CN103758133A - Deep soft soil foundation pit reinforcement method - Google Patents
Deep soft soil foundation pit reinforcement method Download PDFInfo
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- CN103758133A CN103758133A CN201410013704.2A CN201410013704A CN103758133A CN 103758133 A CN103758133 A CN 103758133A CN 201410013704 A CN201410013704 A CN 201410013704A CN 103758133 A CN103758133 A CN 103758133A
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- 238000000034 method Methods 0.000 title claims abstract description 35
- 239000002689 soil Substances 0.000 title claims abstract description 21
- 230000002787 reinforcement Effects 0.000 title abstract description 7
- 238000009412 basement excavation Methods 0.000 claims abstract description 55
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 32
- 238000005507 spraying Methods 0.000 claims abstract description 5
- 238000005728 strengthening Methods 0.000 claims description 13
- 150000001875 compounds Chemical class 0.000 claims description 8
- 238000006073 displacement reaction Methods 0.000 claims description 5
- 239000003795 chemical substances by application Substances 0.000 abstract 2
- 238000005553 drilling Methods 0.000 abstract 1
- 239000007921 spray Substances 0.000 abstract 1
- 230000000694 effects Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 238000007796 conventional method Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
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- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
本发明涉及一种深厚软弱土基坑加固的方法，属于地基加固技术领域。首先按照规范对需要开挖的区域进行支护，并将其分为两个区域，由上到下依次标记为第一开挖区、第二开挖区，然后挖去第一开挖区；其次对基坑底部进行加固形成加固区域，最后挖去第二开挖区。所述的加固方式为：按照放样对加固区域进行打桩，采用高压旋喷桩工艺，当机械钻到设计深度的时候，注浆管喷射固化剂并缓慢地向上提钻头，根据设计的桩的长度当钻头到达指定的位置时停止喷射固化剂，然后快速向上提钻头。本发明不仅能够有效地控制支护结构的变形对基坑的影响，还能够减少开挖过程中的先期变形，从而更加经济有效地维护基坑稳定。
The invention relates to a method for reinforcing deep and weak soil foundation pits, and belongs to the technical field of foundation reinforcement. First, support the area to be excavated according to the specifications, and divide it into two areas, which are marked as the first excavation area and the second excavation area from top to bottom, and then excavate the first excavation area; Secondly, the bottom of the foundation pit is reinforced to form a reinforced area, and finally the second excavation area is excavated. The reinforcement method described is: piling the reinforcement area according to the stakeout, using the high-pressure rotary grouting pile process, when the mechanical drilling reaches the design depth, the grouting pipe sprays the curing agent and slowly lifts the drill bit upwards, according to the length of the pile designed When the drill bit reaches the designated position, stop spraying the curing agent, and then lift the drill bit up quickly. The invention not only can effectively control the influence of the deformation of the support structure on the foundation pit, but also can reduce the early deformation during the excavation process, thereby maintaining the stability of the foundation pit more economically and effectively.
Description
Technical field
The present invention relates to the technical field of foundation ditch strengthening, in particular to a kind of method of deep weak soil foundation ditch strengthening.
Background technology
Traditional foundation ditch strengthening method is after excavation of foundation pit completes, flowing of its driven pile restriction bottom, bottom soil body, to reach the object that prevents bottom heave.The key of this technical method is that stake will reach comparatively hard bearing stratum competence exertion effect, and often only the protuberance of the foundation ditch bottom soil body is had to control action.In fact, in Excavation Process, due to the off-load of excavation face, enclosure wall can produce horizontal movement under the poor effect of pressure at both sides, this displacement meeting makes to produce plastic strain upwards at the bottom of Foundation Pit, produces larger plastic zone simultaneously, and cause surface settlement around foundation ditch; And after excavation of foundation pit, the body of wall below foundation ditch bottom surface still can move to foundation ditch direction, push the soil body before wall, thereby continue to cause foundation pit deformation.In addition, because excavation is front, reinforce rear, conventional method is carried out bottom consolidation process after excavation completes again, and cannot avoid the distortion in advance producing in digging process.
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Summary of the invention
For solving the foundation pit deformation that causes due to Supporting Structure deformation in deep weak soil foundation ditch and problem on deformation in advance, the present invention proposes a kind of method of deep weak soil foundation ditch strengthening.
The present invention is that the technical scheme that solves the problems of the technologies described above proposition is: the method for deep weak soil foundation ditch strengthening, and the method comprises the following steps: 1 pair needs the region of excavation to carry out supporting; 2) region of needs excavation is divided into two regions, is labeled as successively from top to bottom the first excavation area and the second excavation area; 3) cut out the first excavation area; 4) foundation ditch bottom is reinforced and forms reinforcing area; 5) cut out the second excavation area.
Preferably, the method is further comprising the steps of: before step 3) cuts out the first excavation area, determine the regional extent at the first excavation area and the second place, excavation area according to the design of foundation ditch; According to soil layer property and deep foundation ditch size, determine the scope of reinforcing area and the length of the needed stake of reinforcing area.
