CN112067540A - Test method for rolling parameters in dam filling engineering construction - Google Patents
Test method for rolling parameters in dam filling engineering construction Download PDFInfo
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- CN112067540A CN112067540A CN202010898631.5A CN202010898631A CN112067540A CN 112067540 A CN112067540 A CN 112067540A CN 202010898631 A CN202010898631 A CN 202010898631A CN 112067540 A CN112067540 A CN 112067540A
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- 238000005096 rolling process Methods 0.000 title claims abstract description 52
- 238000010276 construction Methods 0.000 title claims abstract description 25
- 238000010998 test method Methods 0.000 title claims abstract description 20
- 239000000463 material Substances 0.000 claims abstract description 27
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 18
- 230000003068 static effect Effects 0.000 claims abstract description 15
- 238000005056 compaction Methods 0.000 claims abstract description 13
- 230000035515 penetration Effects 0.000 claims abstract description 10
- 239000000945 filler Substances 0.000 claims abstract description 8
- 238000000034 method Methods 0.000 claims abstract description 5
- 230000035699 permeability Effects 0.000 claims abstract description 4
- 230000007704 transition Effects 0.000 claims abstract description 4
- 230000006835 compression Effects 0.000 claims description 4
- 238000007906 compression Methods 0.000 claims description 4
- 238000005259 measurement Methods 0.000 claims description 4
- 238000003892 spreading Methods 0.000 claims description 3
- 230000007480 spreading Effects 0.000 claims description 3
- 238000009412 basement excavation Methods 0.000 abstract 1
- 238000001514 detection method Methods 0.000 abstract 1
- 239000002245 particle Substances 0.000 abstract 1
- 238000005507 spraying Methods 0.000 description 5
- 238000010586 diagram Methods 0.000 description 2
- 238000003825 pressing Methods 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 210000003323 beak Anatomy 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000008569 process Effects 0.000 description 1
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N19/00—Investigating materials by mechanical methods
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
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- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Dispersion Chemistry (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
A test method for dam filling engineering construction rolling parameters comprises the following steps: 1) selecting a test site; 2) selecting excavation stones as fillers; 3) measuring and paying off, and arranging a plurality of test units; 4) measuring the elevation of each test unit; 5) determining a sinking measuring point, a test pit measuring point and a vertical penetration point; 6) paving a reverse filter layer, a cushion layer, a transition layer and a rockfill material in the test unit; 7) flattening; 8) vibrating static pressure of a grinding field and measuring elevation of a filling layer; 9) sprinkling water to the test units; 10) starting vibration of the vibration roller and rolling the test unit; 11) measuring the elevation of the test unit and measuring the amount of subsidence; 12) detecting the compaction density and the particle composition; 13) and (5) carrying out permeability coefficient detection. By adopting the method, the optimal rolling compaction coefficients of various fillers in the dam body can be measured and calculated, the influence of water sprinkling on the compaction performance of the rockfill material is determined, and the compaction control standards of various fillers are determined.
Description
Technical Field
The invention relates to the field of dam construction, in particular to a test method for rolling parameters of dam filling engineering construction.
Background
In recent years, with the rapid development of economic construction in China, concrete-faced rockfill dams are also rapidly developed, and with the application of a new concrete extrusion-type side wall construction technology to a plurality of large-scale face rockfill dams such as water distribution beaks, the concrete-faced rockfill dams are gradually accepted by people due to the advantages of simplicity and convenience in construction, low manufacturing cost, short construction period and the like.
The dam filling simulation test selects representative dam materials, carries out on-site productivity test similar to actual construction conditions, and can calculate and measure rolling parameters of the dam filling materials so as to guarantee construction quality, but related records are not recorded in the prior art.
