CN116556264B - Slope reinforcement method combining vertical drainage body with drainage - Google Patents
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- 238000009933 burial Methods 0.000 description 2
- 239000004927 clay Substances 0.000 description 2
- 239000013049 sediment Substances 0.000 description 2
- 241000212384 Bifora Species 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/10—Restraining of underground water by lowering level of ground water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
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- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
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Abstract
The invention discloses a slope reinforcement method combining a vertical drainage body with a pump drainage, which comprises the following steps: adding a vertical drainage body penetrating through the soft soil layer into the deep soft soil layer of the side slope, driving a pumping well penetrating through the soft soil layer and reaching the permeable layer at the bottom of the side slope, pumping water from the permeable layer at the bottom of the soft soil layer to enable the underground water level to drop, keeping the water level to drop for a period of time, and determining a side slope construction plan on the basis of consolidation analysis and side slope stability analysis. According to the invention, the vertical drainage body is added into the deep soft soil layer of the side slope, the soft soil layer is subjected to negative pressure by pumping down water, and meanwhile, the consolidation of the soft soil layer is accelerated by utilizing the vertical drainage body, so that the shear strength of the soft soil layer can be effectively improved in a short time, and the purpose of reinforcing the side slope is achieved. The method is suitable for reinforcing the side slope formed by digging or filling on the deep soft soil layer.
Description
Technical Field
The invention relates to a slope reinforcement technology, in particular to a slope reinforcement method combining a vertical drainage body with a pump drainage.
Background
In hydraulic and hydroelectric engineering, high slopes may be formed on deep soft soil sedimentary layers due to the construction of dams, embankments or excavation of foundation pits. For example, the dam of the Yunnan apron reservoir has a maximum dam height of 52m and a soft soil layer area of the dam foundation exceeding 0.4km 2 Maximum burial depth 33m, average burial depth more than 20m; and (3) pulling the upstream cofferdam of the Java hydropower station, constructing the upstream cofferdam with the height of 59m on a 50m thick deep soft soil sedimentary layer, and excavating a 70m deep foundation pit downstream to form a high slope with the height of more than 120 m. The vertical drainage bodies such as sand piles, gravel piles, plastic drainage plates and the like are added into the soft foundation, so that the drainage consolidation of the foundation can be accelerated, and the soft foundation reinforcement method is more common. However, under normal conditions, the vertical drainage body is only arranged below the filling body, so that the dissipation of hyperstatic pore water pressure generated by filling is promoted, the effective internal friction angle of soft soil is enabled to play a role, and the shear strength of the soft soil foundation is improved. In the excavated side slope, because the hyperstatic pore water pressure generated by excavation is negative, vertical drainage bodies are rarely adopted to strengthen the excavated side slope. But under the favorable condition of geological conditions, the mode that adopts vertical drainage body and pump drainage to combine together utilizes the negative pressure that the pump drainage produced to apply the load for soft soil foundation, and vertical drainage body can promote the quick consolidation of weak soil simultaneously, can improve the shear strength of soft soil layer in the short time, plays the effect of effectively strengthening the side slope. The method can be used for constructing high slopes generated by filling projects such as dams, embankments and the like, and can also be used for excavating formed slopes.
Disclosure of Invention
The invention aims to provide a slope reinforcement method combining a vertical drainage body and a pumping drainage.
The invention is suitable for side slopes formed by filling or excavating the deep soft soil layer, and a relatively communicated permeable layer is generally required to be arranged at the lower part or the middle part of the deep soft soil layer. The principle is that the pump drainage is utilized to improve the effective dead weight stress of the soft soil layer, and the vertical drainage body is utilized to accelerate the consolidation of the soft soil layer, thereby achieving the purpose of reinforcing the side slope.
In order to achieve the above purpose, the invention is implemented according to the following technical scheme:
adding a vertical drainage body penetrating through the soft soil layer into the deep soft soil layer of the side slope, and driving a pumping well penetrating through the soft soil layer and reaching the permeable layer at the bottom into the side slope.
Further, pumping water in the pumping well before the slope is excavated to reduce the groundwater level in the slope reinforcement range and evaluate the slope stability safety factor through slope stability analysis, which comprises determining the minimum safety factor F according to design criteria s-min And determining a slope stability safety factor F by calculating the shear strength and the radial average consolidation of the soft soil layer through the real-time water level reduction s Greater than minimum safety factor F s-min Meets the design requirement of the shear strength of the soft soil layer.
