SUMMERY OF THE UTILITY MODEL
To the above defect of prior art or improve in the demand one or more, the utility model provides a soft soil foundation ditch pit end solidification structure can realize the solidification on the spot at the bottom of soft soil foundation ditch pit, for follow-up pile foundation construction machinery's in the foundation ditch entering provides the assurance, ensures the security and the reliability of soft soil foundation ditch construction, shortens the cycle of foundation ditch construction, reduces the cost of foundation ditch construction.
In order to achieve the purpose, the utility model provides a soft soil foundation pit bottom curing structure, which corresponds to the foundation pit arrangement excavated on the soft soil layer, and comprises a shallow soft soil curing layer arranged at the bottom of the foundation pit and a foundation pit supporting system arranged outside the excavation sideline of the foundation pit;
the shallow soft soil curing layer is obtained by mixing a curing agent into a soft soil layer and then stirring and curing the mixture, and comprises a hard shell layer arranged in the middle of the bottom of the foundation pit and a passive reinforcing layer arranged around the hard shell layer;
the foundation pit supporting system is arranged on the outer side of a foundation pit excavation sideline in the circumferential direction and comprises a plurality of supporting piles arranged at intervals in the circumferential direction and water stop walls continuously arranged on the outer sides of the supporting piles in the circumferential direction; the stagnant water wall is formed by a plurality of cement mixing stake interlock overlap joints that the hoop set gradually, just prop up the fender pile with cement mixing stake is respectively certainly soft soil layer surface extends to below the stable stratum.
As a further improvement of the utility model, the setting thickness of the passive reinforcement layer in the soft soil layer is larger than that of the hard shell layer; and the setting thickness of the hard shell layer is 1-3 m, and the setting thickness of the passive reinforcing layer is 3-8 m.
As a further improvement of the utility model, the length of the cement mixing pile extending into the stable ground layer is not less than 1 m; and/or the length of the support piles extending into the position below the surface of the stable ground layer is not less than 3 m.
As a further improvement of the utility model, two are adjacent the interlock width between the cement mixing pile is not less than 10 cm.
The above-described improved technical features may be combined with each other as long as they do not conflict with each other.
Generally, through the utility model above technical scheme who conceives compares with prior art, the beneficial effect who has includes:
(1) the utility model discloses a soft soil foundation pit bottom of pit solidification structure, its construction steps are simple, easy and simple to handle, through adding the curing agent on the soft soil layer surface at the bottom of pit, and carry out corresponding stirring shaping, make the bottom of pit can form the surface curing layer that comprises crust layer and passive back up coat, provide level and smooth, stable foundation pit bottom surface for the entry of follow-up construction machinery in the foundation pit, guaranteed the security and the reliability that relevant construction engineering in the soft soil foundation pit developed, reduced the excavation volume and the square stock of silt, promoted the economic nature and the feature of environmental protection of soft soil foundation pit construction;
(2) the utility model discloses a soft soil foundation pit bottom solidification structure, it makes the support system extend to the surface below the surface of the stabilization ground from the soft soil layer surface through setting up the support system that comprises fender pile and stagnant water stake, has ensured the security and the stability of soft soil foundation pit construction; meanwhile, through the occlusion arrangement between the adjacent water stop piles, a plurality of water stop piles can form a continuous and closed water stop wall structure at the outer side of the soft soil foundation pit, so that the stability and the safety in the foundation pit construction process are ensured, the period of foundation pit construction is shortened, and the cost of foundation pit construction is reduced;
(3) the utility model discloses a weak soil foundation ditch pit bottom solidification structure, its simple structure, it is convenient to be under construction, can fully ensure weak soil foundation ditch excavation back foundation ditch overall structure's stability and foundation ditch bottom structure's stability, provides the guarantee for the follow-up construction in the foundation ditch, has reduced the cost of weak soil foundation ditch construction, has promoted the economic nature and the feature of environmental protection of weak soil foundation ditch construction, has better spreading value and application prospect.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the invention. Furthermore, the technical features mentioned in the embodiments of the present invention described below can be combined with each other as long as they do not conflict with each other.
In the description of the present invention, it is to be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", and the like, indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, and are only for convenience of description and simplicity of description, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore, should not be construed as limiting the present invention.
Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present invention, "a plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.
In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," and "fixed" are to be construed broadly and may, for example, be fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meaning of the above terms in the present invention can be understood according to specific situations by those skilled in the art.
In the present application, unless expressly stated or limited otherwise, the first feature may be directly on or directly under the second feature or indirectly via intermediate members. Also, a first feature "on," "over," and "above" a second feature may be directly or diagonally above the second feature, or may simply indicate that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the first feature, or may simply mean that the first feature is at a lesser elevation than the second feature.
