CN102587388B - PRM (press-anchor-restrict method) foundation pit supporting method - Google Patents
PRM (press-anchor-restrict method) foundation pit supporting method Download PDFInfo
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- CN102587388B CN102587388B CN201210068428.0A CN201210068428A CN102587388B CN 102587388 B CN102587388 B CN 102587388B CN 201210068428 A CN201210068428 A CN 201210068428A CN 102587388 B CN102587388 B CN 102587388B
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Abstract
The invention relates to a foundation pit supporting method, in particular to a PRM (press-anchor-restrict method) foundation pit supporting method, which has combined action of pressing, anchoring and restricting and includes the following steps of 1) determining a potential slide surface and residual sliding force of a gliding object; 2) designing structurally on the basis of the step 1); 3) flatting a casting platform for a cover plate along the edges of a foundation pit; 4) excavating a groove used for casting a soil retaining plate; 5) mounting the soil retaining plate and a reinforcing cage of the cover plate; 6) pouring concrete; and setting a fixing structure after the step 3). The cover plate is connected with the top of the soil baffle plate, and the fixing structure is used for fixing the cover plate. The PRM foundation pit supporting method is low in manufacturing cost and short in construction period, is low in impact vibration and noise during construction and applicable to supporting foundation pits with soil having a certain strength and foundation pits with stable middle lower portions of walls and soil at the bottom of the pits, and the supporting structure constructed by the method is high in structural strength.
Description
Technical field
The present invention relates to foundation pit supporting method, especially a kind of PRM foundation pit supporting method, the abbreviation of PRM and Thepress-anchor-restrict method, its Chinese full name is the foundation pit supporting method of lid pressure, anchoring, side block compound action.
Background technology
Foundation pit supporting method, by constructing a supporting and protection structure opposing gear foundation ditch lateral earth pressure, stoping or slowing down hole wall distortion, ensureing the safety of foundation pit construction.According to the difference of adopted supporting and protection structure, conventional foundation pit supporting method mainly comprises campshed curtain wall pattern foundation pit supporting structure, diaphragm wall pattern foundation pit supporting structure, sheet pile pattern foundation pit supporting structure, soil nailing draw anchor supporting.Compare with sheet pile pattern foundation pit supporting structure with campshed curtain wall pattern foundation pit supporting structure, diaphragm wall pattern foundation pit supporting structure, soil nailing draw anchor supporting without the need to piling work, during construction, impact shock is little, noise is low, easy control settlement and displacement, can construct in the position be close to adjacent building and underground utilities.
Wherein, the construction of steel concrete diaphragm wall carries out before excavation of foundation pit; Be adopt Special digging groove mechanical when mud off, carry out excavation groove-colligation install reinforcing cage-concrete construction successively by unit groove.Specifically, after the groove having excavated a unit groove section, the reinforcing cage processed is hung in mud-filled groove, then to concreting in groove, mud is cemented out.Connected by special joint between unit groove section, form the underground reinforced concrete wall of continuous print.
And soil nail wall, carry out with excavation of foundation pit, the mode adopting excavation limit, limit to construct is carried out simultaneously; Utilize the Soil-nailed soil body squeezing into the level of approximation of soil layer to form stable soil structures, then lay steel mesh reinforcement and the formation of sprayed mortar surface layer at hole wall.
But steel concrete diaphragm wall, cost is high, is a kind of than drilling pile and the more expensive form of structure of deep-mixed pile cost; And the difficult treatment of waste mud, easily cause environment pollution, significantly limit its application.The relative steel concrete diaphragm wall of soil nail wall, cost is lower, also there is not the process problem of waste mud; But barricade main body is formed by soil nailing combined with steel reinforced concrete surface layer, the resistant function of its surface layer is very little, does not generally consider the effect of surface layer during designing and calculating, sometimes soil nailing spacing need to lay tightr, and the soil nailing embedding soil body degree of depth needs very long, construction gets up to show slightly difficulty.
Summary of the invention
Technical problem to be solved by this invention is to provide a kind of PRM foundation pit supporting method, the advantage that when it possesses high strength that diaphragm wall pattern foundation pit supporting structure has, construction, impact shock is little, noise is low; Meanwhile, compared with diaphragm wall pattern foundation pit supporting structure, cost is low, the duration is short.
