CN103343534A - Closed precipitation method for foundation pit construction - Google Patents
Closed precipitation method for foundation pit construction Download PDFInfo
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- CN103343534A CN103343534A CN2013103260364A CN201310326036A CN103343534A CN 103343534 A CN103343534 A CN 103343534A CN 2013103260364 A CN2013103260364 A CN 2013103260364A CN 201310326036 A CN201310326036 A CN 201310326036A CN 103343534 A CN103343534 A CN 103343534A
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- foundation pit
- grouting pipe
- reinforcing cage
- pile
- precipitation method
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Abstract
The invention discloses a closed precipitation method for foundation pit construction. The method comprises the following steps of: determining a pile position and a grouting hole position; injecting a steel bar short stick and marking the pile position; placing a pile driver at the right position and drilling; manufacturing and mounting a reinforcement cage; pouring concrete so as to form a supporting cast-in-place pile; performing pore-forming on the grouting hole; and pouring slurry into the grouting hole through a grouting pipe so as to form a waterproof curtain, wherein the grouting pipe is arranged in the reinforcement cage, and a main reinforcement which corresponds to the reinforcement cage can be replaced; slurry is simultaneously injected into the grouting hole in the outer side of the support system and into the grouting pipe reserved on the reinforcement cage; the poured slurry consists of cement paste, water glass and yellow mud; the volume ratio of the cement paste to water glass to yellow mud is 1:0.4:1. According to the closed precipitation method for foundation pit construction, the waterproof curtain on the side wall of a foundation pit is formed by utilizing three-fluid grouting, so that water is stopped, the strength of the soil body on the pile body and the pile back is improved, and underground water on the side wall of the foundation pit and on the bottom surface of the foundation pit is prevented from flowing into the foundation pit. Therefore, the pump output of the foundation pit is reduced, the surrounding environment is not influenced, the waterproof system is matched with the support system in design, the construction cost is reduced, and the engineering cost is saved.
Description
Technical field
The present invention relates to a kind of construction techniques, specifically, relate to a kind of foundation pit construction sealing precipitation method.
Background technology
Along with the fast development of Chinese national economy and urban construction, the contradiction of land resources anxiety becomes increasingly conspicuous in recent years, and in order effectively to utilize land resources, the exploitation of urban underground space and high level, super highrise building development are rapidly.Correspondingly, deep big foundation pit supporting and dewatering project increase gradually, and construct in the intensive architectural complex of being everlasting.In Excavation Process, along with the variation of load and the generation of foundation pit dewatering, changed the variation of soil body internal stress within the specific limits, and then had influence on the distortion of building in this scope.As the important component part of water resource, groundwater resources have become ingredient important in human being's production, life and the social economy.Along with shortage of water resources increasingly sharpens, more and more pay attention to for phreatic research.Take to seal the underground water inflow foundation ditch that precipitation is stopped foundation pit side-wall and foundation ditch bottom surface, only row is fallen in existing water in the excavation of foundation pit scope, can control amount of precipitation, reduce because of the deformation effect of foundation pit dewatering to peripheral construction of structures.
Foundation pit construction sealing precipitation technology adopts the measure that intercepts water at the bottom of foundation pit side-wall curtain or the foundation pit side-wall curtain+foundation ditch underseal more, the underground water of stopping foundation pit side-wall and foundation ditch bottom surface flows into foundation ditch, adopts dewatering measure to extract simultaneously or draw to ooze the interior existing phreatic precipitation method of excavation of foundation pit scope.Curtain often adopts deep-mixed pile water protecting curtain, high pressure swing spray wall, rotary churning pile to make water-stop curtain, diaphragm wall.
Summary of the invention
At above-mentioned deficiency of the prior art, the underground water that the invention provides a kind of foundation pit side-wall and foundation ditch bottom surface flows into foundation ditch, and control amount of precipitation reduces because of the foundation pit construction sealing precipitation method of foundation pit dewatering to the distortion of peripheral construction of structures.
The technical solution used in the present invention is:
A kind of foundation pit construction sealing precipitation method comprises the steps:
A, determine stake position and an injected hole position according to the excavation of foundation pit degree of depth, geological conditions and surrounding enviroment parameter;
B, squeeze into reinforcing bar mark stake position; Measure the job site ground elevation;
C, pile-forming machine perching, stake machine drill hole:
D, making reinforcing cage: installation in position;
E, concrete perfusion form the supporting castinplace pile:
F, the injected hole that utilizes jumbolter to carry out the external side of inter-pile soil are constructed; The injected hole pore-forming;
Pass through the Grouting Pipe reperfusion serosity in G, the injected hole;
Be provided with the reinforcing cage Grouting Pipe in the described reinforcing cage; In the injected hole during pipe reperfusion serosity in the reinforcing cage Grouting Pipe reperfusion serosity; Described reperfusion serosity is made up of cement paste, water glass, yellow mud; Cement paste, water glass, yellow mud volume constituent ratio are 1:0.4:1.