Example (b):
referring to fig. 1, the in-situ curing method for soft soil foundation pit bottom in the preferred embodiment of the present invention is suitable for the construction scene of foundation pit with thick soft soil layer, and the construction method preferably includes the following steps:
and S101, constructing a supporting system by using a side line of the foundation pit excavation.
Firstly, marking a foundation pit excavation side line 4 in a foundation pit excavation area, and determining the excavation area of the foundation pit.
And secondly, constructing a foundation pit supporting pile and a water stop pile on the outer side of the foundation pit excavation sideline 4.
Specifically, as shown in fig. 2 and 3, the support pile in the preferred embodiment adopts a cast-in-situ bored pile 7, and the depth of the drilled hole extends from the surface of the soft soil foundation 3 to below the surface of the stable ground layer 2, and the depth of the drilled hole and other structural dimensions of the cast-in-situ bored pile 7 can be preferably designed according to actual construction needs. For example, in a preferred embodiment, the diameter of the cast-in-situ bored pile 7 is 0.5 to 1.5m, and more preferably 0.8 to 1.2 m; the pile spacing between two adjacent cast-in-situ bored piles 7 is 0.5 to 2m, and more preferably 1 to 1.5 m. Meanwhile, the depth of embedding of the bored pile 7 in the stable ground 2 in the preferred embodiment is preferably not less than 3 m.
Further, the water stopping pile in the preferred embodiment adopts the cement mixing pile 1, the cement mixing pile 1 is arranged on the outer side of the supporting pile, which is far away from the excavation area of the foundation pit, the pile diameter is preferably 0.4-1.5 m, more particularly preferably 0.6-1.0 m, and two adjacent mixing piles are mutually meshed, namely the distance between the two adjacent mixing piles is not less than the diameter of the mixing pile. Meanwhile, the bottom of the water stop pile is driven into the stable stratum 2, and the depth of the water stop pile entering the stable stratum is preferably not less than 1 m.
Through the sequential occlusion arrangement of the cement mixing piles 1, a continuous and peripherally-closed water stop wall structure is finally formed around the foundation pit excavation area at the outer side of the supporting pile, and the supporting and water stop effects are achieved. In addition, through the arrangement of the supporting structure, the curing agent or the slurry of the curing body can be effectively prevented from escaping in the curing process of the shallow layer at the bottom of the subsequent foundation pit, and the lateral slippage of the shallow layer curing body is effectively prevented.
And S102, excavating the foundation pit to a designed depth to form the foundation pit.
In this step, the excavation of the foundation pit is performed in a conventional excavation manner, which is not described herein.
And S103, carrying out an in-situ curing process of the shallow layer of the soft soil foundation at the bottom of the foundation pit.
Firstly, carrying out a shallow soft soil treatment process at the bottom of a foundation pit. In the concrete operation, materials such as curing agents are mixed into soft soil at the bottom of the pit by using stirring equipment (such as a slurry stirrer), and the mixture is cured after stirring to realize shallow in-situ curing treatment, so that a hard shell layer 5 and a passive reinforcing layer 6 are formed.
In actual construction, the crust layer 5 is formed at the bottom center of the pit, and the passive reinforcement layer 6 is annularly arranged around the periphery of the crust layer 5 upward, as shown in fig. 2. Simultaneously, during the actual setting, the vertical thickness of crust layer 5 is preferred 1 ~ 3m, and the vertical thickness of passive back up coat 6 is preferred 3 ~ 8 m. Through the arrangement of the hard shell layer 5 and the passive reinforcing layer 6 at the bottom of the foundation pit, a supporting system can be formed at the bottom of the foundation pit. Obviously, the bottom of both the crust layer 5 and the passive reinforcement layer 6 do not extend to the top surface of the stable formation 2, as shown in fig. 3.
Further, in a preferred embodiment, the curing agent for in-situ curing on the shallow layer of the soft soil foundation at the bottom of the pit is cement, fly ash, lime or gypsum, and the mixing amount percentage of the curing agent in the soft soil is 1% to 15%, and further preferably 2% to 12%. Meanwhile, when shallow in-situ curing operation is carried out, the foundation pit excavation area can be preferably divided into a plurality of processing area units for carrying out sequential curing operation; in a preferred embodiment, the treatment area units are square block-shaped areas of 3m × 3m to 6m × 6m, in-situ curing is carried out in a mode of curing while advancing, adjacent area units are connected in a lap joint mode, and the lap joint width is preferably not less than 10cm, so that the leakage of the whole foundation pit bottom surface curing construction is avoided.
