1 once;
and 8: judging whether the elevation of the roadbed meets the design requirement, if not, re-paving silt and repeating the steps 2 to 7 for construction; and if so, finishing the construction.
2. The construction method for compacting the silt subgrade according to the claim 1, wherein the step 2 is specifically as follows:
step 2.1: sampling silt from silt to be used as roadbed compacted soil, and if the silt is the silt for replacing and filling the original roadbed compacted soil, uniformly stirring the silt and directly collecting a soil sample from the silt; if the roadbed soil is silt, grid division and fixed point sampling are required;
step 2.2: and (3) carrying out a moisture content determination test on the silt sample collected in the step 2.1, and determining and calculating the optimal moisture content of the silt sample by using a compaction test method, a vibration table method or a surface vibration compaction instrument method.
3. The silt subgrade compaction construction method according to claim 2, characterized in that the grid division fixed-point sampling in step 2.1 is specifically:
step 2.1.1: uniformly dividing the roadbed into n unit cells along the length direction, wherein the width of each unit cell is a, the length of a center line of each unit cell is B, a is A, B is B/n, a is less than 50m, 200m is less than B is less than 500m, A is the designed width of the roadbed, and B is the length of the center line of the roadbed;
step 2.1.2: at the middle of each cell in the width direction, i.e., 0.5a, in the length direction
One point in the range is taken as a sampling point,
Taking one point in the range as a sampling point, taking silt in the interval of 20-25cm downwards from the ground to the vertical ground as a soil sample, and taking two silt samples;
step 2.1.3: and (3) uniformly mixing the two silt samples collected in each cell in the step 2.1.2 in equal mass, and measuring the optimal water content of the mixed silt sample to be used as the optimal water content of the roadbed silt sample in the cell.
4. The construction method for compacting the silt soil roadbed according to the claim 1, 2 or 3, wherein the method for regulating and controlling the water content of the silt soil in the step 3 is specifically as follows: when the water content of the silt sample is too high, the water content is reduced by a plough turning airing mode, and when the water content of the silt sample is too low, the water content is improved by a water supplementing and material sealing mode, so that the final water content is controlled within the range of 2-3% higher than the optimal water content.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112030640A (en) * | 2020-08-26 | 2020-12-04 | 上海交通大学 | Construction method for filling sandy soil subgrade |
| CN112176803A (en) * | 2020-09-30 | 2021-01-05 | 中电建路桥集团有限公司 | Method for improving compaction degree of sandy soil in road bed and further reducing subgrade settlement |
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| RU2312181C1 (en) * | 2006-03-31 | 2007-12-10 | Александр Владимирович Конюхов | Road structure |
| CN107119521A (en) * | 2017-05-25 | 2017-09-01 | 中国水利水电第十工程局有限公司 | It is a kind of to improve the method that High water cut silt and silt carry out roadbed filling |
| CN109537385A (en) * | 2018-10-23 | 2019-03-29 | 中交公局第七工程有限公司 | The filling roadbed construction technology of silt |
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| RU2312181C1 (en) * | 2006-03-31 | 2007-12-10 | Александр Владимирович Конюхов | Road structure |
| CN107119521A (en) * | 2017-05-25 | 2017-09-01 | 中国水利水电第十工程局有限公司 | It is a kind of to improve the method that High water cut silt and silt carry out roadbed filling |
| CN109537385A (en) * | 2018-10-23 | 2019-03-29 | 中交公局第七工程有限公司 | The filling roadbed construction technology of silt |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112030640A (en) * | 2020-08-26 | 2020-12-04 | 上海交通大学 | Construction method for filling sandy soil subgrade |
| CN112176803A (en) * | 2020-09-30 | 2021-01-05 | 中电建路桥集团有限公司 | Method for improving compaction degree of sandy soil in road bed and further reducing subgrade settlement |
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| CN110700031B (en) | 2021-07-06 |
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