CN113279408A - Method for carrying out engineering pile construction at bottom of deep soft soil foundation pit - Google Patents
Method for carrying out engineering pile construction at bottom of deep soft soil foundation pit Download PDFInfo
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- CN113279408A CN113279408A CN202110523463.6A CN202110523463A CN113279408A CN 113279408 A CN113279408 A CN 113279408A CN 202110523463 A CN202110523463 A CN 202110523463A CN 113279408 A CN113279408 A CN 113279408A
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- 239000002689 soil Substances 0.000 title claims abstract description 100
- 238000010276 construction Methods 0.000 title claims abstract description 32
- 238000000034 method Methods 0.000 title claims abstract description 23
- 230000008093 supporting effect Effects 0.000 claims abstract description 20
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 19
- 238000009412 basement excavation Methods 0.000 claims description 18
- 239000011435 rock Substances 0.000 claims description 9
- 230000002093 peripheral effect Effects 0.000 claims description 3
- 230000002776 aggregation Effects 0.000 claims description 2
- 238000004220 aggregation Methods 0.000 claims description 2
- 239000004575 stone Substances 0.000 description 6
- 230000000694 effects Effects 0.000 description 4
- 208000035126 Facies Diseases 0.000 description 3
- 239000002893 slag Substances 0.000 description 3
- 238000001125 extrusion Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 230000035945 sensitivity Effects 0.000 description 1
- 125000006850 spacer group Chemical group 0.000 description 1
- 235000013311 vegetables Nutrition 0.000 description 1
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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
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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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Abstract
The invention aims to provide a method for constructing an engineering pile at the bottom of a deep soft soil foundation pit, which saves cost, is convenient to construct, and effectively ensures the stability and safety of the engineering pile. The method comprises the following steps: a. carrying out foundation pit supporting construction; b. excavating the foundation pit to the bottom elevation of the bottom plate of the foundation pit, continuously excavating the bottom elevation of the bottom plate of the foundation pit downwards for a certain depth, laying a layer of plain soil layer in the re-excavated depth and compacting, wherein the upper surface of the plain soil layer is flush with the bottom elevation of the bottom plate of the foundation pit; c. and then carrying out engineering pile construction on the plain soil layer. The invention is applied to the technical field of construction of engineering piles in foundation pits.
Description
Technical Field
The invention is applied to the technical field of construction of engineering piles in foundation pits, and particularly relates to a method for constructing engineering piles at the bottom of a deep soft soil foundation pit.
Background
Soft soil layers such as coastal facies, delta facies and inland facies are distributed in coastal zones of China, particularly coastal zones of the Bay of Guangdong, Hongkong and Australia. The soft soil layer has the characteristics of large thickness, small clay particles, large pore ratio, high water content, large compressibility, high sensitivity and the like, and is in a saturated, soft-fluid plastic state. In order to effectively utilize space, at present, a plurality of buildings are provided with basements with different layers, and the bottom plates of the basements are positioned in deep soft soil layers. As shown in figure 1, A is a filling layer, B is a soft soil layer, C is a non-soft soil embedding layer, D is a supporting device, and H is a pile driver. In the prior art, all engineering piles of a building are constructed on a natural terrace paved with a layer of filling soil, foundation pit supporting engineering is constructed synchronously or slightly after the construction, and then foundation pit excavation and basement construction are carried out. In the process of excavating foundation pit earthwork, because the basement bottom plate is in a deep soft-plastic state soft soil stratum, the engineering pile lacks a soil layer protection with good stability, and the following engineering problems often occur:
firstly, the elevation of the pile top is positioned below a bearing platform at the bottom of a bottom plate of an underground chamber, and construction engineering piles generate empty piles and backfill the empty piles to cause unnecessary cost;
secondly, the pile top is often in soft soil, and the pile top can not form effective fixing action due to the soft soil when the engineering pile is sent, so that the engineering pile is easy to deviate and the pile position is inaccurate;
thirdly, when the quantity of the engineering piles constructed in the pit bottom is gradually increased, the soft soil is high in compressibility and is easy to be extruded and flow by the continuously driven engineering piles, so that the engineering piles driven into nearby positions in the foundation pit are extruded, and the firstly driven engineering piles are easy to offset or even break due to lack of good soil layers for effective fixation;
when the earthwork of the basement foundation pit is excavated, pressure difference is generated due to the height difference between the operation surface and the foundation pit bottom, and the loads of the excavator and the soil loading vehicle and the dynamic load generated during operation act on the foundation pit bottom formed by excavation, and the deep soft soil at the foundation pit bottom is easy to flow under the action of the loads, so that the engineering pile at the foundation pit bottom is extruded to be deviated or even broken;
if the engineering pile is extruded and broken by soft soil after the foundation pit is excavated, the engineering pile is very difficult to remedy because the deep soft soil exists at the bottom of the foundation pit;
after the foundation pit is excavated, due to the fact that deep soft soil exists at the bottom of the foundation pit, the soft soil is difficult to form an effective foundation pit bottom supporting effect on the foundation pit supporting structure at the bottom of the foundation pit, and the foundation pit supporting structure is prone to accidents such as slippage, foot raising and even collapse.
