CN115217114A - Construction method of foundation pit emergency back-pressure platform - Google Patents
Construction method of foundation pit emergency back-pressure platform Download PDFInfo
- Publication number
- CN115217114A CN115217114A CN202210725394.1A CN202210725394A CN115217114A CN 115217114 A CN115217114 A CN 115217114A CN 202210725394 A CN202210725394 A CN 202210725394A CN 115217114 A CN115217114 A CN 115217114A
- Authority
- CN
- China
- Prior art keywords
- pressure
- back pressure
- foundation pit
- supporting structure
- soil
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000010276 construction Methods 0.000 title claims abstract description 25
- 239000002689 soil Substances 0.000 claims abstract description 82
- 238000011049 filling Methods 0.000 claims abstract description 15
- 239000000463 material Substances 0.000 claims abstract description 9
- 238000009966 trimming Methods 0.000 claims abstract description 4
- 238000011105 stabilization Methods 0.000 claims description 4
- 230000005484 gravity Effects 0.000 claims description 3
- 238000000605 extraction Methods 0.000 claims description 2
- 239000002699 waste material Substances 0.000 abstract description 4
- 239000010410 layer Substances 0.000 description 31
- 238000000034 method Methods 0.000 description 6
- 238000009412 basement excavation Methods 0.000 description 4
- 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
- 230000003014 reinforcing effect Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 239000012141 concentrate Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000007599 discharging 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
- 230000001788 irregular Effects 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000010865 sewage Substances 0.000 description 1
- 239000002356 single layer Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
Images
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
Landscapes
- 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 foundation pit emergency back pressure platform construction method, which comprises the following steps: step 1), when a critical soil layer is excavated and a supporting structure on the inner side of a foundation pit is in a dangerous situation, quickly taking counter-pressure measures and accumulating a counter-pressure soil layer outside the supporting structure; step 2), performing dispersed filling operation on the supporting structure on the inner side of the foundation pit; step 3), backfilling the back pressure points formed by the dispersed filling operation to form a temporary back pressure belt; step 4), estimating the material consumption of back pressure, 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 to stabilize the foundation pit supporting structure, and temporarily protecting the supporting structure through a temporary back pressure belt; by utilizing the dispersed filling operation, the stability of the supporting structure can be accelerated, and meanwhile, the earth volume required by backfilling can be accurately estimated by estimating the back pressure backfilling amount, so that unnecessary waste is effectively avoided, and the situation is prevented from being artificially expanded.
Description
Technical Field
The invention relates to the technical field of foundation pits, in particular to a foundation pit emergency back pressure platform construction method.
Background
After the foundation pit engineering is excavated, if dangerous situations occur, backfill back pressure is the fastest method and the most effective method in emergency measures, the backfill height of the back pressure platform is high enough to ensure that the foundation pit displacement is stable, and then a reinforcing scheme is considered, so that larger accidents such as collapse can be prevented from further occurring.
At present, technicians estimate the usage amount of the back pressure platform according to experience, observe while back pressure, and calculate the filling amount until a foundation pit supporting structure is stable, and the safety and stability degree after back pressure is difficult to quantify, so that excessive backfilling is easy, the emergency time is prolonged, and waste is easy to cause.
Disclosure of Invention
The invention aims to provide a foundation pit emergency back pressure platform construction method, and aims to solve the problems that in the prior art, support back pressure is excessively backfilled, and emergency time is prolonged.
The invention 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 and a supporting structure on the inner side of a foundation pit is in a dangerous situation, quickly taking counter-pressure measures and accumulating a counter-pressure soil layer outside the supporting structure;
step 2), performing dispersed filling operation on the supporting structure on the inner side of the foundation pit to accelerate the increase speed of the active soil pressure;
step 3), backfilling the back pressure points formed by the dispersed filling operation to form a temporary back pressure belt;
and 4) estimating the material consumption of back pressure, wherein the passive soil pressure Ep of a critical soil layer, the active soil pressure Ea of a back pressure platform and the back pressure principle are respectively as follows according to a Rankine soil pressure theory:
wherein E p Representative medicineA passive earth pressure standard value generated by the dead weight of the boundary soil layer,
E a representing the standard value of the active soil pressure generated by the dead weight of the back pressure platform,
γ p representing the natural gravity of the corresponding soil mass,
γ a representing the natural heaviness 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 represents the passive soil pressure coefficient of the critical soil,
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 mentioned above, the re-stabilization condition of the foundation pit supporting structure is Ea is more than or equal to Ep, and h is removed in formula 1) and formula 2) a 2 Other calculation parameters are known, so that the height h of the back pressure platform can be easily calculated a 2 Trimming the platform height of the counter pressure point to the designed calculated height h a 2 And the foundation pit supporting structure is stable.
