CN115217114B - Construction method of foundation pit rescue back pressure platform - Google Patents
Construction method of foundation pit rescue back pressure platform Download PDFInfo
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- CN115217114B CN115217114B CN202210725394.1A CN202210725394A CN115217114B CN 115217114 B CN115217114 B CN 115217114B CN 202210725394 A CN202210725394 A CN 202210725394A CN 115217114 B CN115217114 B CN 115217114B
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- 238000010276 construction Methods 0.000 title claims abstract description 13
- 239000002689 soil Substances 0.000 claims abstract description 78
- 239000000463 material Substances 0.000 claims abstract description 9
- 238000009966 trimming Methods 0.000 claims abstract description 5
- 238000013461 design Methods 0.000 claims description 5
- 238000000034 method Methods 0.000 claims description 5
- 238000011105 stabilization Methods 0.000 claims description 5
- 238000000605 extraction Methods 0.000 claims 1
- 239000002699 waste material Substances 0.000 abstract description 4
- 239000010410 layer Substances 0.000 description 32
- 238000009412 basement excavation Methods 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 239000006185 dispersion Substances 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000006073 displacement reaction Methods 0.000 description 2
- 239000002737 fuel gas Substances 0.000 description 2
- 230000002035 prolonged effect Effects 0.000 description 2
- 230000006641 stabilisation Effects 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- -1 electric power Substances 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000010865 sewage Substances 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 239000002356 single layer Substances 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
Classifications
-
- 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
-
- 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
- E02D17/18—Making embankments, e.g. dikes, dams
-
- 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
- E02D19/08—Restraining of underground water by employing open ditches arranged below the level of the water
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention relates to the technical field of foundation pits, and discloses a construction method of a foundation pit emergency back pressure platform, which comprises the following steps: step 1), when a critical soil layer is excavated, after dangerous situations occur in a supporting structure at the inner side of a foundation pit, rapidly taking counter-pressure measures, and accumulating a counter-pressure soil layer outside the supporting structure; step 2), carrying out scattered filling operation on the supporting structure at the inner side of the foundation pit; step 3), backfilling the back pressure points formed by the scattered filling operation to form a temporary back pressure belt; step 4), estimating the amount of back pressure materials, and step 5), calculating the height of a back pressure platform, trimming the platform height of a back pressure point to the designed and calculated height, so that the foundation pit supporting structure is stable, and temporarily protecting the supporting structure through a temporary back pressure belt; by using the scattered filling operation, the stability of the supporting structure can be quickened, meanwhile, the back pressure backfill amount can be estimated, the earthwork amount required by backfill can be estimated accurately, unnecessary waste is effectively avoided, and the situation is prevented from being artificially enlarged.
Description
Technical Field
The invention relates to the technical field of foundation pits, in particular to a construction method of a foundation pit rescue back pressure platform.
Background
After the foundation pit engineering is excavated, if dangerous situations occur, backfilling back pressure is one of the fastest and most effective methods in emergency measures, the back pressure platform is backfilled to a height which can ensure the stable displacement of the foundation pit, and then the reinforcement scheme is considered, so that larger accidents such as collapse and the like can be prevented from further occurring.
At present, technicians usually estimate the dosage of the back pressure platform according to experience, observe while back pressure, until the foundation pit supporting structure is stable, how much to fill, the safe and stable degree is difficult to quantify after back pressure, so that the back pressure is very easy to be excessively backfilled, the emergency time is prolonged, and waste is also easy to cause.
Disclosure of Invention
The invention aims to provide a construction method of a foundation pit rescue back pressure platform, and aims to solve the problems of excessive back pressure backfill of support and prolonged rescue time in the prior art.