Therefore, in the deep soft soil engineering designed with the basement, the construction mode of firstly piling and then excavating the foundation pit earthwork of the basement easily generates a plurality of engineering quality problems and potential safety hazards which are difficult to remedy, and the construction cost is high.
Disclosure of Invention
The invention aims to solve the technical problem of overcoming the defects of the prior art and provides a method for constructing an engineering pile at the bottom of a deep soft soil foundation pit, which saves cost, is convenient to construct and effectively ensures the stability and safety of the engineering pile.
The technical scheme adopted by the invention is that the method comprises the following steps:
a. carrying out foundation pit supporting construction;
b. excavating the foundation pit to the bottom elevation of the bottom plate of the foundation pit, continuously excavating the bottom elevation of the bottom plate of the foundation pit downwards for a certain depth, laying a layer of plain soil layer in the re-excavated depth and compacting, wherein the upper surface of the plain soil layer is flush with the bottom elevation of the bottom plate of the foundation pit;
c. and then carrying out engineering pile construction on the plain soil layer.
The scheme shows that after the supporting construction is made, the foundation pit is excavated to the bottom elevation of the bottom plate, a plain soil layer is laid and compacted at the depth, and then the construction operation of the engineering pile is carried out on the plain soil layer; because a plain soil layer is laid on the soft soil layer and is in a tamping state, after the construction of the engineering pile, the pile top is in the plain soil layer, and the pile top can form an effective fixing action due to the plain soil layer when the engineering pile is sent, the engineering pile is prevented from shifting, and the accuracy of the pile position is further ensured; when the quantity of the engineering piles constructed in the pit bottom is gradually increased, even if the soft soil is high in compressibility and is easily extruded and flows by the continuously driven engineering piles, the plain soil layer and the non-soft soil embedding layer positioned below the soft soil layer have fixing effects on the upper end and the lower end of the engineering piles due to the existence of the plain soil layer, so that the engineering piles driven into other positions in the foundation pit firstly are not extruded, and the deviation and even the broken piles of the firstly driven engineering piles are further avoided; when the basement foundation pit earthwork is excavated, pressure difference is generated due to the height difference between the operation surface and the foundation pit bottom, and the loads of the excavator and the earth loading vehicle and dynamic loads generated during operation act on the foundation pit bottom formed by excavation, and a thicker vegetarian soil layer is paved at the foundation pit bottom, so that the vegetarian soil layer does not flow under the action of the loads even if deep soft soil exists below the vegetarian soil layer, and the phenomenon of extrusion deviation or even extrusion breakage of the engineering pile at the foundation pit bottom is ensured; because the engineering pile is stably fixed by the plain soil layer and cannot be extruded and broken by soft soil, the phenomenon of remedying the engineering pile cannot occur; after the foundation pit earthwork is excavated, due to the laying of the plain soil layer, the plain soil layer can form an effective bottom supporting effect on the foundation pit supporting structure at the bottom of the foundation pit, the foundation pit supporting structure can be kept stable, and accidents such as slippage, foot raising and even collapse are avoided.
The further optimized scheme is that the specific steps of the step b are as follows:
b1. planning a temporary unearthed lane for vehicles to pass between the inside and the outside of the foundation pit field surrounded by the support;
b2. excavating from the peripheral earthwork in the foundation pit to the bottom elevation of the bottom plate of the pit bottom by adopting saddle type intervals from the edge in the foundation pit to the central area of the foundation pit by taking the temporary lane setting position as a surrounding point;
b3. excavating earthwork from the bottom elevation of the foundation pit to a depth below the bottom plate and backfilling plain soil to the bottom elevation of the bottom plate at any time when the bottom elevation of the bottom plate of the foundation pit is excavated each time;
b4. b2 and b3, carrying out saddle type interval excavation on unearthed earthwork in the foundation pit from the edge in the foundation pit to the central area of the foundation pit and backfilling plain soil to the bottom elevation of the bottom plate at any time;
b5. and c, after the backfilling of the plain soil is completed in the whole foundation pit according to the step b4, compacting the backfilled plain soil in the foundation pit by using an excavator, and keeping the upper surface of the plain soil layer level with the bottom elevation of the foundation pit.