Further preferably, during actual curing operation, the outer edge of the passive reinforcing layer 6 and each cast-in-situ bored pile 7 can be connected into a whole, so that stress on the passive reinforcing layer 6 can be transmitted to the stable stratum 2 through the cast-in-situ bored piles 7, and the stability of construction operation of the foundation pit bottom 8 is further ensured.
Through the in-situ curing method for the soft soil foundation pit bottom, the soft soil foundation pit bottom curing structure shown in the figures 2 and 3 can be obtained. Wherein, including the supporting construction who sets up in the regional periphery of foundation ditch excavation, this supporting construction includes a plurality of drilling bored concrete piles 7 that set up along the hoop interval, can equidistant setting between two adjacent drilling bored concrete piles 7, also can not interval setting as required (equidistant setting in preferred embodiment), and the interval between the drilling bored concrete pile 7 is 0.5 ~ 2 m. Meanwhile, each cast-in-situ bored pile 7 vertically extends from the surface of the soft soil foundation 3 to below the surface of the stable stratum 2, that is, the bottom of the cast-in-situ bored pile 7 extends into the stable stratum 2 to a depth of not less than 3m in the preferred embodiment. Obviously, the depth of the bored pile 7 is slightly less than 3m according to the design requirement, which is determined by the thickness of the soft soil layer, the depth of the foundation pit, the size of the foundation pit excavation and other factors in the actual operation.
Further, be provided with stagnant water structure along the hoop in supporting construction's the outside, it includes a plurality of cement mixing stake 1 that set gradually along the hoop in the soft soil foundation 3, and each cement mixing stake 1 is respectively from the surface vertical extension of soft soil foundation 3 to the subsurface of stabilizing ground layer 2, and the bottom of cement mixing stake 1 stretches into in stabilizing ground layer 2, and its degree of depth of stretching into is no less than 1m in preferred embodiment. Also, in actual installation, the depth of the above-mentioned protrusion may be slightly less than 1m depending on construction conditions.
Meanwhile, for two adjacent cement mixing piles 1, the two adjacent cement mixing piles are mutually meshed, namely the central distance between the two adjacent cement mixing piles 1 is not larger than the pile diameter of the cement mixing piles 1. Accordingly, the width of the mutual engagement of the two cement mixing piles 1 is not less than 10cm, and is usually 10 to 30cm, as shown in fig. 2. So, can fully guarantee the leakproofness of interlock between two adjacent cement mixing stake 1, avoid permeating water, the existence in infiltration gap.
Furthermore, a crust layer 5 and a passive reinforcing layer 6 are formed at the bottom 8 of the foundation pit within the excavation sideline 4 of the foundation pit. The passive reinforcing layer 6 is arranged on the periphery of the hard shell layer 5 along the annular direction, the periphery of the passive reinforcing layer is abutted to the cast-in-situ bored pile 7, and the inner periphery of the passive reinforcing layer is abutted to the peripheral wall surface of the hard shell layer 5. Meanwhile, the passive reinforcing layer 6 extends downwards at the bottom 8 of the foundation pit and is provided with 3-8 m, and an annular reinforcing layer on the bottom 8 of the foundation pit is formed. Correspondingly, the hard shell layer 5 is arranged in the area surrounded by the passive reinforcing layer 6, the outer peripheral wall surface of the hard shell layer is connected with the inner peripheral wall surface of the passive reinforcing layer 6, and the hard shell layer vertically extends for 1-3 m.
Through forming the top layer reinforced structure who comprises passive back up coat 6 and crust layer 5 on the foundation ditch pit bottom 8 of soft soil foundation ditch, can effectively guarantee the structural strength on foundation ditch surface after the soft soil foundation ditch excavation, provide the assurance for the approach of follow-up construction machinery, promote the efficiency, reliability and the security of soft soil foundation ditch construction.
The utility model provides a through the weak soil foundation ditch hole end solidification system that obtains, its construction steps is simple, it is convenient to construct, can effectively promote the efficiency and the security of weak soil foundation ditch construction, reduce the cost of weak soil foundation ditch construction, for follow-up stake machine construction machinery's in the foundation ditch entering provides the assurance, guarantee security and the reliability that the relevant engineering was carried out in the weak soil foundation ditch, reduce the excavation volume and the volume of abandoning of silt, satisfy the economic nature and the feature of environmental protection of engineering construction, better popularization prospect and using value have.
It will be understood by those skilled in the art that the foregoing is merely a preferred embodiment of the present invention, and is not intended to limit the invention to the particular forms disclosed, but on the contrary, the intention is to cover all modifications, equivalents, and alternatives falling within the spirit and scope of the invention as defined by the appended claims.