CN213926284U - Foundation pit supporting and foundation treatment synergistic structure - Google Patents
Foundation pit supporting and foundation treatment synergistic structure Download PDFInfo
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- CN213926284U CN213926284U CN202022304071.4U CN202022304071U CN213926284U CN 213926284 U CN213926284 U CN 213926284U CN 202022304071 U CN202022304071 U CN 202022304071U CN 213926284 U CN213926284 U CN 213926284U
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Abstract
The utility model provides a foundation pit supporting and foundation treatment synergistic structure, which comprises a waterproof curtain and a dewatering pipe well, which are arranged in a construction area; the precast pile is arranged in the passive area of the foundation pit to reinforce the bottom of the foundation pit; the flexible piles and the precast piles are alternately arranged at intervals along the longitudinal direction or the transverse direction of the foundation pit; the foundation pit edge reinforcing body is arranged along the inner side of the side line of the foundation pit; the foundation pit inner reinforcing bodies extend transversely along the foundation pit and are connected with the foundation pit edge reinforcing bodies extending longitudinally along the foundation pit at two sides of the foundation pit; and the fender post is attached to the outer side of the foundation pit edge reinforcing body and distributed along the side line of the foundation pit. Adopt the utility model discloses a synergistic effect structure can solve among the prior art construction machinery and has to work on the weak stratum of basement and cause the technical problem of construction difficulty.
Description
Technical Field
The utility model relates to a geotechnical engineering field, concretely relates to excavation supporting and ground treatment synergism structure in soft composite stratum under last hardness.
Background
Among the many factors of the underground structure construction environment, the basic geological and engineering geological features are particularly important for the selection of the construction process, especially for engineering construction in complex strata. The composite stratum is formed by two or more different stratums within the excavation section range of underground engineering and in the excavation extension direction. The composite stratum has various types, and in the present specification, the composite stratum refers to a type of combination of different strata in the end face vertical direction, and the upper hard and lower soft composite stratum is one of the strata; on the bearing layer, the stratum structure comprises an upper stratum and a lower stratum with different properties, the upper stratum is mainly a stratum with better water permeability and harder texture such as a fine medium sand layer, and the lower stratum is mainly a stratum with poorer water permeability, high sensitivity and softer texture such as under-consolidated silt.
The method comprises the following steps of carrying out underground structure construction in a composite stratum, for example, carrying out underground structure construction of underground parts of a pipe gallery, an underpass, an airport terminal and a tower, firstly carrying out foundation pit construction, after the foundation pit excavation is finished, constructing the underground structure in the foundation pit, and meeting the requirement of the stability of the foundation pit in the process of foundation pit excavation and underground structure construction. For satisfying foundation ditch stability requirement, in conventional foundation ditch work progress, construct fender pile and passive district reinforcement around the foundation ditch before the foundation ditch excavation usually, then carry out the foundation ditch excavation, carry out foundation treatment in the foundation ditch after the foundation ditch excavation is accomplished and consolidate the basement, then carry out underground structure construction. Because fender pile construction and passive area reinforcement are carried out before foundation pit excavation, the requirement on foundation pit stability in the foundation pit excavation and underground structure construction process can be met.
However, the construction of the composite stratum with hard upper and soft lower has defects. The maximum thickness of the upper stratum often cannot meet the requirement of the underground structure on the embedding depth, and the excavation of the foundation pit needs to penetrate through the upper harder stratum and go deep into the lower softer stratum, so that the foundation treatment has to work on a silt layer of the foundation, and because the bearing capacity of the silt layer is low, the construction machinery is difficult to enter the foundation to work, and the foundation reinforcement is very difficult or even impossible to construct.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a foundation ditch support and ground processing synergism structure solves among the prior art construction machinery and has to work on the weak stratum of basement, leads to the technical problem of the difficult or even unable construction of construction.
In order to realize the above-mentioned purpose, the utility model provides an excavation supporting and ground treatment synergism structure for consolidate the construction area before carrying out the excavation of foundation ditch in soft composite stratum under last hardness, the foundation ditch has the foundation ditch sideline, excavation supporting and ground treatment synergism structure include:
the waterproof curtain and the dewatering pipe well are arranged in the construction area;
the precast pile is arranged in the passive area of the foundation pit to reinforce the bottom of the foundation pit;
the flexible piles and the precast piles are alternately arranged at intervals along the longitudinal direction or the transverse direction of the foundation pit;
the foundation pit edge reinforcing body is arranged along the inner side of the side line of the foundation pit;
the foundation pit inner reinforcing bodies extend transversely along the foundation pit and are connected with the foundation pit edge reinforcing bodies extending longitudinally along the foundation pit at two sides of the foundation pit;
and the fender post is attached to the outer side of the foundation pit edge reinforcing body and distributed along the side line of the foundation pit.