Preferably, the method is further comprising the steps of: step 4) to the reinforcing of foundation ditch bottom before, in the position of the second corresponding reinforcing area in surface, excavation area, reinforcing area is carried out to setting-out according to the area displacement of calculating design with the reinforcing mode of quincuncial pile, the position of determining every pile, finally reinforces reinforcing area.
Preferably, described reinforcing mode is: according to setting-out, reinforcing area is driven piles, adopt high-pressure rotary jet grouting pile technique, when machinery gets into projected depth, Grouting Pipe is sprayed curing compound and is upwards carried lentamente drill bit, according to the length of the stake of design, when drill bit arrives the position of specifying, stop spraying curing compound, then upwards carry fast drill bit.
The method of deep weak soil foundation ditch strengthening of the present invention, compared to existing technology, has following beneficial effect:
1. the impact of the horizontal movement that the present invention has taken into full account supporting and protection structure in digging process on foundation ditch, in the method that foundation ditch underrun is artificial, manufactured hard formation, enclosure wall under supporting and protection structure especially foundation ditch bottom surface is played a supporting role, thereby effectively controlled the distortion of supporting and protection structure, safeguarded the stable of foundation ditch.
2. this reinforcement means has been avoided the phenomenon of traditional reinforcement means " excavation, front, is reinforced rear ", can effectively reduce the distortion in advance in Excavation Process.
3. this method, after reinforcing completes, possesses the effect of conventional method consolidated subsoil equally, thereby economical and effective more.
Accompanying drawing explanation
Fig. 1 is the structural representation of the embodiment of the present invention;
Wherein: 1 is the first excavation region, 2 is the second excavation region, and 3 is reinforcing area, and 4 is braced structures, and 5 is supporting and protection structure, and 6 is ground.
The specific embodiment
For making object and the technical scheme of the embodiment of the present invention clearer, below in conjunction with the accompanying drawing of the embodiment of the present invention, the technical scheme of the embodiment of the present invention is clearly and completely described.Obviously, described embodiment is a part of embodiment of the present invention, rather than whole embodiment.Based on described embodiments of the invention, the every other embodiment that those of ordinary skills obtain under the prerequisite without creative work, belongs to the scope of protection of the invention.
Those skilled in the art of the present technique are appreciated that unless otherwise defined, all terms used herein (comprising technical term and scientific terminology) have with the present invention under the identical meaning of the general understanding of those of ordinary skill in field.Should also be understood that such as those terms that define in general dictionary and should be understood to have the meaning consistent with meaning in the context of prior art, unless and definition as here, can not explain by idealized or too formal implication.
The method of a kind of deep weak soil foundation ditch strengthening of the present embodiment, as shown in Figure 1, needs the region of excavation to be divided into two regions, is labeled as successively from top to bottom the first excavation area and the second excavation area; First according to the design of foundation ditch, determine the degree of depth that needs excavation, and the regional extent at the first excavation area, the second place, excavation area, and according to the standard of deep foundation pit support, supporting is carried out in the region of needs excavation, then cut out the first excavation area; According to soil layer property and deep foundation ditch size, determine the regional extent of reinforcing area, and calculate the length of needed stake, and in the position of the second corresponding reinforcing area in excavation area, reinforcing area is carried out to setting-out according to the area displacement of calculating design with the reinforcing mode of quincuncial pile, determine the position of every pile; Finally reinforcing area is reinforced, and cut out the second excavation area.
Described region reinforcement means is: according to setting-out, reinforcing area is driven piles, adopt high-pressure rotary jet grouting pile technique, when machinery gets into the particular design degree of depth, Grouting Pipe is sprayed curing compound and is upwards carried lentamente drill bit, according to the length of the stake of design, to the position of specifying, stop spraying curing compound, then upwards carry fast drill bit.
The method of deep weak soil foundation ditch strengthening of the present invention, according to the following step, carry out:
1. according to the design of foundation ditch, determine the degree of depth of excavation, and the scope at the place, region of the first excavation area, the second excavation area.
2. according to the standard of deep foundation pit support, supporting is carried out in excavation region.
3. carry out first step excavation, cut out the first excavation area, reduce the degree of depth of piling.
4. according to soil layer property and deep foundation ditch size, determine the length of the stake that reinforcing area and reinforcing used.The position corresponding on the second surface, excavation area carried out setting-out according to the area displacement of calculating design with the reinforcing mode of quincuncial pile, determines the position of every pile.
5. in the second excavation area, according to setting-out, drive piles, adopt high-pressure rotary jet grouting pile technique, when machinery gets into reinforcing area projected depth, Grouting Pipe is sprayed curing compound and is slowly upwards promoted drill bit, according to the length of the stake of design, to the position of specifying, stop spraying curing compound, then upwards carry fast drill bit.