The invention discloses a construction method of a foundation pit rescue back pressure platform, which comprises the following steps:
step 1), when a critical soil layer is excavated, after dangerous situations occur in a supporting structure at the inner side of a foundation pit, rapidly taking counter-pressure measures, and accumulating a counter-pressure soil layer outside the supporting structure;
step 2), carrying out dispersed filling operation on the supporting structure at the inner side of the foundation pit so as to accelerate the increase speed of the active soil pressure;
step 3), backfilling the back pressure points formed by the scattered filling operation to form a temporary back pressure belt;
and 4) estimating the back pressure material consumption, wherein according to the Rankine soil pressure theory, the passive soil pressure Ep of the critical soil layer, the active soil pressure Ea of the back pressure platform and the back pressure principle are respectively as follows:
wherein E is p Represents the standard value of the passive soil pressure generated by the dead weight of the critical soil layer,
E a represents the standard value of the active soil pressure generated by the dead weight of the back pressure platform,
γ p representing the natural weight of the corresponding soil body,
γ a representing the natural severity of the backfill material,
h p representing the vertical distance from the bottom surface of the critical soil layer to the top surface of the excavated soil layer,
K p representing the passive earth pressure coefficient of the critical earth,
h a representing the vertical distance from the bottom surface of the counter-pressure platform to the top surface of the counter-pressure platform,
K a representing the active soil pressure coefficient of the back pressure soil;
step 5), as described above, the re-stabilization condition of the foundation pit supporting structure is Ea.gtoreq.Ep, according to formula 1) and formula 2) except h a 2 Other calculation parameters are known, so that the back pressure platform height h can be easily calculated a 2 Trimming the plateau height of the counter-pressure point to a design calculated height h a 2 And the foundation pit supporting structure is stable.
Further, the dispersion filling operation sets up a plurality of back pressure points along the supporting structure border, and a plurality of back pressure points will form the back pressure platform after being rolled.
Further, a spacing distance is arranged between the adjacent back pressure points, and the spacing distance is 20-30 m.
Further, the length of the top surface of the back pressure platform is 6-10 m.
Further, because ha > hp, the counter-pressure platform provides greater anti-overturning moment than the critical soil layer.
Further, the temporary height hl of the temporary counter-pressure belt is increased.
Further, a drainage groove is arranged below the supporting structure at the inner side of the foundation pit.
Furthermore, the slope rate of the back pressure platform is 1:m, and m can be 1.5; the top width of the back pressure platform is n, and n can be 1-1.5 m.
Compared with the prior art, the construction method of the foundation pit emergency back pressure platform provided by the invention has the advantages that the temporary back pressure belt is used for temporarily protecting the supporting structure; by using the scattered filling operation, the stability of the supporting structure can be quickened, meanwhile, the back pressure backfill amount can be estimated, the earthwork amount required by backfill can be estimated accurately, unnecessary waste is effectively avoided, and the situation is prevented from being artificially enlarged.
Drawings
FIG. 1 is a schematic diagram of the calculation of the dosage of the back pressure platform provided by the invention;
FIG. 2 is a schematic representation of a back pressure point layout provided by the present invention;
FIG. 3 is a schematic representation of the planar layout of the counter-pressure platform provided by the present invention;
figure 4 is a schematic cross-section of the back pressure point A-A provided by the invention.
In the figure: a support structure 100, a back pressure platform 200, a critical soil layer 300, a back pressure point 400, a temporary back pressure zone 500.
Detailed Description
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
The implementation of the present invention will be described in detail below with reference to specific embodiments.
The same or similar reference numerals in the drawings of the present embodiment correspond to the same or similar components; in the description of the present invention, it should be understood that, if there is an azimuth or positional relationship indicated by terms such as "upper", "lower", "left", "right", etc., based on the azimuth or positional relationship shown in the drawings, it is only for convenience of describing the present invention and simplifying the description, but it is not indicated or implied that the apparatus or element referred to must have a specific azimuth, be constructed and operated in a specific azimuth, and thus terms describing the positional relationship in the drawings are merely illustrative and should not be construed as limitations of the present patent, and specific meanings of the terms described above may be understood by those skilled in the art according to specific circumstances.
Referring to fig. 1-4, a preferred embodiment of the present invention is provided.