Compared with the prior art, the beneficial effects of the utility model reside in that:
the foundation pit supporting and foundation treatment synergistic effect structure is arranged before foundation pit excavation, the stability of the soil body in the foundation pit region after excavation and excavation can be guaranteed, the soil body can be effectively solidified after dewatering and drainage of the upper stratum, the strength is high, the construction requirement of construction machinery is met, and the problem that the construction machinery is difficult to work on a silt layer is avoided.
Preferably, the foundation pit structure further comprises a composite soil body arranged in the active area of the foundation pit, and the fender posts are arranged at intervals of long and short posts. The composite soil body is constructed to reinforce and improve the soil body in the active area, so that the soil pressure of a fender pile system can be reduced, and the fender pile mechanism can be optimized; the long piles and the short piles are arranged at intervals, so that a supporting system can be guaranteed to be stable, a large amount of construction materials are saved, and the construction efficiency is improved.
Preferably, the composite soil body at least comprises a first composite soil body unit and a second composite soil body unit; the first composite soil body unit comprises a first pile body and soil bodies between piles borne by the first pile body, the first pile body is close to the side line of the foundation pit, the pile end of the first pile body extends into the bearing layer, and the second composite soil body unit comprises a second pile body and soil bodies between piles borne by the second pile body; the shortest distance between the longitudinal axis of the second pile body and the side line of the foundation pit is greater than the shortest distance between the longitudinal axis of the first pile body and the side line of the foundation pit, and the pile-soil replacement rate of the second composite soil body unit is less than that of the first composite soil body unit.
Preferably, the composite soil body further comprises a third composite soil body unit, the third composite soil body unit comprises a third pile body and an inter-pile soil body borne by the third pile body, the shortest distance between the longitudinal axis of the third pile body and the side line of the foundation pit is greater than the shortest distance between the longitudinal axis of the second pile body and the side line of the foundation pit, and the pile-soil replacement rate of the third composite soil body unit is less than the pile-soil replacement rate of the second composite soil body unit. The pile-soil replacement rate of the soil body far away from the foundation pit is smaller than that of the soil body near the foundation pit by adjusting the pile-soil replacement rate of the soil body in the active area of the foundation pit, so that a transition effect is achieved for differential settlement of the soil body between the foundation pit and the periphery of a construction area, and the requirement of projects such as airport construction and the like where an underground structure is located on stricter differential settlement of the soil body is effectively met.
Preferably, the device further comprises a cap-picking supporting structure, wherein the cap-picking supporting structure comprises a side slope and a cap-picking platform, the side slope is arranged at a preset slope height, and the preset slope height is not more than the depth of an upper stratum; the foundation pit side line limiting area is located on the cap picking platform, and the precast pile, the flexible pile, the foundation pit edge reinforcing body and the foundation pit inner reinforcing body are arranged at the cap picking platform. Compared with other supporting structures, the cap-removed pile support construction is simpler, and the construction period is shorter; the pile length required by pile bodies such as precast piles, flexible piles, foundation pit edge reinforcing bodies, foundation pit inner reinforcing bodies and the like is reduced in cap-off construction, and a large amount of construction materials are saved.
Drawings
In order to illustrate the embodiments of the present invention more clearly, the drawings needed for the embodiments will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.
Fig. 1 is an overall schematic view of a foundation pit supporting and foundation treatment synergistic structure in the embodiment of the present invention;
figure 2 is the embodiment of the utility model provides an embodiment of the top view of excavation supporting and ground processing synergism structure.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings.
In the following description, the longitudinal direction and the transverse direction of the foundation pit respectively refer to the length direction and the width direction of a plane where the bottom of the foundation pit is located; the longitudinal direction and the transverse direction of the pile body respectively refer to the length direction of the pile body and the direction vertical to the length direction; the inner side and the outer side respectively refer to one side close to the center of the foundation pit and one side far away from the center of the foundation pit; the inner side direction refers to the direction from the center of the foundation pit to the side line of the foundation pit, and the outer side direction refers to the direction from the side line of the foundation pit to the center of the foundation pit; the directions "up", "down", "top", "bottom", etc. are only relative to the orientation of the foundation pit shown in the drawings and vary with the actual orientation of the foundation pit.