6. through the regular hour, after the intensity of stake meets the demands, carry out second step excavation, cut out the second excavation area.
These are only the specific embodiment of the present invention, it describes comparatively concrete and detailed, but can not therefore be interpreted as the restriction to the scope of the claims of the present invention.It should be pointed out that for the person of ordinary skill of the art, without departing from the inventive concept of the premise, can also make some distortion and improvement, these all belong to protection scope of the present invention.
Claims (4)
1. a method for deep weak soil foundation ditch strengthening, is characterized in that: the method comprises the following steps:
1) supporting is carried out in the region of needs excavation;
2) region of needs excavation is divided into two regions, is labeled as successively from top to bottom the first excavation area and the second excavation area;
3) cut out the first excavation area;
4) foundation ditch bottom is reinforced and forms reinforcing area;
5) cut out the second excavation area.
2. the method for deep weak soil foundation ditch strengthening according to claim 1, it is characterized in that: the method is further comprising the steps of: before step 3) cuts out the first excavation area, according to the design of foundation ditch, determine the regional extent at the first excavation area and the second place, excavation area; According to soil layer property and deep foundation ditch size, determine the scope of reinforcing area and the length of the needed stake of reinforcing area.
3. the method for deep weak soil foundation ditch strengthening according to claim 1, it is characterized in that: the method is further comprising the steps of: before step 4) is reinforced foundation ditch bottom, in the position of the second corresponding reinforcing area in surface, excavation area, reinforcing area is carried out to setting-out according to the area displacement of calculating design with the reinforcing mode of quincuncial pile, the position of determining every pile, finally reinforces reinforcing area.
4. according to the method for the deep weak soil foundation ditch strengthening described in any one in claim 1-3, it is characterized in that: described reinforcing mode is: according to setting-out, reinforcing area is driven piles, adopt high-pressure rotary jet grouting pile technique, when machinery gets into projected depth, Grouting Pipe is sprayed curing compound and is upwards carried lentamente drill bit, according to the length of the stake of design, when drill bit arrives the position of specifying, stop spraying curing compound, then upwards carry fast drill bit.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410013704.2A CN103758133B (en) | 2014-01-13 | 2014-01-13 | A kind of method of deep soft soil foundation pit reinforcement |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410013704.2A CN103758133B (en) | 2014-01-13 | 2014-01-13 | A kind of method of deep soft soil foundation pit reinforcement |
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| CN103758133A true CN103758133A (en) | 2014-04-30 |
| CN103758133B CN103758133B (en) | 2016-01-20 |
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| CN201410013704.2A Expired - Fee Related CN103758133B (en) | 2014-01-13 | 2014-01-13 | A kind of method of deep soft soil foundation pit reinforcement |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109537598A (en) * | 2018-12-05 | 2019-03-29 | 上海公路桥梁（集团）有限公司 | Control excavation of foundation pit deformation method |
| CN109594442A (en) * | 2018-12-14 | 2019-04-09 | 北京绿视点园林景观工程有限公司 | Garden path construction technology |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1563605A (en) * | 2004-03-23 | 2005-01-12 | 孙学毅 | Constructing method for controlling deformation on ground excavated |
| CN101148882A (en) * | 2007-10-29 | 2008-03-26 | 中铁二院工程集团有限责任公司 | Stable excavating method for cracked weak rock road cutting high slope |
| KR20090091463A (en) * | 2008-02-25 | 2009-08-28 | 코오롱건설주식회사 | Two-row Thumb Pile Soil Method Using Soil Nailing |
| CN102031781A (en) * | 2009-09-24 | 2011-04-27 | 上海市第一建筑有限公司 | Foundation pit reinforcing technology from shallow position to deep position for group pit construction |
-
2014
- 2014-01-13 CN CN201410013704.2A patent/CN103758133B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1563605A (en) * | 2004-03-23 | 2005-01-12 | 孙学毅 | Constructing method for controlling deformation on ground excavated |
| CN101148882A (en) * | 2007-10-29 | 2008-03-26 | 中铁二院工程集团有限责任公司 | Stable excavating method for cracked weak rock road cutting high slope |
| KR20090091463A (en) * | 2008-02-25 | 2009-08-28 | 코오롱건설주식회사 | Two-row Thumb Pile Soil Method Using Soil Nailing |
| CN102031781A (en) * | 2009-09-24 | 2011-04-27 | 上海市第一建筑有限公司 | Foundation pit reinforcing technology from shallow position to deep position for group pit construction |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109537598A (en) * | 2018-12-05 | 2019-03-29 | 上海公路桥梁（集团）有限公司 | Control excavation of foundation pit deformation method |
| CN109594442A (en) * | 2018-12-14 | 2019-04-09 | 北京绿视点园林景观工程有限公司 | Garden path construction technology |
| CN109594442B (en) * | 2018-12-14 | 2020-12-11 | 北京绿视点园林景观工程有限公司 | Garden road construction process |
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| CN103758133B (en) | 2016-01-20 |
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