Disclosure of Invention
The invention aims to solve the technical problem of providing a test method of the rolling parameters in dam filling engineering construction, which measures and calculates the optimal rolling coefficients of various fillers in a dam, determines the influence of water sprinkling on the compaction performance of rockfill materials, and determines the compaction control standards of various fillers.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows: a test method for dam filling engineering construction rolling parameters comprises the following steps:
1) selecting a rigid foundation test field in a reservoir area on a dam body;
2) selecting excavated stones at a water inlet and a water outlet of an upper reservoir as test site fillers;
3) carrying out measurement paying-off on a test site, and arranging a plurality of test units;
4) measuring and recording the elevation of each test unit;
5) randomly selecting and determining a sinking point, a test pit point and a vertical penetration point in a single test unit;
6) paving a reverse filter layer, a cushion layer, a transition layer and a rockfill material in the test unit;
7) leveling the materials in the test unit by using a bulldozer;
8) vibrating the ground, performing static pressure of a plurality of test units in the whole test field, and measuring the elevation of a filling layer;
9) sprinkling water to the test units;
10) after the watering operation is finished for several hours, starting vibration of the vibration roller and rolling the test unit;
11) measuring the elevations of the filling layers in the rolled test units, and measuring the amount of subsidence at subsidence measuring points;
12) excavating to a rigid foundation at a test pit measuring point, and detecting compaction density and grain composition in the pit;
13) and detecting the permeability coefficient of the rolled filling layer at the vertical penetration point by adopting a pit test method.
In a preferred embodiment, the area of the test unit is not less than 13m × 30 m.
In a preferable scheme, in the step 6), the rockfill material is spread by adopting an occupancy method, and the spreading thickness of the rockfill material is the compacted thickness plus the pre-compression amount.
In a preferred embodiment, the precompression is in the range of 10-15% of the overall laydown thickness.
In a preferable scheme, in the step 7), after the material leveling operation is completed, the thickness of the paving layer is detected by using a level gauge so as to ensure that the thickness of the paving material reaches the required thickness.
In a preferable scheme, in the step 8), a single test unit is subjected to static pressure twice by using a vibration roller, and the static pressure operation of all the test units is completed in the test field at one time by using the vibration roller.
In a preferable scheme, in the step 10), a single test unit is vibrated and rolled for multiple times by using vibration rolls, each rolling is performed in a serpentine path, the vibration rolls enter from one side of the test unit and exit from the same side after being rolled along the serpentine path, and the rolling paths in different rows of test units are different in length.
In a preferred embodiment, in the step 9), the sprinkling amount of the sprinkling operation in the test units in different rows is different.
In a preferable scheme, in the step 10), when the rolling operation of the test unit positioned in the middle is carried out, the vibration rolling is carried out from the test unit which has finished rolling and measuring.
The test method for the rolling parameters in dam filling engineering construction provided by the invention has the following beneficial effects by adopting the structure:
(1) the simulation test is carried out under the condition closer to the actual construction condition, so that dam material filling parameters can be accurately determined;
(2) the data caused by the difference of standard conditions caused by repeated rolling of the rolled areas in the process of vibrating rolling in and out of the field is avoided.
Drawings
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
FIG. 1 is a diagram showing the overall layout of a test site according to the present invention.
FIG. 2 is a diagram of the vibro-hydrostatic route of the present invention.
Fig. 3 is a plot of crush lane of the vibrations of the present invention within a single test cell.
In the figure: test cell 1, sink station 2, test pit station 3, vertical penetration point 4.
Detailed Description
Example 1:
as shown in fig. 1, a test method for rolling parameters in dam filling engineering construction includes the following steps:
1) selecting a rigid foundation test field in a reservoir area on a dam body;
2) selecting excavated stones at a water inlet and a water outlet of an upper reservoir as test site fillers;
3) carrying out measurement paying-off on a test site, and arranging a plurality of test units 1;
4) measuring and recording the elevation of each test unit 1;
5) randomly selecting and determining a sinking point 2, a test pit point 3 and a vertical penetration point 4 in a single test unit 1, wherein the distance between the test points is 2m multiplied by 2m, and the precision is +/-1 mm;
6) paving a reverse filter layer, a cushion layer, a transition layer and an rockfill material in the test unit 1;
7) leveling the material in the test unit 1 by using a bulldozer;
8) vibrating the ground, performing static pressure of a plurality of test units 1 in the whole test field, and measuring the elevation of a filling layer;
9) performing sprinkling operation on the plurality of test units 1;
10) after the watering operation is finished for several hours, starting vibration of the vibration roller and rolling the test unit 1;
11) measuring the elevations of the filling layers in the plurality of test units 1 after rolling compaction, and measuring the amount of subsidence at subsidence measuring points 2;
12) excavating to a rigid foundation at a test pit measuring point 3, and detecting the compaction density and the grain composition in the pit;
13) and detecting the permeability coefficient of the rolled filling layer at the vertical penetration point 4 by adopting a pit test method.