According to the scheme, when the foundation pit is excavated and the plain soil layer is laid specifically, the foundation pit is excavated to the bottom elevation of the bottom plate of the pit at the saddle type interval, the foundation pit is continuously excavated to a certain depth, and the plain soil is backfilled at the excavated position, so that the adverse effect that the lower soft soil layer flows to cause instability of the supporting structure due to the paving construction process is avoided; the supporting and reinforcing effects of the foundation pit bottom are enhanced, and the stability and the safety of a deep soft soil foundation pit supporting system are enhanced; by changing the method of constructing the engineering pile on the natural terrace, the method saves the pile feeding engineering quantity and cost; the phenomena of inclined piles, broken piles and the like of the engineering piles caused by foundation pit soft soil excavation are avoided, and the engineering quality is improved.
Furthermore, in the step b3, earth is excavated from the bottom elevation of the foundation pit bottom plate to a depth below the bottom plate, wherein the depth is 1.5-2.5 m. Therefore, the depth of the laid plain soil layer is thick enough, stability and safety can be guaranteed during construction of the engineering pile, the fixing effect on the engineering pile can be guaranteed after construction of the engineering pile, the soft soil below the plain soil layer has a pressing effect, and the stability and reliability of the bottom of the foundation pit can be guaranteed even if a temporary vehicle enters and exits by matching with a saddle type interval construction mode.
Still further, in the step b1, the temporary unearthed lane is filled with rock blocks and ballast. Therefore, the temporary unearthed lane is filled with the stone blocks and the stone slag, and the stability and the reliability of the temporary unearthed lane can be guaranteed even if large and heavy vehicles pass in and out of the lane.
The step b5 further comprises the following steps:
more preferably, the drainage ditch and the collection well are respectively arranged at the bottom of the foundation pit and the top of the foundation pit, the drainage ditch at the bottom of the foundation pit is gathered to the collection well at the bottom of the foundation pit, the water suction pump is arranged in the collection well at the bottom of the foundation pit, the water outlet pipe of the water suction pump is connected to the collection well at the top of the foundation pit, and the drainage at the top of the foundation pit is communicated with a municipal drainage pipeline. Through setting up escape canal and collector well, can discharge the water in the foundation ditch smoothly, guarantee the dry and comfortable and stable and the reliability in plain soil layer.
The width of the temporary unearthed lane is set to be 5-10 m, and the thickness of filling the rock blocks and the rock ballast is 1.5-2.5 m. Therefore, the width of the temporary unearthed lane is wide enough, safe and stable, and the safety of vehicles passing in and out and the stability of the plain soil layer can be guaranteed.
Drawings
FIG. 1 is a simplified schematic diagram of a construction method of an engineering pile in the prior art;
FIG. 2 is a schematic cross-sectional view of the construction of the foundation pit support of the present invention;
FIG. 3 is a schematic cross-sectional view of the excavation of the earth around the foundation pit at saddled intervals to the elevation of the bottom plate;
FIG. 4 is a schematic cross-sectional view of a depth standard height below the bottom of a base plate by excavating earthwork at saddle-type intervals around a foundation pit to change filling soil;
FIG. 5 is a schematic cross-sectional view of the foundation pit from the periphery to the middle of the foundation pit, wherein the foundation pit is filled with plain soil by excavation at saddle-type intervals;
FIG. 6 is a schematic cross-sectional view of a fully formed layer of vegetable soil within a foundation pit;
FIG. 7 is a schematic cross-sectional view of the pile driver entering the pit in preparation for driving the pile;
FIG. 8 is a top plan view of a saddle type spacer construction arrangement.
Detailed Description
The method comprises the following steps:
a. carrying out foundation pit supporting construction;
b. excavating the foundation pit to the bottom elevation of the bottom plate of the foundation pit, continuously excavating the bottom elevation of the bottom plate of the foundation pit downwards for a certain depth, laying a layer of plain soil layer in the re-excavated depth and compacting, wherein the upper surface of the plain soil layer is flush with the bottom elevation of the bottom plate of the foundation pit;
c. and then carrying out engineering pile construction on the plain soil layer.