The construction method of the foundation pit emergency back pressure platform comprises the following steps:
step 1), when a critical soil layer 300 is excavated, after dangerous situations occur in the supporting structure 100 at the inner side of the foundation pit, rapidly taking counter-pressure measures, and accumulating a counter-pressure soil layer outside the supporting structure 100;
step 2), carrying out dispersed filling operation on the supporting structure at the inner side of the foundation pit so as to accelerate the increase speed of the active soil pressure;
step 3), backfilling the back pressure point 400 formed by the discrete filling operation to form a temporary back pressure zone 500;
and 4) estimating the back pressure material consumption, wherein according to the Rankine soil pressure theory, the passive soil pressure Ep of the critical soil layer, the active soil pressure Ea of the back pressure platform and the back pressure principle are respectively as follows:
wherein E is p Represents the standard value of the passive soil pressure generated by the dead weight of the critical soil layer,
E a represents the standard value of the active soil pressure generated by the dead weight of the back pressure platform,
γ p representing the natural weight of the corresponding soil body,
γ a representing the natural severity of the backfill material,
h p representing the vertical distance from the bottom surface of the critical soil layer to the top surface of the excavated soil layer,
K p representing the passive earth pressure coefficient of the critical earth,
h a representing the vertical distance from the bottom surface of the counter-pressure platform to the top surface of the counter-pressure platform,
K a representing the active soil pressure coefficient of the back pressure soil;
step 5), above, the re-stabilization condition of the foundation pit supporting structure 100 is Ea. Gtoreq.Ep, according to formula 1), except h in formula 2) a 2 Other calculation parameters are known, so that the back pressure platform height h can be easily calculated a 2 Trimming the plateau height of the counter-pressure point to a design calculated height h a 2 The foundation pit supporting structure 100 is stabilized,
the foundation pit is excavated in layers, and a dangerous situation usually occurs after a layer of earthwork is excavated, and the layer of earthwork is called a critical soil layer 300; the foundation pit supporting structure 100 is obviously in a stable state before the critical soil layer 300 is excavated, and the stable safety coefficient is more than 1.0; the pit begins to be in danger after the critical soil layer 300 is excavated, and for safety reasons, the pit is usually considered to be close to a critical stable state from the lower limit, i.e. the stable safety coefficient is less than 1.0, and can be generally assumed to be 0.95,
the materials such as soil, sand and stone are adopted to carry out back pressure, the effect is to provide resistance for the foundation pit supporting structure 100, the stable safety coefficient is restored to be not less than 1.0, the foundation pit is re-stabilized, the critical soil layer 300 provides resistance for the foundation pit supporting structure 100, dangerous situations occur due to excavation of the critical soil layer, if the resistance provided by the back pressure platform 200 is not less than the resistance provided by the critical soil layer 300, the stable safety coefficient of the foundation pit after back pressure can reach or be close to the safety coefficient before excavation of the critical soil layer 300, and the foundation pit can be re-stabilized;
the critical soil layer 300 provides passive soil pressure, the newly backfilled counter-pressure platform 200 is very loose, and cannot provide the foundation pit supporting structure 100 with passive soil pressure as the undisturbed soil, but can be seen to provide active soil pressure, that is, if the active soil pressure provided by the counter-pressure platform 200 is greater than the passive soil pressure provided by the critical soil layer 300, the foundation pit can be restored to stability again;
the foundation pit emergency back pressure structure provided by the above is used for temporarily protecting the supporting structure 100 through the temporary back pressure belt 500; by using the dispersion filling operation, the stability of the supporting structure 100 can be accelerated, and meanwhile, the back pressure backfill amount can be estimated, so that the amount of soil needed by backfill can be estimated more accurately, unnecessary waste can be effectively avoided, and the situation can be prevented from being artificially enlarged.
The dispersion filling operation sets up a plurality of back pressure points 400 along supporting structure border, and a plurality of back pressure points 400 can form back pressure platform 200 after being rolled, and after the foundation ditch supporting structure of back pressure point 400 is stable, the usable space effect makes the stability of supporting structure between the back pressure point 400 improved.
The interval distance between the adjacent back pressure points is 20-30 m, so that the back filling can be gradually developed from the points and the lines according to specific traffic conditions, and the traffic occupation is reduced to the greatest extent.
The length of the top surface of the back pressure platform 200 is 6-10 m.
Because ha > hp, the anti-overturning moment provided by the back pressure platform 200 is greater than the anti-overturning moment provided by the critical soil layer 300, namely, according to the formula, the stability and safety of the foundation pit after back pressure can be ensured from the two angles of force balance and moment balance, in addition, the safety coefficient can be reduced after the stabilization due to the fact that the physical and mechanical properties of the soil body and the supporting structure 100 are reduced due to the deformation of the foundation pit, but the back pressure platform 200 can be regarded as the overload of the soil body in the passive area, the passive soil pressure of the soil body is improved, the safety coefficient is improved, and compensation is performed to a certain extent, so that the back pressure platform 200 is calculated according to the method, and the safety and stability of the foundation pit after back pressure can be ensured.