In a preferred embodiment, the area of the test unit 1 is not less than 13m × 30 m.
In a preferable scheme, in the step 6), the rockfill material is spread by adopting an occupancy method, and the spreading thickness of the rockfill material is the compacted thickness plus the pre-compression amount.
In a preferred embodiment, the precompression is in the range of 10-15% of the overall laydown thickness.
In a preferable scheme, in the step 7), after the material leveling operation is completed, the thickness of the paving layer is detected by using a level gauge so as to ensure that the thickness of the paving material reaches the required thickness.
Example 2:
as shown in fig. 2, on the basis of example 1, a single test unit 1 uses vibration to grind static pressure twice, the vibration grinding completes static pressure operation of all test units 1 in a test field at one time, and a static pressure route completes static pressure operation in all test units 1 at one time according to the graph shown in fig. 2.
Example 3:
referring to fig. 3, on the basis of example 1, a single test unit 1 is vibrated and rolled for a plurality of times by using vibration rolls, each rolling is carried out in a serpentine path, the vibration rolls enter from one side of the test unit 1 and exit from the same side after being rolled along the serpentine path, and the rolling path lengths in different rows of test units are different. (one type of rolling path is shown, and the density and the number of turns of the rolling path in different test units 1 are different)
In a preferred embodiment, in the step 9), the amount of water sprayed in the water spraying operation in the test units 1 in different rows is different.
In a preferred scheme, in the step 10), when the rolling operation of the test unit 1 positioned in the middle is carried out, the vibration rolling is carried out from the test unit 1 which has finished rolling and measuring.
In a single test unit 1, static pressure and vibration rolling conditions are the same, water spraying amount is the same, pre-pressing elevation and post-pressing elevation measurement of a plurality of subsidence measuring points 2 are carried out in the single test unit 1, the elevation difference is a subsidence value, and the average of a plurality of subsidence values is the subsidence value in the test unit 1;
in a plurality of test units 1 in the same row, the static pressure and vibration rolling conditions are the same, the water spraying amount is different, a plurality of test pit measuring points 3 are excavated in a single test unit 1, the in-pit compaction density and the grain grading in the test pit measuring points 3 are detected, and the influence of different water spraying amount conditions on the compaction density, the grain grading and the subsidence value of the filling material can be measured;
in a plurality of test units 1 in the same row, different static pressure and vibration rolling conditions and the same water spraying amount are adopted, and a plurality of vertical penetration points 4 are used for detecting penetration in a single test unit 1, so that the influences of different rolling conditions on the compaction density, the grain grading and the settlement value of the filling material can be measured;
and finally, selecting the optimal rolling parameters of the filling materials by referring to the actual dam body condition according to different data results.
Claims (9)
1. A test method for dam filling engineering construction rolling parameters is characterized by comprising the following steps:
1) selecting a rigid foundation test field in a reservoir area on a dam body;
2) selecting excavated stones at a water inlet and a water outlet of an upper reservoir as test site fillers;
3) carrying out measurement paying-off on a test site, and arranging a plurality of test units (1);
4) measuring and recording the elevation of each test unit (1);
5) randomly selecting and determining a sinking point (2), a test pit point (3) and a vertical penetration point (4) in a single test unit (1);
6) the spreading of a reverse filter layer, a cushion layer, a transition layer and an rockfill material is carried out in the test unit (1);
7) leveling the material in the test unit (1) by using a bulldozer;
8) vibrating the ground, performing static pressure of a plurality of test units (1) in the whole test field, and measuring the elevation of a filling layer;
9) carrying out a water sprinkling operation on the plurality of test units (1);
10) after the watering operation is finished for several hours, starting vibration of the vibration roller and rolling the test unit (1);
11) measuring the elevations of filling layers in the rolled test units (1), and measuring the amount of subsidence at subsidence measuring points (2);
12) excavating to a rigid foundation at a test pit measuring point (3), and detecting the compaction density and the grain composition in the pit;
13) and (4) detecting the permeability coefficient of the rolled filling layer at the vertical penetration point (4) by adopting a pit test method.