Described reinforcing cage Grouting Pipe is stainless steel tube, and reinforcing cage Grouting Pipe sidewall is provided with gunniting hole, and the gunniting hole spacing is 330mm.
Described reinforcing cage Grouting Pipe is arranged on native side of facing of reinforcing cage.
Described reinforcing cage Grouting Pipe is formed by 3.
The beneficial effect of the relative prior art of the present invention:
Foundation pit construction sealing precipitation method of the present invention, utilize three liquid grouts to form the foundation pit side-wall water-stop curtain, and form one with supporting structure system, not only sealing but also improve pile body and stake back of the body soil strength increased soil body shear behavior, the underground water of stopping foundation pit side-wall and foundation ditch bottom surface flows into foundation ditch, the foundation ditch pump-out is reduced, surrounding enviroment are not impacted, water-stopping system cooperates support system to design jointly, reduce construction costs, save engineering cost.
Description of drawings
Fig. 1 is pattern foundation pit supporting structure and the water-stop curtain schematic diagram of foundation pit construction sealing precipitation method of the present invention;
Fig. 2 is the reinforcing cage cross-sectional view of foundation pit construction sealing precipitation method of the present invention;
Fig. 3 is the reinforcing cage Grouting Pipe structural representation of foundation pit construction sealing precipitation method of the present invention.
Critical piece symbol description in the accompanying drawing:
Among the figure:
1, supporting castinplace pile 2, injected hole
3, reinforcing cage Grouting Pipe 4, reinforcing cage master muscle
5, foundation ditch outline 6, gunniting hole.
The specific embodiment
It is following that the present invention will be described in detail with reference to drawings and Examples:
Accompanying drawing 1 to 3 as can be known, a kind of foundation pit construction sealing precipitation method comprises the steps:
A, determine stake position and an injected hole position according to the excavation of foundation pit degree of depth, geological conditions and surrounding enviroment parameter;
B, squeeze into reinforcing bar mark stake position; Measure the job site ground elevation;
C, pile-forming machine perching, stake machine drill hole:
D, making reinforcing cage: installation in position;
E, concrete perfusion form the supporting castinplace pile:
F, the injected hole that utilizes jumbolter to carry out the external side of inter-pile soil are constructed; The injected hole pore-forming;
Pass through the Grouting Pipe reperfusion serosity in G, the injected hole;
Be provided with reinforcing cage Grouting Pipe 3 in the described reinforcing cage; In the injected hole 2 during the pipe reperfusion serosity in the reinforcing cage Grouting Pipe 3 reperfusion serosities; Described reperfusion serosity is made up of cement paste, water glass, yellow mud; Cement paste, water glass, yellow mud volume constituent ratio are 1:0.4:1.
Described reinforcing cage Grouting Pipe 3 is stainless steel tube, and reinforcing cage Grouting Pipe 3 sidewalls are provided with gunniting hole 6, and gunniting hole 6 spacings are 330mm; Described reinforcing cage Grouting Pipe 3 is arranged on native side of facing of reinforcing cage; Described reinforcing cage Grouting Pipe 3 is formed by 3.
Foundation pit construction sealing precipitation method of the present invention, utilize three liquid grouts to form the foundation pit side-wall water-stop curtain, and form one with supporting structure system, not only sealing but also improve pile body and stake back of the body soil strength increased soil body shear behavior, the underground water of stopping foundation pit side-wall and foundation ditch bottom surface flows into foundation ditch, the foundation ditch pump-out is reduced, surrounding enviroment are not impacted, water-stopping system cooperates support system to design jointly, reduce construction costs, save engineering cost.
The concrete construction sequence of the present invention is as follows:
1, calculates definite soldier pile and water-stop curtain design parameters according to the excavation of foundation pit degree of depth, geological conditions and surrounding enviroment etc., according to the construction layout plan, carry out the soldier pile construction then.
2, measure unwrapping wire: by the axial line control point, make stake position and injected hole position one by one, squeeze into reinforcing bar mark stake position, measure the job site ground elevation simultaneously, before formal construction, the stake position is reviewed again.
3, pile-forming machine perching, pore-forming: should be smooth firm after rig is in place, guarantee in drilling process, not produce displacement and rock, otherwise should in time handle, according to soil property situation choose reasonable pore-forming technique, the control hole quality.
4, reinforcing cage is made, is hung: according to construction drawing, carry out reinforcing cage and make, reserve Grouting Pipe 2 on the cage body, replace main muscle 3, and guarantee the integrity of Grouting Pipe.In carrying and when lifting, should prevent distortion, lay and want the mating holes position, have a side of Grouting Pipe to be placed in and face native side, avoid colliding hole wall, should fix immediately after in place.