Raising the temporary height hl of the temporary counter-pressure belt 500 to further raise the active soil pressure of the counter-pressure points 400, thereby rapidly raising the overall stability of the support structure 100, backfilling the counter-pressure between the counter-pressure points 400, and finally trimming the land height of the counter-pressure points 400 to the design calculated height h a 2 ，
The common method is to backfill the back pressure point 400 to a height of h a 2 I.e. stopped, and then backfilled between the counter-pressure points 400, the ultra-high fill achieves a greater active soil pressure more rapidly than this conventional method, thereby facilitating rapid stabilization.
The drainage groove is arranged under the supporting structure 100 on the inner side of the foundation pit, the drainage groove is led to the middle position of the inner bottom of the foundation pit by the edge of the supporting structure 100 and the back pressure platform 200 to be extracted intensively, and the drainage groove is used for discharging accumulated water under the inner side of the supporting structure 100, so that long-term infiltration of accumulated water can be effectively avoided, and the stability of the supporting structure 100 is further affected.
The slope ratio of the back pressure platform 200 is 1:m, m is 1.5; the top width of the back pressure platform 200 is n, wherein n can be 1-1.5 m; the cross-sectional area of the counter-pressure stage 200 is thus easily calculated, and thus the amount of material used by the counter-pressure stage 200.
The actual scheme is used as a simple introduction, the Hengtong square is an old city reconstruction project, the Hengtong square consists of a plurality of super high-rise houses and office buildings, and the Hengtong square is shared by a basement, has the foundation pit area of about 3 ten thousand square meters, is irregular polygonal and has the depth of about 16-19 m. The dangerous case occurs in the northeast half (hereinafter referred to as the half).
The surrounding environment of the section is a foundation pit corner at the north end, and the section has 7 layers of house, natural foundation and frame structure. The south end is the foundation pit unearthing ramp. The east side of the foundation pit supporting structure clings to the land red line, the land red line is municipal road and green belt, municipal pipelines such as rainwater, water supply, sewage, electric power, fuel gas and the like are buried under the foundation pit supporting structure after 18 years of use, and the pipelines except the fuel gas pipe are redirected or abandoned. The east side of the road is a major primary school in the city, and the road is provided with a plurality of buildings, 1-4 layers, natural foundations, a frame structure and foundation pit edges which are about 17.5m away from the surrounding wall of the school and about 21.5m away from the nearest building outer wall of the school. The road and the green belt are already recruited by the project, the project is returned to municipal after being transformed, and then the road and the green belt are used as temporary dormitories and offices of construction sites, so that 4 single-layer or 2-layer temporary board houses are built.
The ground length of the section is about 95m, and the pit bottom length is about 83m because of the slope of the south end lane. The investigation report reveals that the stratum fluctuation of the section is not greatly changed, and typical geological drilling holes are designed and selected. Foundation pit safety level one-level, excavation depth 16.1m, pile anchor support, support pile is phi 1.0m@2.2m rotary excavation bored concrete pile, pile lengths are alternately arranged at 21.0m and 20.0m, 4 layers of prestressed anchor cables are arranged, and a reinforcing mesh shotcrete protective surface is hung on the surface of the support pile. The pile top is lowered by 2.3m due to the requirement of burying outdoor pipelines, and the top of the pile top crown beam is supported by adopting a stirring pile composite soil nailing wall. Considering that the water loss of the foundation pit can have adverse effect on primary school, two rows of stirring piles with the diameter of phi 550@450×450 are arranged behind the pile to serve as waterproof curtains.
Dangerous cases occur after the foundation pit excavates the lowest layer of earthwork: the maximum horizontal displacement of the pile top and the pile body respectively reaches 120-150 mm and 190-200 mm, the reading is lost after the tensile stress of the pile body steel bar exceeds 244-317 MPa, the ground stretch-draw crack and the shear crack are communicated to form a complete landslide perimeter and are communicated to the foundation pit side, and the pile body is provided with a circumferential crack. And (5) determining backfill back pressure emergency rescue on site. By adopting the dosage calculation and implementation method of the back pressure platform, the designer enables the active soil pressure generated by backfilling earthwork to be equal to the passive soil pressure generated by excavated soil body, thus more accurately estimating the backfilling dosage, further preparing the most appropriate rescue plan and implementing successfully.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.