2. The test method for the rolling parameters in dam filling engineering construction according to claim 1, wherein: the area of the test unit (1) is not less than 13m multiplied by 30 m.
3. The test method for the rolling parameters in dam filling engineering construction according to claim 1, wherein: and 6), paving the rockfill material by adopting an occupation method, wherein the paving thickness of the rockfill material is the compacted thickness plus the pre-compression amount.
4. The test method for the rolling parameters in dam filling engineering construction according to claim 3, wherein: the pre-compression amount is 10-15% of the whole paving thickness.
5. The test method for the rolling parameters in dam filling engineering construction according to claim 1, wherein: and 7), after the material flattening operation is finished, detecting the thickness of the paving layer by using a level gauge so as to ensure that the thickness of the paving material reaches the required thickness.
6. The test method for the rolling parameters in dam filling engineering construction according to claim 1, wherein: in the step 8), the single test unit (1) utilizes vibration grinding and static pressure twice, and the vibration grinding completes static pressure operation of all the test units (1) in the test field at one time.
7. The test method for the rolling parameters in dam filling engineering construction according to claim 1, wherein: in the step 10), a single test unit (1) utilizes vibration rolling to vibrate and roll for multiple times, each rolling is carried out in a snake-shaped route, vibration rolling enters from one side of the test unit (1) and exits from the same side after rolling along the snake-shaped route, and the lengths of the rolling routes in the test units (1) in different rows are different.
8. The test method for the rolling parameters in dam filling engineering construction according to claim 1, wherein: in the step 9), the sprinkling amount of the sprinkling operation in the test units (1) in different rows is different.
9. The test method for the rolling parameters in dam filling engineering construction according to claim 7, wherein: in the step 10), when the rolling operation of the test unit (1) positioned in the middle is carried out, the vibration rolling is carried out from the test unit (1) which finishes rolling and measuring.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010898631.5A CN112067540A (en) | 2020-08-31 | 2020-08-31 | Test method for rolling parameters in dam filling engineering construction |
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| CN202010898631.5A CN112067540A (en) | 2020-08-31 | 2020-08-31 | Test method for rolling parameters in dam filling engineering construction |
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0979924A (en) * | 1995-09-13 | 1997-03-28 | Hazama Gumi Ltd | Method for estimating compaction degree |
| CN102619208A (en) * | 2012-04-18 | 2012-08-01 | 贵州正业工程技术投资有限公司 | In-situ test method for carbonate rock boulder filler |
| CN107831217A (en) * | 2017-11-02 | 2018-03-23 | 清华大学 | One kind fills Continuous compacting acoustic wave sensing system and method |
-
2020
- 2020-08-31 CN CN202010898631.5A patent/CN112067540A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0979924A (en) * | 1995-09-13 | 1997-03-28 | Hazama Gumi Ltd | Method for estimating compaction degree |
| CN102619208A (en) * | 2012-04-18 | 2012-08-01 | 贵州正业工程技术投资有限公司 | In-situ test method for carbonate rock boulder filler |
| CN107831217A (en) * | 2017-11-02 | 2018-03-23 | 清华大学 | One kind fills Continuous compacting acoustic wave sensing system and method |
Non-Patent Citations (6)
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| 李兆喜: "黄水河水库面板堆石坝填筑施工质量控制", 《云南水力发电》, vol. 32, no. 06, 15 December 2016 (2016-12-15), pages 150 - 152 * |
| 江华 等: "三峡茅坪溪土石坝沥青混凝土心墙骑缝碾压工艺参数研究与选定", 《水利水电技术》, vol. 35, no. 9, 31 December 2004 (2004-12-31), pages 98 - 100 * |
| 王波 等: "仙居抽水蓄能电站上水库面板堆石坝碾压试验参数合理选择", 《土石坝技术》2015年论文集, 1 December 2015 (2015-12-01), pages 275 - 277 * |
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