The technical solution adopted for the present invention to solve the technical problems is: PRM foundation pit supporting method, comprise the steps: 1), according to the condition of construction of reality, by existing soil body stability analytical method, computational analysis is carried out to the hole wall stability of foundation ditch, determines potential slide surface, the residual pushing force of slide mass; 2), constructed supporting and protection structure comprises breast boards, be positioned at the relative foundation ditch opposite side of breast boards and be connected with breast boards top cover pressing plate, for fixedly covering the fixed structure of pressing plate, fixed structure with cover pressing plate and be fixedly connected with and the stable soil body embedding foundation ditch outside; In step 1) on the basis of analysis result, determine supporting and protection structure intensity, and then determine breast boards and cover the size of pressing plate, determine the type selecting of fixed structure; 3), along margin of foundation pit smooth location, formed for building the platform covering pressing plate; 4) groove for building breast boards, is excavated; 5), install breast boards and cover the reinforcing cage of pressing plate, breast boards and the reinforcing cage covering pressing plate are connected as a single entity; 6), concreting; Wherein fixed structure is in step 3) after arrange.
Further, the segmentation from top to bottom of described breast boards is constructed; Described step 4) only excavate groove corresponding to first section of breast boards; Described step 5), the reinforcing cage of corresponding breast boards is only laid along the gash depth excavated; In step 6) after, increase following steps: a, excavation pit; B, when the excavation of foundation pit degree of depth is to next section of breast boards top respective heights, excavate the groove that next section of breast boards is corresponding, then the reinforcing cage of this section of breast boards is laid along gash depth, and the reinforcing cage of this section of breast boards is fixedly connected with the reinforcing cage of the preceding paragraph breast boards, last concreting forms this section of breast boards; C, repetition above-mentioned steps a and step b, until form whole breast boards.
Further, described step 3) smooth formation be male and fomale(M&F) for building the platform surface covering pressing plate, by step 6) build the projection that the bottom surface covering pressing plate formed forms array.
As a kind of scheme, described fixed structure comprises the top anchor pole embedding and stablize the soil body.
As a kind of scheme, described fixed structure comprises the insert plate embedding and stablize the soil body, and described insert plate is reinforced concrete structure.Further, in step 4) in, excavate the groove for building insert plate simultaneously.
Further, in step 3) after, after breast boards and breast boards wall, between the soil body, anchor structure is set.As a kind of scheme, described anchor structure comprises the bottom anchor pole being inserted the soil body after wall by the position at breast boards top obliquely.
Further, described breast boards is provided with the breach that a group forms soil arching effect, described breast boards entirety is in pectination, and each breach is by upwards extending bottom breast boards and arranging along breast boards length direction interval; Be made up of the gear soil part of breast boards the part breast boards above breach, be made up of the arching part of breast boards the part breast boards that breach is corresponding.
Supporting method of the present invention, requires that there is the space that can make and cover pressing plate in hole week, is applicable to the foundation ditch environment possessing some strength soil property, as clayey, sand matter etc.; Also wall middle and upper part, the hole soil body is applicable to comparatively weak, middle and lower part and the good foundation ditch environment of hole subsoil matter.For the foundation ditch environment of soft soil property, the corresponding pretreatment measure improving soil body stability need be coordinated; And groundwater table higher time, need construct after precipitation.
The invention has the beneficial effects as follows:
One, cover pressing plate and breast boards is reinforced concrete structure, therefore possess high intensity.Pressure is covered by what cover pressing plate self gravitation; cover the frictional resistance effect between pressing plate and the top soil body; the side limit stop soil effect of side direction breast boards; and fixed structure drawknot fixes a series of compound action; compressed the hole wall soil body, limited its lateral deformation, potential slide mass is not only limited in breast boards and covers in pressing plate; and be anchored at deep and stablize among the soil body, effectively protect the stability and security of hole wall.
Two, breast boards carries out topmast support by covering pressing plate, improve soil body self-strength by the pressure of covering covering pressing plate self gravitation, breast boards is without the need to going deep into foundation ditch bottom soil body, and also namely the height of breast boards is less than foundation depth, the channel excavation degree of depth is little, and concrete, amount of reinforcement are little; Can adopt that once excavation builds shaping breast boards, the mode that also excavation limit, limit can be adopted to construct breast boards is constructed, simplify the excavation of groove, be equivalent to diaphragm wall method of support, but without the need to Special digging groove mechanical and mud off, while the advantage that impact shock is little when possessing the construction that diaphragm wall pattern foundation pit supporting structure has, noise is low, the duration is short, cost is low.