As shown in fig. 1 and 2, the present embodiment discloses a synergistic structure of a foundation pit support and a foundation treatment, which is used for reinforcing a construction area before excavation of a foundation pit in a composite stratum with hard upper and soft lower layers,
a waterproof curtain 21 and a downcomer well 22 arranged in the construction area;
the precast pile 31 is arranged in the foundation pit passive area 12 to reinforce the bottom of the foundation pit;
the flexible piles 32 are arranged in the foundation pit passive area 12 to reinforce the bottom of the foundation pit, and the flexible piles 32 and the precast piles 31 are alternately arranged at intervals along the longitudinal direction or the transverse direction of the foundation pit;
the foundation pit edge reinforcing body 41 is arranged on the inner side along the foundation pit side line 11;
the foundation pit inner reinforcing bodies 42 are distributed at intervals of a preset distance along the longitudinal direction of the foundation pit, and the foundation pit inner reinforcing bodies 42 extend transversely along the foundation pit and are connected to the foundation pit edge reinforcing bodies 41 extending longitudinally along the foundation pit at two sides of the foundation pit 1;
and the fender post 5 is attached to the outer side of the foundation pit edge reinforcing body 41 and distributed along the foundation pit sideline 11.
The pit side lines 11 are typically four line segments enclosing a closed rectangular area defining the area for the pit side lines. The limited area of the side line of the foundation pit is the area of the foundation pit to be excavated, the excavation range of the foundation pit is mainly influenced by diving, and the local part of the foundation pit is influenced by confined water. The characteristics of strong permeability, good water-rich property and large water quantity of the upper submerged stratum are utilized, and the upper stratum adopts a dewatering well to pump and drain shallow water to control underground water; the diving under the water is poor in water permeability due to the fact that silt clay is mixed, and a water-stopping curtain 21 is arranged behind the fender pile to control deep water; underground water control is carried out by matching the pit with a dredging well. Wherein, the waterproof curtain 21 can be selected from a three-axis deep layer stirring pile, the pile end extends into an effective water-proof layer, and two stirring and two spraying sleeving one hole method is adopted for construction. The drainage blind ditch and the drainage well are arranged in advance at the base position, and the drainage blind ditch is arranged along the periphery of the foundation pit area. The dewatering well and the dewatering well adopt a pipe well for dewatering, and the pipe well can adopt a sand-free concrete filter pipe and is protected by bamboo pieces; the filtering material is filled in the filtering pipe range, a nylon net is wrapped outside the filtering pipe range, and the well mouth is sealed and filled with clay balls. Before the foundation pit is excavated, the surface drainage system and the construction area around the foundation pit are hardened and sealed to avoid surface water accumulation.
The foundation pit edge reinforcing body 41 and the foundation pit inner reinforcing body 42 adopt three-axis stirring piles, and the pile diameter of the pile body, the pile distance, the distance between the foundation pit inner reinforcing bodies 42, the reinforcing width and the reinforcing depth of the foundation pit edge reinforcing body 41 and the foundation pit inner reinforcing body 42 are selected according to actual conditions. In some embodiments, the depth of the top and the bottom of the foundation pit is 6m and 11m from the ground surface, the length of the foundation pit is 700m, the net width of the foundation pit is 12m, the pile diameter of the three-axis stirring pile is 0.85m, the pile spacing is 1.2m, the in-pit reinforcing depth is 5m, the width of the in-pit reinforcing pile is 3m, and the in-pit reinforcing bodies are constructed at intervals of 12m in the longitudinal direction of the foundation pit to transversely connect the edge reinforcing bodies of the foundation pit at the two sides.
The soil body area outside the fender post 5 is a foundation pit active area 13, and the fender post 5 deforms under the action of soil pressure in the foundation pit active area 13; the area of the soil body on the inner side of the fender post 5 is a foundation pit passive area 12, and the fender post 5 is under the action of soil pressure in the foundation pit passive area 12 after being deformed. The precast pile 31 is a rigid pile, the length of the precast pile 31 can be set according to the fluctuation of stratum bedrock, the pile end enters the bearing layer, and the pile cap is arranged at the pile top. In some embodiments, the foundation pit passive area 12 is a composite foundation formed by combining precast piles and cement-soil mixed piles, the length of the cement-soil mixed piles is smaller than that of the precast piles, and the strength of the cement soil meets the requirement of foundation treatment strength. In this embodiment, set up excavation supporting and foundation treatment synergism structure before excavation of foundation ditch, can guarantee the stability of excavation back foundation ditch region soil body in excavation of foundation ditch, the upper strata falls the soil body of drainage back and can effectively consolidate, and intensity is higher, satisfies construction machinery's construction demand, has avoided construction machinery to be difficult to the problem of work on the silt layer.