Further, the shear strength of the soft soil layer is calculated according to the following formula:
τ f ＝τ f0 +Φ(t)γ w ΔHtanφ′
wherein τ f0 The shear strength of the natural soft soil layer before reinforcement can be measured by an in-situ cross-plate test or according to tau f0 ＝c cu +σ′ c tanφ cu Calculation, c cu 、φ cu To consolidate cohesion and internal friction angle, sigma 'measured in non-drainage test' c Effective stress for reinforcing the front natural soil layer; phi (t) is the radial average consolidation degree of the soft soil layer and changes along with the time t; gamma ray w Is the volume weight of water; ΔH is calculated water level drop depth, and when the calculated point is below the water level after water pumping, ΔH is water pumpingThe water level is lowered deeply; when the calculation point is located between the water levels before and after pumping, Δh=z w0 -z，z w0 Z is the calculated point elevation for the groundwater level before pumping; when the calculated point is above the water level before pumping, Δh=0, Φ' is the effective internal friction angle of the soft soil.
Further, the radial average consolidation degree of the soft soil layer is calculated according to the following formula:
wherein C is h Is the horizontal consolidation coefficient of soft soil; d, d e The diameter of the vertical drainage body is influenced by the plane arrangement of the drainage body and is usually (1.05-1.13) times of the interval between the drainage bodies; f is a comprehensive coefficient reflecting the influence of factors such as the ratio of the diameter to the distance of the drainage bodies, the permeability coefficient of the drainage bodies, the disturbance of the construction of the drainage bodies on the soil layer and the like.
The beneficial effects of the invention are as follows:
1, the method is suitable for the side slope meeting the following conditions: the side slope is formed by filling or excavating a saturated soft soil foundation, the soft soil layer is thicker, and a soil layer (such as a gravel layer) with better water permeability exists at the lower part of the soft soil layer; the groundwater supply source of the permeable layer at the lower part of the soft soil layer is cut off conditionally, and the groundwater level can be reduced by pumping water from the permeable layer at the lower part of the soft soil layer.
2, the vertical drainage body is added at the lower part of the filling body, so that the vertical drainage body in the soft soil layer is communicated with the water permeable layer at the bottom, water is pumped from the water permeable layer at the bottom of the soft soil layer before the slope is excavated, the soft soil layer is quickly solidified by utilizing the vertical drainage body, the effective stress of the soft soil layer can be quickly improved, the shear strength of the soft soil layer is improved, and the purpose of reinforcing the slope is achieved.
Drawings
FIG. 1 is a schematic diagram of slope reinforcement of a cofferdam and excavated pit upstream of a hydropower station of the present invention;
FIG. 2 is a schematic diagram of the construction process of the upstream cofferdam and excavated foundation pit of a hydropower station according to the present invention;
FIG. 3 is a schematic diagram showing the change of radial average consolidation degree with time after the soft soil layer is pumped out in a side slope formed by a cofferdam and an excavated foundation pit at the upstream of a certain hydropower station;
FIG. 4 is a schematic diagram of a side slope stability analysis result when excavation of a foundation pit is completed under the condition of no pumping drainage in a side slope formed by an upstream cofferdam of a hydropower station and an excavated foundation pit;
fig. 5 is a schematic diagram of a stability analysis result when excavation of a foundation pit is completed under the condition of combining pumping among side slopes formed by an upstream cofferdam of a hydropower station and an excavated foundation pit.
Detailed Description
The invention will be further described with reference to the accompanying drawings and specific embodiments, wherein the exemplary embodiments and descriptions of the invention are for purposes of illustration, but are not intended to be limiting.
In the embodiment, a cofferdam at the upstream of a hydropower station is selected as an illustration, a barrier lake sediment layer with larger thickness is arranged in the middle of a foundation, the main components of the cofferdam and the sediment layer are clay with poorer water permeability, the clay and the silt are softer, and the total thickness is about 50m; the surface layer and the bottom layer of the foundation are river impact layers with better water permeability, and the components are mainly sand gravel. After a cofferdam with the height of 59m is built on the river bed of the blocking section, deep side slopes with the depth of 63m are excavated at the downstream of the cofferdam, and the height of the combined side slopes of the cofferdam and the side slopes is 132m. According to the grade of the engineering side slope, the stability safety coefficient of the side slope under each working condition in the foundation pit excavation process is required to be not less than 1.3.