Claims (4)
1. The construction method of the foundation pit emergency back pressure platform is characterized by comprising the following steps of:
step 1), when a critical soil layer is excavated, rapidly taking after dangerous situations occur in a supporting structure at the inner side of a foundation pit
A back pressure measure, namely accumulating a back pressure soil layer outside the supporting structure;
step 2), carrying out dispersed filling operation on the supporting structure at the inner side of the foundation pit so as to accelerate the increase speed of the active soil pressure;
step 3), backfilling the back pressure points formed by the scattered filling operation to form a temporary back pressure belt;
and 4) estimating the back pressure material consumption, wherein according to the Rankine soil pressure theory, the passive soil pressure Ep of the critical soil layer, the active soil pressure Ea of the back pressure platform and the back pressure principle are respectively as follows:
1),
2),
wherein the method comprises the steps ofRepresents the standard value of the passive soil pressure generated by the dead weight of the critical soil layer,
represents the standard value of the active soil pressure generated by the dead weight of the back pressure platform,
representing the correspondingThe natural weight of the soil body,
representing the natural severity of the backfill material,
representing the vertical distance from the bottom surface of the critical soil layer to the top surface of the excavated soil layer,
representing the passive earth pressure coefficient of the critical earth,
representing the vertical distance from the bottom surface of the counter-pressure platform to the top surface of the counter-pressure platform,
representing the active soil pressure coefficient of the back pressure soil;
step 5), as described above, the re-stabilization condition of the foundation pit supporting structure is Ea.gtoreq.Ep, as shown in formula 1) and formula 2) exceptOther calculation parameters are known, so that the counter-pressure platform height can be calculated>Trimming the plateau height of the counter-pressure point to the design calculated heightThe foundation pit supporting structure is stable;
the scattered filling operation is that a plurality of back pressure points are arranged along the edge of the supporting structure, and the back pressure points are backfilled and rolled to form a back pressure platform;
the adjacent back pressure points are provided with a spacing distance, and the spacing distance is 20-30 m;
the length of the top surface of the back pressure platform is 6-10 m;
because ha > hp, the counter-pressure platform provides an anti-overturning moment that is greater than the anti-overturning moment provided by the critical soil layers.
2. The construction method of a foundation pit emergency back pressure platform according to claim 1, wherein the temporary height hl of the temporary back pressure belt is increased, backfilling back pressure is performed between the back pressure points, and finally the height of the back pressure platform formed by the back pressure points is trimmed to the design calculation height。
3. The construction method of a foundation pit emergency back pressure platform according to claim 1, wherein a drainage groove is arranged below a supporting structure on the inner side of the foundation pit, and the drainage groove is led to the middle position of the inner bottom of the foundation pit by the edge of the supporting structure and the back pressure platform for centralized extraction.
4. The construction method of a foundation pit rescue back pressure platform according to claim 3, wherein the slope rate of the back pressure platform is 1:m, and m is 1.5; the top width of the back pressure platform is n, and n is 1-1.5 m.
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Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106436785A (en) * | 2016-11-08 | 2017-02-22 | 重庆市基础工程有限公司 | Side slope rescuing counter pressure adverse construction method and structure thereof |
| WO2021000444A1 (en) * | 2019-07-01 | 2021-01-07 | 济南轨道交通集团有限公司 | Foundation reinforcement structure and method for hoisting heavy equipment close to unclosed building |
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Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106436785A (en) * | 2016-11-08 | 2017-02-22 | 重庆市基础工程有限公司 | Side slope rescuing counter pressure adverse construction method and structure thereof |
| WO2021000444A1 (en) * | 2019-07-01 | 2021-01-07 | 济南轨道交通集团有限公司 | Foundation reinforcement structure and method for hoisting heavy equipment close to unclosed building |
Non-Patent Citations (2)
| Title |
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| 支护结构前反压土计算方法回顾 及一种新的简化分析方法;颜敬等;《岩土力学》;第35卷(第1期);第167-174页 * |
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