In some preferred embodiments, a reinforced gravel cushion is laid on top of the pile top to further control settlement deformation. The laying process of the reinforced broken stone cushion layer comprises the steps of laying a layer of reinforced material in the cushion layer from the pile cap upwards after a certain thickness of broken stone is laid, and the reinforced broken stone cushion layer can be provided with a plurality of layers; the reinforced material has enough tensile strength, and common materials such as polypropylene double-pull geogrid and the like can be selected as the reinforced material.
Specifically, the foundation pit supporting and foundation treatment synergistic structure further comprises a composite soil body arranged in the foundation pit active area 13. The construction composite soil body is reinforced and improved by changing the pile-soil replacement rate of the foundation pit active area, so that the soil pressure of the fender pile system can be reduced, and the optimization of the fender pile mechanism is facilitated.
In some preferred embodiments, the guard piles 5 are arranged at intervals of long piles and short piles, wherein the long piles have the same pile length as that of the commonly adopted process for arranging the guard piles by using the long piles under the same conditions, and the short piles are the same as the long piles except for the short piles; at least one short pile is arranged between at least two long piles, for example, two short piles are respectively arranged on two sides of each long pile, and one long pile is respectively arranged on two sides of each short pile. Compared with the commonly adopted method that all long piles are used for arranging the fender pile, the method that a certain number of short piles are used for replacing a part of long piles can generate adverse effects on the uplift stability of the foundation pit, but because the foundation pit foundation treatment, the active area reinforcement and the passive area reinforcement work are completed before the fender pile is constructed, the uplift of the foundation pit can be effectively inhibited, meanwhile, the short piles are used for replacing the long piles, the overall stability of the foundation pit is not affected, and therefore, the method can ensure the stability of a supporting system and can also save a large amount of construction materials and improve the construction efficiency when the pile distance and the total pile number are the same and compared with the method that all long piles are used for arranging the fender pile.
Specifically, the composite soil body at least comprises a first composite soil body unit and a second composite soil body unit; the first composite soil body unit comprises a first pile body 61 and the soil body between piles borne by the first pile body 61, the first pile body 61 is close to the side line 11 of the foundation pit, the pile end of the first pile body 61 extends into the bearing layer, and the second composite soil body unit comprises a second pile body 62 and the soil body between piles borne by the second pile body 62; the shortest distance between the longitudinal axis of the second pile body 62 and the side line 11 of the foundation pit is greater than the shortest distance between the longitudinal axis of the first pile body 61 and the side line 11 of the foundation pit, and the pile-soil replacement rate of the second composite soil body unit is less than that of the first composite soil body unit.
The pile-soil replacement rate is the ratio of the pile volume to the unit volume of the composite soil body. The distance from the longitudinal axis of the pile body to the side lines of the foundation pit is equal to the distance from the point of the longitudinal axis of the pile body on the plane where the four side lines of the foundation pit are located to the side lines of the foundation pit, and the shortest distance from the longitudinal axis of the pile body to the side lines of the foundation pit is the minimum value of a plurality of distances from the longitudinal axis of the pile body to the side lines of the foundation pit.
The longitudinal axis of the first pile body 61 and the longitudinal axis of the adjacent second pile body 62 are symmetrical with each other relative to the interface of the first composite soil body unit and the second composite soil body unit; when the first composite soil block is taken as the innermost composite soil block, the volume of the part of the first composite soil block inside the first pile body 61 is not larger than the volume of the part of the first composite soil block outside the first pile body 61; when the second composite soil block is used as the outermost composite soil block, the volume of the part of the second composite soil block inside the second pile body 62 is not less than the volume of the part of the second composite soil block outside the second pile body 61. The first pile body 61 and the second pile body 62 can adopt common pile types such as a triaxial mixing pile, a uniaxial deep mixing pile and the like, and the pile diameter is selected according to actual requirements. The composite soil body can comprise one or more first pile bodies 61, and the shortest distances between the longitudinal axes of the first pile bodies 61 and the side line 11 of the foundation pit are respectively approximately the same; the composite soil body may comprise one or more second piles 62, and the longitudinal axes of the second piles 62 are respectively approximately the same as the shortest distance from the side line 11 of the foundation pit.