For the case, only the vertical drainage body is added to meet the slope stability requirement in the cofferdam filling process, but the height of the combined cofferdam-foundation pit slope is larger in the slope excavation process, and the shear strength of the soil body must be further improved to meet the slope stability requirement. Therefore, a reinforcement mode of the vertical drainage body and the pump drainage is adopted.
FIG. 1 is a schematic diagram of a reinforcement scheme of the slope engineering, wherein a closed impervious wall for cutting off a permeable layer is driven into the upstream side of a cofferdam so as to cut off a groundwater supply source; pumping water into a pumping well on a platform between a cofferdam downstream side slope and a foundation pit excavation surface, wherein the depth of the pumping well reaches a permeable layer at the bottom of a soft soil layer. 3 months in 2022, completing the construction of the downcomer well; beginning to pump water when the side slope is excavated in 2022 and 4 months and 1 month, and reducing the water level below a soft soil layer in 2022 and 4 months and 20 months;
FIG. 2 shows the slope construction process, and the shear strength of the soft soil layer after pumping is calculated according to the following formula
τ f ＝τ f0 +Φ(t)γ w ΔHtanφ′
Wherein: τ f0 The shear strength of the natural soft soil layer before reinforcement can be measured by an in-situ cross-plate test or according to tau f0 ＝c cu +σ′ c tanφ cu Calculation, c cu 、φ cu To consolidate cohesion and internal friction angle, sigma 'measured in non-drainage test' c Effective stress for reinforcing the front natural soil layer; phi (t) is the radial average consolidation degree of the soft soil layer and changes along with the time t; gamma ray w Is the volume weight of water; Δh is calculated as the water level drop, the groundwater level is above the soft soil layer before pumping, thus Δh=z w0 -z，z w0 For the groundwater level before pumping, z is the calculated point elevation, wherein the radial average consolidation degree phi (t) of the soft soil layer is calculated according to the following formula:
wherein:
C h is the horizontal consolidation coefficient of soft soil, C in this case h ＝2.0×10 -3 cm2/s；d e The diameter of the vertical drainage bodies is influenced by the planar arrangement of the drainage bodies, typically (1.05-1.13) times the spacing of the drainage bodies, in this case the quincuncial arrangement, the spacing and the pitch being equal, all 2.5m, thus d e =2.825 m; f is a comprehensive coefficient reflecting the influence of factors such as the ratio of the diameter to the distance of the drainage bodies, the permeability coefficient of the drainage bodies, the disturbance of the construction of the drainage bodies on the soil layer and the like. For this case, the design diameter of the drainage body was 1m, F was calculated as follows
F＝F n +F s +F′ r
Wherein:
F n reflecting the well diameter ratio n=d e /d w Is used for the control of the (c),
F s reflecting the influence of the smearing effect, taking the diameter of the smearing area as 1.2m, the permeability coefficient of the smearing area as 1/10 of that of the soil between piles, and F s ＝(k h /k s -1)ln(d s /d w )≈1.641；
F′ r Reflecting the effect of well resistance, varying along the depth,can be ignored.
FIG. 3 is a graph showing the average radial consolidation of soft soil layers over time in this process, so that F is about 3.55 in this case.
According to the requirements of related design specifications, a common method for slope stability analysis is a limit balance method, and a simplified Bishop method, a Morgenson-Price method and the like are available according to the difference of the assumed sliding surface morphology and the condition force. The soft soil layer of the case is complex, so that the sliding surface is assumed to be a multi-section line in slope stability analysis, and the slope stability analysis is carried out by using a Morgenstern-Price method.
As shown in table 1 and fig. 4, the slope stability when the excavation of the foundation pit is completed under the condition of no pumping drainage is analyzed, and the obtained slope stability safety coefficient is only 1.16, and the design requirement cannot be met; and under the condition of combining pumping drainage, analyzing the stability of the side slope under each working condition in the foundation pit excavation process, wherein the analysis result is shown in table 2, and the stability and safety coefficient of the side slope is 1.557 at the moment of completing the foundation pit excavation, as shown in fig. 5. Therefore, compared with a scheme without pumping, the reinforcing scheme combined with pumping obviously improves the stability of the cofferdam-foundation pit combined slope in the foundation pit excavation process.