Furthermore, the scattered filling operation sets up a plurality of counter pressure points along supporting construction border, and a plurality of counter pressure points can form the back pressure platform after being rolled.
Further, a spacing distance is arranged between the adjacent counter pressure points, and the spacing distance ranges from 20 m to 30m.
Furthermore, the length of the top surface of the counter-pressure platform is 6-10 m.
Further, as ha > hp, the anti-overturning moment provided by the counter-pressure platform is larger than that provided by the critical soil layer.
Further, the temporary height hl of the temporary pressing belt is increased.
Furthermore, a drainage groove is arranged below the supporting structure on the inner side of the foundation pit.
Further, the slope ratio of the counter pressure platform is 1m, and m can be 1.5; the top width of the counter-pressure platform is n, and n can be 1-1.5 m.
Compared with the prior art, the foundation pit emergency back pressure platform construction method provided by the invention has the advantages that the supporting structure is temporarily protected through the temporary back pressure belt; by utilizing the dispersed filling operation, the stability of the supporting structure can be accelerated, and meanwhile, the earth volume required by backfilling can be accurately estimated by estimating the back pressure backfilling amount, so that unnecessary waste is effectively avoided, and the situation is prevented from being artificially expanded.
Drawings
FIG. 1 is a schematic diagram of the calculation of the usage of the counter pressure platform provided by the present invention;
FIG. 2 is a schematic plan view of the back pressure points provided by the present invention;
FIG. 3 is a schematic plan view of a backpressure platform provided by the present invention;
fig. 4 isbase:Sub>A schematic cross-sectional view of the back pressure pointbase:Sub>A-base:Sub>A provided by the present invention.
In the figure: supporting structure 100, back pressure platform 200, critical soil layer 300, back pressure point 400, interim back pressure area 500.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The following describes the implementation of the present invention in detail 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 orientation or positional relationship indicated by the terms "upper", "lower", "left", "right", etc. based on the orientation 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 intended to indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and therefore, the terms describing the positional relationship in the drawings are only used for illustrative purposes and are not to be construed as limiting the present patent, and the specific meaning of the terms may be understood by those skilled in the art according to specific circumstances.
Referring to fig. 1-4, preferred embodiments of the present invention are shown.
The foundation pit emergency back pressure platform construction method comprises the following steps:
step 1), when a critical soil layer 300 is excavated and a supporting structure 100 on the inner side of a foundation pit is in a dangerous situation, quickly taking counter-pressure measures and accumulating a counter-pressure soil layer outside the supporting structure 100;
step 2), performing dispersed filling operation on the supporting structure on the inner side of the foundation pit so as to accelerate the increase speed of the pressure of the provided active soil;
step 3), backfilling the back pressure points 400 formed by the dispersed filling operation to form a temporary back pressure belt 500;
and 4) estimating the material usage amount of back pressure, wherein according to the Rankine soil pressure theory, the passive soil pressure Ep of a critical soil layer, the active soil pressure Ea of a back pressure platform and the back pressure principle are respectively as follows:
wherein E p Represents a passive soil pressure standard value generated by the dead weight of the critical soil layer,
E a representing the standard value of the active soil pressure generated by the dead weight of the back pressure platform,
γ p representing the natural gravity of the corresponding soil mass,
γ a representing the natural heaviness 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 represents the passive soil pressure coefficient of the critical soil,
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 above, the re-stabilization condition of the foundation pit supporting structure 100 is Ea ≧ Ep, due to formula 1) and formula 2) except h a 2 Other calculation parameters are known, so that the height h of the back pressure platform can be easily calculated a 2 Trimming the platform height of the counter pressure point to the designed calculated height h a 2 So that the foundation pit supporting structure 100 is stable,
the foundation pit is excavated in layers, and dangerous situations usually occur after one layer of earthwork is excavated, wherein the layer of earthwork is called a critical soil layer 300; before the critical soil layer 300 is excavated, the foundation pit supporting structure 100 is obviously in a stable state, and the stability safety coefficient is more than 1.0; after the critical soil layer 300 is excavated, a dangerous situation occurs in the foundation pit, and for safety, the foundation pit is usually considered to be close to a critical stable state from a lower limit at the moment, that is, the stability safety factor is less than 1.0, which can be generally assumed to be 0.95,
the foundation pit supporting structure 100 is subjected to back pressure by adopting materials such as soil, sand and stone, the effect is to provide resistance for the foundation pit supporting structure 100, the stability safety coefficient is recovered to be not less than 1.0, the foundation pit is stabilized again, the critical soil layer 300 provides resistance for the foundation pit supporting structure 100, dangerous situations are caused by excavation of the foundation pit supporting structure 100, if the resistance provided by the back pressure platform 200 is not less than the resistance provided by the critical soil layer 300, the foundation pit stability safety coefficient after the back pressure can reach or approach the safety coefficient before the excavation of the critical soil layer 300, and the foundation pit can be recovered to be stable again;
the critical soil layer 300 provides passive soil pressure, and the newly backfilled back pressure platform 200 is very loose and cannot provide passive soil pressure to the foundation pit supporting structure 100 as original soil, but can provide active soil pressure, that is, if the active soil pressure provided by the back pressure platform 200 is greater than the passive soil pressure provided by the critical soil layer 300, the foundation pit can be stabilized again;
according to the foundation pit emergency back pressure structure, the supporting structure 100 is temporarily protected through the temporary back pressure belt 500; by using the dispersed filling operation, the stability of the supporting structure 100 can be accelerated, and meanwhile, the earth volume required by backfilling can be estimated more accurately by estimating the back pressure backfill amount, so that unnecessary waste is effectively avoided, and the situation is prevented from being artificially expanded.