The specific steps of the step b are as follows:
b1. planning a temporary unearthed lane for vehicles to pass between the inside and the outside of a foundation pit field surrounded by a support, and filling the temporary unearthed lane with stones and stone slag, wherein the width of the temporary unearthed lane is set to be 5-10 m, and the thickness of the filled stones and stone slag is 1.5-2.5 m;
b2. excavating from the peripheral earthwork in the foundation pit to the bottom elevation of the bottom plate of the pit bottom by adopting saddle type intervals from the edge in the foundation pit to the central area of the foundation pit by taking the temporary lane setting position as a surrounding point;
b3. excavating earthwork from the bottom elevation of the foundation pit to a depth below the bottom plate and backfilling plain soil to the bottom elevation of the bottom plate at any time when the bottom elevation of the bottom plate of the foundation pit is excavated every time, wherein the depth is 1.5-2.5 m;
b4. b2 and b3, carrying out saddle type interval excavation on unearthed earthwork in the foundation pit from the edge in the foundation pit to the central area of the foundation pit and backfilling plain soil to the bottom elevation of the bottom plate at any time;
b5. after the backfilling of the plain soil in the whole foundation pit is completed according to the step b4, compacting the backfilled plain soil in the foundation pit by using an excavator, and keeping the upper surface of the plain soil layer level with the bottom elevation of the foundation pit;
b6. set up escape canal and water collection well at the bottom of the foundation ditch respectively with the foundation ditch top, the water collection well at the bottom of the foundation ditch aggregation to the foundation ditch bottom, install the suction pump in the water collection well at the bottom of the foundation ditch, the outlet pipe of suction pump connects to the water collection well at the top of the foundation ditch, the drainage at the top of the foundation ditch is communicated to municipal drainage pipe.
The present invention will be described in detail with reference to specific examples.
In the embodiment, the method comprises the following construction steps:
(1) supporting construction of a foundation pit is shown in fig. 2, wherein A is a filling layer, B is a soft soil layer, C is a non-soft soil embedding layer, D is a supporting device, and the meanings of marks in other figures are the same as the above;
(2) excavating the earthwork on the inner periphery of the foundation pit at intervals to the bottom elevation of the bottom plate as shown in figure 3;
(3) excavating earthwork from the bottom elevation of the bottom plate to 1.5 m +/-below the bottom of the bottom plate (excavating from a bearing platform to 1.5 m +/-below the bottom of the bearing platform), and backfilling plain soil to the bottom elevation of the bottom plate at any time, wherein E is the backfilled plain soil as shown in figure 4;
(4) carrying out saddle type interval excavation on earthwork which is not excavated on the inner periphery of the foundation pit and is excavated by earthwork according to the steps (2) and (3) and backfilling plain soil at any time, as shown in figure 5;
(5) excavating from the edge of the foundation pit to the earthwork which is 1.5 m +/-below the bottom plate of the central area of the foundation pit (1.5 m +/-below the bottom of the bearing platform at the position with the bearing platform) step by step according to the methods of the steps (2) to (4) and backfilling with plain soil at any time, as shown in fig. 5;
(6) excavating from the center of the foundation pit to the earthwork 1.5 m +/-below the bottom plate of the unearthed lane (1.5 m +/-below the bottom of the bearing platform at the position with the bearing platform) step by step according to the methods of the steps (2) to (4) and backfilling plain soil at any time, as shown in figure 5;
(7) compacting the backfilled plain soil in the foundation pit by using an excavator;
(8) filling an entrance temporary lane (2 m +/-and 6-8 m wide) with rock blocks and rock ballast and compacting, wherein F is a plain soil layer, and G is a temporary unearthing lane, as shown in figure 6;
(9) a drainage ditch and a water collection well are respectively arranged at the bottom of the foundation pit and the top of the foundation pit, a water suction pump is arranged on the water collection well at the bottom of the foundation pit, a water outlet pipe of the water suction pump is connected to the water collection well at the top of the foundation pit, drainage at the top of the foundation pit is communicated to a municipal drainage pipeline, as shown in figure 6, wherein I is the drainage ditch;
(10) the pile driver and material are advanced to the base pit bottom as shown in fig. 7, where H is the pile driver;
(11) and (5) carrying out pile foundation construction in the foundation pit.
The invention divides the interior of the foundation pit into a plurality of areas, the area of each area is about 100 square meters, and each construction is carried out aiming at one area. And constructing at intervals by adopting a saddle type. As shown in fig. 8, starting from a position close to the temporary unearthed lane and located at the edge in the foundation pit, wherein 1-1 represents a 1 st saddle interval excavation and filling area, 1-2 represents a 2 nd saddle interval excavation and filling area, 2-1 represents a 3 rd saddle interval excavation and filling area, 2-2 represents a 4 th saddle interval excavation and filling area, 3-1 represents a 5 th saddle interval excavation and filling area, 3-2 represents a 6 th saddle interval excavation and filling area, n represents a final unearthed lane area, and n-1 to n-5 represent a final unearthed lane area excavation and filling sequence.