Before slope reinforcement, sufficient geological investigation and analysis should be performed to evaluate the stability of the slope and the necessity of reinforcement, and the materials of the vertical drainage body are selected to have good water permeability, durability and stability to ensure stable drainage. For the condition that the filling forms a side slope, a drainage cushion layer is arranged on the surface of the foundation before filling, and the drainage cushion layer is usually gravels or sand gravel with a certain thickness so as to improve the drainage efficiency of the soft foundation layer. In the filling or excavation process, the deformation of the side slope and the pore water pressure are preferably monitored so as to ensure the stability of the side slope.
TABLE 1 analysis results of overall anti-skid stability of excavated cofferdam-foundation pit side slope without pumping
| Time of day | Excavation elevation (m) | Safety coefficient for slope stabilization |
| 2022, 6, 1 | 2530 | 1.687 |
| 2022, 7, 1 | 2525 | 1.465 |
| 2022, 9, 1 | 2515 | 1.285 |
| 2022, 11, 1 | 2505 and below | 1.164 |
Table 2 results of analysis of stability of the entire side slope of cofferdam-foundation pit in the side slope excavation process under the condition of matching with pumping drainage
The technical scheme of the invention is not limited to the specific embodiment, and all technical modifications made according to the technical scheme of the invention fall within the protection scope of the invention.
Claims (2)
1. A slope reinforcement method combining a vertical drainage body with a pumping drainage is characterized in that: the method comprises adding vertical drainage body penetrating soft soil layer into deep soft soil layer of side slope, pumping water into pumping well penetrating soft soil layer and reaching permeable layer at bottom, pumping water into pumping well before side slope excavation to reduce groundwater level in side slope reinforcement range and evaluate side slope stability safety coefficient by side slope stability analysis, and determining minimum safety coefficient F according to design standard s-min And determining a slope stability safety factor F by calculating the shear strength and the radial average consolidation of the soft soil layer through the real-time water level reduction s Greater than minimum safety factor F s-min The design requirement of the shear strength of the soft soil layer is met, and the shear strength of the soft soil layer is calculated according to the following formula:
τ f ＝τ f0 +Φ(t)γ w ΔH tanφ′
wherein τ f0 The shear strength of the natural soft soil layer before reinforcement can be measured by an in-situ cross-plate test or according to tau f0 ＝c cu +σ′ c tanφ cu Calculation, c cu 、φ cu To consolidate cohesion and internal friction angle, sigma 'measured in non-drainage test' c Effective stress for reinforcing the front natural soil layer; phi (t) is the radial average consolidation degree of the soft soil layer and changes along with the time t; gamma ray w Is the volume weight of water; ΔH is the calculated water level drop depth, when the calculated point is positioned on the pumped waterWhen the water level is below the water level, delta H is the water level reduction caused by pumping; when the calculation point is located between the water levels before and after pumping, Δh=z w0 -z，z w0 Z is the calculated point elevation for the groundwater level before pumping; when the calculated point is above the water level before pumping, Δh=0, Φ' is the effective internal friction angle of the soft soil.
2. The slope reinforcement method of a combination of a vertical drainage body and a pump drainage according to claim 1, wherein: the radial average consolidation degree of the soft soil layer is calculated according to the following formula:
wherein C is h Is the horizontal consolidation coefficient of soft soil; d, d e The diameter of the vertical drainage body is influenced by the plane arrangement of the drainage body and is usually (1.05-1.13) times of the interval between the drainage bodies; f is a comprehensive coefficient reflecting the influence of factors such as the ratio of the diameter to the distance of the drainage bodies, the permeability coefficient of the drainage bodies, the disturbance of the construction of the drainage bodies on the soil layer and the like.
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| 关于饱和软土地基堤坝边坡稳定分析总应力法的讨论;陈祖煜等;水利水电技术;第51卷(第2020年第12期期);1-8 * |
| 真空联合堆载预压法软基加固特性及地下水位变化研究;罗戌;河海大学硕士学位论文;1-113 * |
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