The operation of filling dispersedly sets up a plurality of counter pressure points 400 along supporting construction border, can form back pressure platform 200 after a plurality of counter pressure points 400 are rolled, and usable space effect makes the stability of the supporting construction between counter pressure point 400 improve after the foundation ditch supporting construction of counter pressure point 400 is stable.
The adjacent back pressure points have a spacing distance, and the spacing distance range is 20-30 m, so that the points and lines can be gradually expanded and backfilled according to specific traffic conditions, and the traffic occupation is reduced to the maximum extent.
The length of the top surface of the counter pressure platform 200 is 6-10 m.
Because ha > hp, the anti-overturning moment provided by the counter-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 counter-pressure can be ensured from two angles of force balance and moment balance, in addition, the physical and mechanical properties of the soil body and the supporting structure 100 are reduced due to foundation pit deformation, and the safety coefficient is possibly reduced after re-stabilization, but the counter-pressure platform 200 can be regarded as overload of the soil body in a passive area, so that the passive soil pressure of the soil body is improved, the safety coefficient is improved, compensation is performed to a certain extent, so that the counter-pressure platform 200 is calculated according to the method, and the safety and stability of the foundation pit after counter-pressure can be ensured.
The temporary height hl of the temporary counter pressure belt 500 is increased to further increase the active soil pressure of the counter pressure points 400, so that the overall stability of the supporting structure 100 is rapidly improved, backfill counter pressure is performed between the counter pressure points 400, and finally the platform height of the counter pressure points 400 is trimmed to the designed calculation height h a 2 ，
The common method is to backfill the back pressure point 400 to h a 2 Namely stopping, and then backfilling between the back pressure points 400, compared with the common method, the ultrahigh filling can obtain larger active soil pressure more quickly, thereby being beneficial to achieving the purpose of quick and stable.
Set up the drainage groove under the inboard supporting construction 100 of foundation ditch, the drainage groove is led to foundation ditch inner bottom intermediate position by supporting construction 100 border and back pressure platform 200, concentrates the extraction, and this drainage groove is used for discharging the long-term infiltration of ponding under supporting construction 100 is inside, and then influences supporting construction 100's stability.
The slope rate of the counter pressure platform 200 may be 1.5; the top width of the back pressure platform 200 is n, and n can be 1-1.5 m; therefore, the sectional area of the counter pressure platform 200 can be easily calculated, and the material consumption of the counter pressure platform 200 can be calculated.
The following description uses actual case columns as simple introduction, uses a constant pass square as a reconstruction project of an old city, consists of a plurality of super high-rise commercial houses and office buildings, shares a basement, and has a foundation pit area of about 3 ten thousand square meters, an irregular polygon and a depth of about 16-19 m. The dangerous case occurs in the northeast half-section (hereinafter referred to as the section).