5, concrete perfusion, pile: the concrete infusion time must not be longer than the first batch of concrete initial set time, and opening must have 1/2 pile body concrete to the scene before irritating.
6, treat the soldier pile construction after 2 days, utilize jumbolter to carry out injected hole 2 constructions of the external side of inter-pile soil.
7, injected hole pore-forming: rig moves to specifies the stake position, in place, begins after the centering to creep into.Carry out drilling construction by designing requirement, prevent the hole of collapsing.
8, Grouting Pipe is made: Grouting Pipe 3 adopts stainless steel tube, and gunniting hole 6 perforate spacings are 330mm.The outer lock ring rubber sleeve of tapping pipe covers injected hole.
9, slip casting: system is mixed slurries, cement paste, water glass, yellow mud volume ratio are 1:0.4:1, utilize grouting pump, by high-pressure slip-casting pipe, slip casting flexible pipe, detect the grouting pressure of slip casting table, take all factors into consideration the proterties of the soil body, select rational grout coordinate ratio, grouting pressure, grouting sequence etc., slurries are injected the soil body, form the assembly of soldier pile and water-stop curtain, treat to carry out soil excavation after concrete strength reaches certain intensity, according to actual conditions, fall the construction of draining, back cover in cheating.
Claims (4)
1. a foundation pit construction sealing precipitation method comprises the steps:
A, determine stake position and an injected hole position according to the excavation of foundation pit degree of depth, geological conditions and surrounding enviroment parameter;
B, squeeze into reinforcing bar mark stake position; Measure the job site ground elevation;
C, pile-forming machine perching, stake machine drill hole:
D, making reinforcing cage: installation in position;
E, concrete perfusion form the supporting castinplace pile:
F, the injected hole that utilizes jumbolter to carry out the external side of inter-pile soil are constructed; The injected hole pore-forming;
Pass through the Grouting Pipe reperfusion serosity in G, the injected hole;
It is characterized in that, be provided with the reinforcing cage Grouting Pipe in the described reinforcing cage; In the injected hole during pipe reperfusion serosity in the reinforcing cage Grouting Pipe reperfusion serosity; Described reperfusion serosity is made up of cement paste, water glass, yellow mud; Cement paste, water glass, yellow mud volume constituent ratio are 1:0.4:1.
2. according to claims 1 described foundation pit construction sealing precipitation method, it is characterized in that: described reinforcing cage Grouting Pipe is stainless steel tube, and reinforcing cage Grouting Pipe sidewall is provided with gunniting hole, and the gunniting hole spacing is 330mm.
3. according to claims 1 described foundation pit construction sealing precipitation method, it is characterized in that: described reinforcing cage Grouting Pipe is arranged on native side of facing of reinforcing cage.
4. according to claims 1 described foundation pit construction sealing precipitation method, it is characterized in that: described reinforcing cage Grouting Pipe is formed by 3.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105220695A (en) * | 2015-08-21 | 2016-01-06 | 中铁建大桥工程局集团第五工程有限公司 | Close sand ovum layer moves water slip casting solidification construction |
| CN113431049A (en) * | 2021-06-28 | 2021-09-24 | 上海市基础工程集团有限公司 | Grouting reinforcement device for stopping water between cast-in-place pile piles and construction method |
| CN114045825A (en) * | 2021-12-15 | 2022-02-15 | 山西五建集团有限公司 | Grouting reinforcement post-treatment construction method for cast-in-place pile |
| CN114575350A (en) * | 2022-04-06 | 2022-06-03 | 重庆渝能建筑安装工程有限公司 | Construction method for foundation pit of elevator shaft |
| CN115110541A (en) * | 2022-08-01 | 2022-09-27 | 中国十七冶集团有限公司 | Anti-leakage construction method for cast-in-place pile row pile supporting structure |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105220695A (en) * | 2015-08-21 | 2016-01-06 | 中铁建大桥工程局集团第五工程有限公司 | Close sand ovum layer moves water slip casting solidification construction |
| CN105220695B (en) * | 2015-08-21 | 2017-05-10 | 中铁建大桥工程局集团第五工程有限公司 | Compact sandy-pebble layer dynamic grouting curing construction method |
| CN113431049A (en) * | 2021-06-28 | 2021-09-24 | 上海市基础工程集团有限公司 | Grouting reinforcement device for stopping water between cast-in-place pile piles and construction method |
| CN114045825A (en) * | 2021-12-15 | 2022-02-15 | 山西五建集团有限公司 | Grouting reinforcement post-treatment construction method for cast-in-place pile |
| CN114575350A (en) * | 2022-04-06 | 2022-06-03 | 重庆渝能建筑安装工程有限公司 | Construction method for foundation pit of elevator shaft |
| CN115110541A (en) * | 2022-08-01 | 2022-09-27 | 中国十七冶集团有限公司 | Anti-leakage construction method for cast-in-place pile row pile supporting structure |
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Application publication date: 20131009 |