The pile-soil replacement rate can be adjusted by changing the slenderness ratio of the pile bodies in the composite soil body unit. In some embodiments, the first composite soil unit and the second composite soil unit have the same volume, the pile diameters of the first pile body 61 and the second pile body 62 are arranged to be the same, and the pile length of the first pile body 61 is longer than that of the second pile body 62; in other embodiments, the first composite soil unit and the second composite soil unit have the same volume, the pile length of the first pile body 61 and the second pile body 62 is the same, and the pile diameter of the first pile body 61 is larger than that of the second pile body 62.
Specifically, the composite soil body further includes a third composite soil body unit, the third composite soil body unit includes a third pile body 63 and an inter-pile soil body borne by the third pile body 63, a shortest distance between a longitudinal axis of the third pile body 63 and the side line 11 of the foundation pit is greater than a shortest distance between a longitudinal axis of the second pile body 62 and the side line 11 of the foundation pit, and a pile-soil replacement rate of the third composite soil body unit is less than a pile-soil replacement rate of the second composite soil body unit.
The longitudinal axis of the second pile body 62 and the longitudinal axis of the adjacent third pile body 63 are symmetrical with each other relative to the interface of the second composite soil body unit and the third composite soil body unit. The third pile body 63 can be formed by common pile types such as a triaxial mixing pile, a uniaxial deep mixing pile and the like, and the pile diameter is selected according to actual requirements. The composite soil body may comprise one or more third piles 63, the shortest distance between the longitudinal axis of each third pile 63 and the side line 11 of the foundation pit being substantially the same.
The pile soil replacement rate can be adjusted by changing the pile spacing. In some embodiments, the pile length and the pile diameter of the second pile body 62 and the third pile body 63 are the same, the distance from the longitudinal axis of the first pile body 61 to the longitudinal axis of the adjacent second pile body 62 is smaller than the distance from the longitudinal axis of the second pile body 62 to the longitudinal axis of the adjacent third pile body 63, this allows the volume of the portion of the second soil unit inside the second pilings 62 to be less than the volume of the portion of the second soil unit outside the second pilings 62, meanwhile, the volume of the part of the second soil body unit outside the second pile body 62 is the same as that of the part of the third soil body unit inside the third pile body 63, the volume of the part of the third soil body unit inside the third pile body 63 is not less than that of the part of the third soil body unit outside the third pile body 63, therefore, the volume of the third composite soil mass unit is larger than that of the second composite soil mass unit, so that the pile-soil replacement rate of the third composite soil mass unit is smaller than that of the second composite soil mass unit. Similarly, at this time, the pile-soil replacement rate of the second composite soil body unit is smaller than that of the first composite soil body unit.
In each composite soil body unit, the upper load is jointly born by the pile body and the soil body between the piles born by the pile body, the higher the pile soil replacement rate is, the higher the load born by the pile body is, the smaller the integral compression modulus of the composite soil body unit is, and the smaller the settlement is. The pile-soil replacement rate of the soil body in the active area of the foundation pit is adjusted, so that the pile-soil replacement rate of the soil body far away from the foundation pit is smaller than that of the soil body near the foundation pit, a transition effect is achieved for differential settlement of the soil body between the foundation pit and the periphery of a construction area, and the requirement of projects such as airport construction and the like where an underground structure is located on more strict differential settlement of the soil body is effectively met. Therefore, those skilled in the art can easily understand that when more composite soil units with different distances from the side line of the foundation pit need to be arranged in the construction process, the composite soil units with proper pile-soil replacement rate can still be obtained through the adjustment of the method.
Specifically, the foundation pit supporting and foundation treatment synergistic structure further comprises a cap-picking supporting structure, the cap-picking supporting structure comprises a side slope 71 and a cap-picking platform 72, the side slope 71 is arranged at a preset slope height, and the preset slope height is not more than the depth of an upper stratum; the limited area of the foundation pit sideline 11 is positioned on the cap removing platform 72, and the precast pile 31, the flexible pile 32, the foundation pit edge reinforcing body 41 and the foundation pit inner reinforcing body 42 are arranged at the cap removing platform 72.