The surrounding environment of the section is a foundation pit corner at the north end, and has a certain 7-layer residential building, a natural foundation and a frame structure. The south end is the foundation pit soil outlet ramp. The earth-use red line is clung closely to the east side of the foundation pit supporting structure, municipal roads and green belts are arranged outside the earth-use red line and used for 18 years, municipal pipelines such as rainwater, water supply, sewage, electric power, fuel gas and the like are buried under the earth-use red line, and the earth-use red line is modified or abandoned except the fuel gas pipe. The east side of the road is a key primary school in a city, the road comprises a plurality of buildings, 1-4 layers, natural foundations and a frame structure, the edge of a foundation pit is about 17.5m from the wall of the school, and the edge of the foundation pit is about 21.5m from the outer wall of the nearest building of the school. Roads and green belts are already levied by the project, the project returns to the municipal administration after being transformed, and then is used as a temporary dormitory and an office of a construction site, so that 4 single-layer or 2-layer temporary board houses are built.
The length of the ground of the section is about 95m, and the length of the pit bottom is about 83m due to slope setting of the south end lane. The survey reports reveal that the typical geological bore hole is designed and selected when the fluctuation of the stratum of the section is not large. The foundation pit safety level is first grade, the excavation depth is 16.1m, the pile anchor is supported, the supporting pile is a rotary digging cast-in-place pile with phi 1.0m @2.2m, the pile length is 21.0m and 20.0m, the 4 layers of prestressed anchor cables are arranged alternatively, and the reinforcing mesh is hung on the surface of the supporting pile to spray concrete to protect the surface. The top of the supporting pile is reduced by 2.3m as required by burying outdoor pipelines, and the top beam of the pile is supported by a mixing pile composite soil nailing wall. Considering that the water loss of the foundation pit can cause adverse effect on the primary school, two rows of phi 550@450 multiplied by 450 stirring piles are arranged behind the piles to serve as waterproof curtains.
Dangerous cases occur after the excavation of the bottom layer of earthwork of the foundation pit: 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, a ground tension crack and a shear crack are communicated to form a complete landslide perimeter and are communicated to the side of a foundation pit, and an annular crack appears on the pile body. And determining backfill back pressure emergency rescue on site. The designer adopts the usage calculation and implementation method of the counter-pressure platform, so that the active soil pressure generated by the backfill earthwork is equal to the passive soil pressure generated by the excavated soil body, the backfill amount is accurately estimated, and the most appropriate rescue scheme is formulated and successfully implemented.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (8)
1. The foundation pit emergency back pressure platform construction method is characterized by comprising the following steps of:
step 1), when a critical soil layer is excavated and a supporting structure on the inner side of a foundation pit is in a dangerous situation, quickly taking a counter-pressure measure, and accumulating a counter-pressure soil layer outside the supporting structure;
step 2), performing dispersed filling operation on the supporting structure on the inner side of the foundation pit so as to accelerate the increase speed of the pressure of the provided active soil;
step 3), backfilling the back pressure points formed by the dispersed filling operation to form a temporary back pressure belt;
and 4) estimating the material usage amount of back pressure, wherein according to the Rankine soil pressure theory, the passive soil pressure Ep of a critical soil layer, the active soil pressure Ea of a back pressure platform and the back pressure principle are respectively as follows:
wherein E p Represents a passive soil pressure standard value generated by the dead weight of the critical soil layer,
E a representing the standard value of the active soil pressure generated by the dead weight of the back pressure platform,
γ p representing the natural gravity of the corresponding soil mass,
γ a representing the natural heaviness 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 represents the passive soil pressure coefficient of the critical soil,
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 mentioned above, the re-stabilization condition of the foundation pit supporting structure is Ea is more than or equal to Ep, and h is removed in formula 1) and formula 2) a 2 Other calculation parameters are known, so that the height h of the back pressure platform can be easily calculated a 2 Trimming the platform height of the counter pressure point to the designed calculated height h a 2 And the foundation pit supporting structure is stable.
2. A foundation pit rescue back-pressure platform construction method according to claim 1, wherein the scatter-fill operation is performed by arranging a plurality of the back-pressure points along the edge of the supporting structure, and the back-pressure platform is formed after the plurality of the back-pressure points are rolled.
3. The foundation pit emergency back-pressure platform construction method according to claim 2, wherein a spacing distance is arranged between adjacent back-pressure points, and the spacing distance ranges from 20 m to 30m.
4. The foundation pit emergency back pressure platform construction method according to any one of claims 1 to 2, wherein the length of the top surface of the back pressure platform is 6-10 m.
5. A foundation pit emergency back pressure platform construction method according to any one of claims 1 to 3, wherein as ha > hp, the anti-overturning moment provided by the back pressure platform is greater than the anti-overturning moment provided by the critical soil layer.
6. The foundation pit emergency back pressure platform construction method according to claim 1, wherein the temporary height hl of the temporary back pressure belt is increased.