Three, cover pressing plate can also and the sclerosis place of foundation ditch periphery be combined, namely covering pressing plate as the hard surface of periphery, even carriage way, also can be directly connected to breast boards within the surface course hardened, save construction costs.
Accompanying drawing explanation
Fig. 1 is the stressed sketch of supporting and protection structure constructed by foundation pit supporting method of the present invention;
Fig. 2 is the sectional schematic diagram of embodiment one supporting and protection structure;
Fig. 3 is the sectional schematic diagram of embodiment two supporting and protection structure;
Fig. 4 is the schematic three dimensional views of pectination breast boards;
Fig. 5 is soil arch sectional schematic diagram.
Detailed description of the invention
Below in conjunction with drawings and Examples, the present invention is further described.
PRM foundation pit supporting method of the present invention, comprises the steps:
1), according to the condition of construction of reality, by existing soil body stability analytical method, computational analysis is carried out to hole wall 31 stability of foundation ditch 30, determine potential slide surface 32, the residual pushing force of slide mass;
2), constructed supporting and protection structure comprises breast boards 10, be positioned at breast boards 10 relatively foundation ditch 30 opposite side and be connected with breast boards 10 top cover pressing plate 20, for fixedly covering the fixed structure of pressing plate 20, fixed structure with cover pressing plate 20 and be fixedly connected with and the stable soil body 33 embedding foundation ditch 30 outside; In step 1) on the basis of analysis result, determine supporting and protection structure intensity, and then determine breast boards 10 and cover the size of pressing plate 20, determine the type selecting of fixed structure;
3), along foundation ditch 30 flush edge place, formed for building the platform covering pressing plate 20;
4) groove for building breast boards 10, is excavated;
5), install breast boards 10 and cover the reinforcing cage of pressing plate 20, breast boards 10 and the reinforcing cage covering both pressing plates 20 are connected as a single entity;
6), concreting;
Wherein fixed structure is in step 3) after arrange.
Above-mentioned steps 1), according to the condition of construction of reality, also be foundation depth, geological conditions, soil strength etc., by existing soil body stability analytical method, carry out the stability analysis that foundation ditch 30 cheats wall 31 soil body, also the distortion that after namely analyzing excavation, hole wall 31 may occur and the feature of potential slide surface 32, its computational methods are identical with existing; Step 2) in step 1) basis on, carry out the structure design of supporting and protection structure, and then ensure the supporting intensity of supporting and protection structure under this condition of construction, ensure the safety of foundation pit construction.
So-called soil body stability, refers to the soil body being in certain space-time condition, may keep the degree of its mechanical balance state under the effect of various power.When the soil body is subject to load action, soil body each point produces normal stress and shear stress, under shear stress effect, and soil body generation shear strain, if certain some shear stress reaches the shear strength of this point, namely the soil body produces along shear stress action direction and quite slides; If load continues to increase, then to reach the region of shear strength increasing for shear stress, finally forms continuous print slide plane, and whole soil strength is destroyed and unstability.Above-mentioned slide plane is called slide surface 32, and the soil body of relative sliding is called slide mass, and the soil body corresponding with slide mass is called the stable soil body 33.
Foundation ditch 30 cheats the soil body of wall 31 correspondence, slippage produces usually at top, as shown in Figure 1, Figure 2, Figure 3 shows, therefore will cover pressing plate 20 to be divided into and to cover splenium and divide and coupling part two parts, and wherein cover splenium and divide and namely cover pressing plate 20 and namely cover away from the part between breast boards 10 one end and slide surface 32 top, coupling part the part that pressing plate 20 is connected between one end and slide surface 32 top with breast boards 10.The stressed sketch of supporting and protection structure constructed by foundation pit supporting method of the present invention as shown in Figure 1, comprise cover pressing plate 20 coupling part and breast boards 10 gravity G, slide mass residual pushing force F, that cover that pressing plate 20 covers that splenium divides the frictional resistance f between the soil body, fixed structure is solid power N/, wherein N/ converts by the anchored force N of fixed structure and forms.