The range of the side slope 71 and the uncapping platform 72 covers the main construction area of the foundation pit, including the active area 13 and the passive area 12 of the foundation pit. In some preferred embodiments, the composite soil mass is disposed at a decapping platform 72.
On one hand, because the upper stratum is hard, the side slope and the cap-removing platform have stronger stability, the requirements of foundation pit reinforcement and excavation construction can be met, and compared with other support methods, the cap-removing pile support construction is simpler and the construction period is shorter; on the other hand, the pile length required by pile bodies such as precast piles, flexible piles, foundation pit edge reinforcing bodies, foundation pit inner reinforcing bodies and the like is reduced in cap-off construction, and a large amount of construction materials are saved.
The underground structure may be a common underground structure such as a pipe gallery, underpass, underground portion of terminal building and tower. In some embodiments, as the pit is excavated, two supports 8 are provided at the depths of the top and middle of the pit, respectively, to increase pit stability. Although the supports are shown as described above, it will be appreciated that the number and location of the support arrangements may be adjusted according to the needs of the actual project.
It is to be understood that the embodiments described are only some of the embodiments of the present invention, and not all of them. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative work belong to the protection scope of the present invention.
Claims (5)
1. Excavation supporting and foundation treatment synergism structure for consolidate the construction area before carrying out excavation of foundation ditch in soft composite stratum under last hardness, the foundation ditch has the foundation ditch sideline, its characterized in that, excavation supporting and foundation treatment synergism structure include:
the waterproof curtain and the dewatering pipe well are arranged in the construction area;
the precast pile is arranged in the passive area of the foundation pit to reinforce the bottom of the foundation pit;
the flexible piles and the precast piles are alternately arranged at intervals along the longitudinal direction or the transverse direction of the foundation pit;
the foundation pit edge reinforcing body is arranged along the inner side of the side line of the foundation pit;
the foundation pit inner reinforcing bodies extend transversely along the foundation pit and are connected with the foundation pit edge reinforcing bodies extending longitudinally along the foundation pit at two sides of the foundation pit;
and the fender post is attached to the outer side of the foundation pit edge reinforcing body and distributed along the side line of the foundation pit.
2. The foundation pit supporting and foundation treatment cooperative structure as recited in claim 1, further comprising a composite soil body disposed in the active area of the foundation pit, wherein the fender posts are spaced apart from one another.
3. The synergistic structure for foundation pit support and foundation treatment as claimed in claim 2, wherein the composite soil comprises at least a first composite soil unit and a second composite soil unit; the first composite soil body unit comprises a first pile body and soil bodies between piles borne by the first pile body, the first pile body is close to the side line of the foundation pit, the pile end of the first pile body extends into the bearing layer, and the second composite soil body unit comprises a second pile body and soil bodies between piles borne by the second pile body; the shortest distance between the longitudinal axis of the second pile body and the side line of the foundation pit is greater than the shortest distance between the longitudinal axis of the first pile body and the side line of the foundation pit, and the pile-soil replacement rate of the second composite soil body unit is less than that of the first composite soil body unit.
4. The synergistic structure for foundation pit support and foundation treatment as claimed in claim 3, wherein the composite soil further comprises a third composite soil unit, the third composite soil unit comprises a third pile and an inter-pile soil borne by the third pile, the shortest distance between the longitudinal axis of the third pile and the side line of the foundation pit is greater than the shortest distance between the longitudinal axis of the second pile and the side line of the foundation pit, and the pile-soil replacement rate of the third composite soil unit is less than that of the second composite soil unit.
5. The foundation pit supporting and foundation treatment synergistic structure as claimed in any one of claims 1-4, further comprising a cap-off supporting structure, wherein the cap-off supporting structure comprises a side slope and a cap-off platform, the side slope is arranged at a preset slope height, and the preset slope height does not exceed the depth of an upper stratum; the foundation pit side line limiting area is located on the cap picking platform, and the precast pile, the flexible pile, the foundation pit edge reinforcing body and the foundation pit inner reinforcing body are arranged at the cap picking platform.
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| CN112227380A (en) * | 2020-10-16 | 2021-01-15 | 民航机场规划设计研究总院有限公司 | Foundation pit support and foundation treatment synergistic effect method, structure and underground structure construction method |
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| CN112227380A (en) * | 2020-10-16 | 2021-01-15 | 民航机场规划设计研究总院有限公司 | Foundation pit support and foundation treatment synergistic effect method, structure and underground structure construction method |
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