7. The foundation pit emergency back pressure platform construction method according to claim 1, wherein a drainage groove is arranged under the supporting structure on the inner side of the foundation pit, and the drainage groove is guided 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.
8. A foundation pit emergency back pressure platform construction method according to any one of claim 7, wherein the slope ratio of the back pressure platform is 1m, m can be 1.5; the top width of the counter-pressure platform is n, and n can be 1-1.5 m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210725394.1A CN115217114B (en) | 2022-06-24 | 2022-06-24 | Construction method of foundation pit rescue back pressure platform |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210725394.1A CN115217114B (en) | 2022-06-24 | 2022-06-24 | Construction method of foundation pit rescue back pressure platform |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115217114A true CN115217114A (en) | 2022-10-21 |
| CN115217114B CN115217114B (en) | 2024-01-16 |
Family
ID=83610862
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210725394.1A Active CN115217114B (en) | 2022-06-24 | 2022-06-24 | Construction method of foundation pit rescue back pressure platform |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115217114B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN120277788A (en) * | 2025-05-29 | 2025-07-08 | 中国矿业大学(北京) | Method and device for determining a counter-pressure platform for controlling a fire zone of an open-pit mine |
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 |
-
2022
- 2022-06-24 CN CN202210725394.1A patent/CN115217114B/en active Active
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 |
|---|
| 李瑞雄等, 《桂林工学院学报》, vol. 26, no. 4, pages 511 - 513 * |
| 颜敬等: "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", 《岩土力学》, vol. 35, no. 1, pages 167 - 174 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN120277788A (en) * | 2025-05-29 | 2025-07-08 | 中国矿业大学(北京) | Method and device for determining a counter-pressure platform for controlling a fire zone of an open-pit mine |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115217114B (en) | 2024-01-16 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104264688B (en) | Manually digging hole non-uniform pile support construction process | |
| CN105953078B (en) | The protective device of high-pressure gas pipeline and guard method | |
| CN108457289A (en) | A kind of open caisson construction method of complex condition | |
| CN109577277B (en) | A wall-mounted drainage bolt retaining wall structure and construction method thereof | |
| CN110939142A (en) | Subgrade structures for slopes | |
| Zumrawi et al. | Importance of deep excavation support and its influence on adjacent buildings | |
| CN115217114B (en) | Construction method of foundation pit rescue back pressure platform | |
| CN109577322A (en) | A kind of constructing device for inside soil body existing pile foundation pile extension | |
| CN106988337B (en) | It is a kind of for reducing the reinforcement means of bar shaped shallow foundation house differential settlement | |
| CN104631467B (en) | The erection method of the L-type support replacement plate of deep excavation project | |
| Andromalos et al. | The application of various deep mixing methods for excavation support systems | |
| CN213417857U (en) | Divide step monolithic placement formula curb retaining wall | |
| CN212316951U (en) | Roadbed structure for side slope | |
| Tan et al. | Challenges in design and construction of deep excavation for KVMRT in Kuala Lumpur limestone formation | |
| CN106677216B (en) | Access gallery structure and its construction method under deep water | |
| Peng | The application of dynamic replacement method in deviation rectification of support pile | |
| CN110106930A (en) | A kind of novel iron tower foundation method for reinforcing and protecting | |
| Ho et al. | Jet grouting for the mitigation of excavation wall movements in glacial silts | |
| CN216428327U (en) | Slope protection reinforced concrete structure | |
| Lewis et al. | Design and construction of a sheet pile earth retention system in soft clays | |
| CN216739770U (en) | Combined supporting structure for foundation pits on two sides of existing road | |
| Motlagh et al. | Comparison of seismic retrofitting methods for existing foundations in seismological active regions | |
| CN102758444A (en) | Construction method of benzene hydrogenation engineering earthwork | |
| Le Thiet et al. | Application of CDM walls in the construction of basements in HoChi Minh City area | |
| EROL et al. | A CASE STUDY OF A GRAVITY WALL LOCATED IN THE FISHING PORT AREA |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20240322 Address after: 518000, 13th Floor, Botai Gongkan Building, Keji Nanba Road, High tech Park, Nanshan District, Shenzhen, Guangdong Province Patentee after: Shenzhen Engineering Exploration and Construction Group Co.,Ltd. Country or region after: China Address before: 518054 1501, Botai gongkan building, 8 Keji South 8th Road, high tech community, Yuehai street, Nanshan District, Shenzhen City, Guangdong Province Patentee before: SHENZHEN GONGKAN GEOTECHNICAL GROUP Co.,Ltd. Country or region before: China |
|
| TR01 | Transfer of patent right |