The invention saves the pile feeding engineering quantity and cost by changing the method of constructing the engineering pile on the natural terrace; the supporting and reinforcing effects of the foundation pit bottom are enhanced, and the stability and the safety of a deep soft soil foundation pit supporting system are enhanced; the phenomena of inclined piles, broken piles and the like of the engineering piles caused by foundation pit soft soil excavation are avoided, and the engineering quality is improved.
Claims (6)
1. A method for carrying out construction of an engineering pile at the bottom of a deep soft soil foundation pit is characterized by comprising the following steps:
a. carrying out foundation pit supporting construction;
b. excavating the foundation pit to the bottom elevation of the bottom plate of the foundation pit, continuously excavating the bottom elevation of the bottom plate of the foundation pit downwards for a certain depth, laying a layer of plain soil layer in the re-excavated depth and compacting, wherein the upper surface of the plain soil layer is flush with the bottom elevation of the bottom plate of the foundation pit;
c. and then carrying out engineering pile construction on the plain soil layer.
2. The method for constructing the engineering pile at the bottom of the deep soft soil foundation pit according to claim 1, wherein the concrete steps of the step b are as follows:
b1. planning a temporary unearthed lane for vehicles to pass between the inside and the outside of the foundation pit field surrounded by the support;
b2. excavating from the peripheral earthwork in the foundation pit to the bottom elevation of the bottom plate of the pit bottom by adopting saddle type intervals from the edge in the foundation pit to the central area of the foundation pit by taking the temporary lane setting position as a surrounding point;
b3. excavating earthwork from the bottom elevation of the foundation pit to a depth below the bottom plate and backfilling plain soil to the bottom elevation of the bottom plate at any time when the bottom elevation of the bottom plate of the foundation pit is excavated each time;
b4. b2 and b3, carrying out saddle type interval excavation on unearthed earthwork in the foundation pit from the edge in the foundation pit to the central area of the foundation pit and backfilling plain soil to the bottom elevation of the bottom plate at any time;
b5. and c, after the backfilling of the plain soil is completed in the whole foundation pit according to the step b4, compacting the backfilled plain soil in the foundation pit by using an excavator, and keeping the upper surface of the plain soil layer level with the bottom elevation of the foundation pit.
3. The method for constructing the engineering pile at the bottom of the deep soft soil foundation pit according to claim 2, characterized in that: and b3, excavating earthwork from the bottom elevation of the foundation pit bottom plate to a depth below the bottom plate, wherein the depth is 1.5-2.5 m.
4. The method for constructing the engineering pile at the bottom of the deep soft soil foundation pit according to claim 2, characterized in that: and in the step b1, filling the temporary unearthed lane with rock blocks and rock ballast.
5. The method for constructing the engineering pile at the bottom of the deep soft soil foundation pit according to claim 2, characterized by further comprising the following steps after the step b 5:
set up escape canal and water collection well at the bottom of the foundation ditch respectively with the foundation ditch top, the water collection well at the bottom of the foundation ditch aggregation to the foundation ditch bottom, install the suction pump in the water collection well at the bottom of the foundation ditch, the outlet pipe of suction pump connects to the water collection well at the top of the foundation ditch, the drainage at the top of the foundation ditch is communicated to municipal drainage pipe.
6. The method for constructing the engineering pile at the bottom of the deep soft soil foundation pit according to claim 4, wherein the method comprises the following steps: the width of the temporary unearthed lane is set to be 5-10 m, and the thickness of filling the rock blocks and the rock ballast is 1.5-2.5 m.
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| CN202110523463.6A CN113279408A (en) | 2021-05-13 | 2021-05-13 | Method for carrying out engineering pile construction at bottom of deep soft soil foundation pit |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113882418A (en) * | 2021-09-01 | 2022-01-04 | 武汉市政工程设计研究院有限责任公司 | Construction method of underground building pipe pile group foundation in deep soft soil area |
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2021
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| CN106906816A (en) * | 2017-03-17 | 2017-06-30 | 东北大学 | A kind of method for improving soft soil foundation prefabricated pile effect of driving pile |
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| CN113882418A (en) * | 2021-09-01 | 2022-01-04 | 武汉市政工程设计研究院有限责任公司 | Construction method of underground building pipe pile group foundation in deep soft soil area |
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Application publication date: 20210820 |