To the structure design of supporting and protection structure, also namely analyze " covering pressure-anchoring-gear soil " integrally-built stability and intensity, determine integrally-built size and intensity, concrete calculating is equally according to existing all kinds of method for analyzing stability.For the slice method that industry is conventional, during calculating: one, ignore hole wall to the lateral force of breast boards 10, that considers to cover pressing plate 20 covers the total force G that splenium divides the frictional resistance f between soil body surface, fixedly covers the anchored force N of the fixed structure of pressing plate 20, covers pressing plate 20 coupling part and breast boards 10; Two, according to slide mass residual pushing force F, frictional resistance f, anchored force N, total force G and cover splenium and divide gravity, resistance to overturning is calculated; Three, using frictional resistance f, anchored force F, total force G as imposed load, slice method analytical calculation is carried out to slide mass stability.
Cover pressing plate 20 and breast boards 10 is reinforced concrete structure, therefore possess high intensity.Pressure is covered by what cover pressing plate 20 self gravitation, cover the frictional resistance effect between pressing plate 20 and the top soil body, the side limit stop soil effect of side direction breast boards 10, and fixed structure drawknot fixes a series of compound action, compress hole wall 31 soil body, strengthen interior frictional resistance effect and the density of the soil body 34 self after wall, the soil body of foundation ditch 30 periphery possibility deformation failure is made to be constrained in together by densification, limit its lateral deformation, potential slide mass is not only limited in breast boards 10 and covers in pressing plate 20, and be anchored at deep and stablize among the soil body, effectively protect the stability and security of hole wall 31.
Improve soil body self-strength by the pressure of covering covering pressing plate 20 self gravitation, the soil body that foundation ditch 30 cheats wall 31 middle and lower part can guarantee the stable of foundation ditch 30 by friction and cohesion in the soil body, and breast boards 10 only needs to resist the soil body lateral pressure that foundation ditch 30 cheats wall 31 middle and upper part; And breast boards 10 carries out topmast support by covering pressing plate 20, therefore breast boards 10 is without the need to going deep into foundation ditch 30 bottom soil body, and also namely the height of breast boards is less than foundation depth, and the channel excavation degree of depth is little, and concrete, amount of reinforcement are little.
With first build formation and cover pressing plate 20 and construct compared with breast boards 10 again, this supporting method is built simultaneously and is covered pressing plate 20 and breast boards 10, cover pressing plate 20 and be connected an end bar without the need to appearing with breast boards 10, when therefore constructing, there is not the problem that reinforcing bar of appearing affects channel excavation, form breast boards 10 and construct again and cover compared with pressing plate 20 with first building, this supporting method breast boards 10 carries out topmast support by covering pressing plate 20, to building first, shaping breast boards 10 requirement for height is little, therefore to step 4) the channel excavation degree of depth restriction little, breast boards 10 can adopt once excavation to build the shaping mode that limit excavation pit 30 limit also can be adopted to construct according to actual needs and construct, because this simplify the excavation of groove, organizing of channel excavation is more flexible, be equivalent to diaphragm wall method of support, but without the need to Special digging groove mechanical and mud off, when possessing the construction that diaphragm wall pattern foundation pit supporting structure has, impact shock is little, while the advantage that noise is low, duration is short, cost is low.
Cover pressing plate 20 to be combined with the sclerosis place of foundation ditch 30 periphery, namely covering pressing plate 20 as the hard surface of periphery, even carriage way, also can be directly connected to breast boards 10 within the surface course hardened, save construction costs.
Breast boards 10 adopts once excavation to build shaping, and the duration is longer; And under the prerequisite not adopting Special digging groove mechanical, the mode usually needing Combined with Radiotherapy slope to excavate is carried out.Therefore, best, the segmentation from top to bottom of described breast boards 10 is constructed; Described step 4) only excavate the groove of first section of breast boards 10 correspondence; Described step 5), the reinforcing cage of corresponding breast boards 10 is only laid along the gash depth excavated; In step 6) after, increase following steps:
A, excavation pit 30;
B, when foundation ditch 30 cutting depth is to next section of breast boards 10 top respective heights, excavate the groove of next section of breast boards 10 correspondence, then the reinforcing cage of this section of breast boards 10 is laid along gash depth, and the reinforcing cage of this section of breast boards 10 is fixedly connected with the reinforcing cage of the preceding paragraph breast boards 10, last concreting forms this section of breast boards 10;
C, repetition above-mentioned steps a and step b, until form whole breast boards 10.
Sectional forming, step 4) groove that excavates is shallow trench, shallow trench, without the need to Special digging groove mechanical and mud off, therefore excavates conveniently, can further the reduction of erection time, reduce cost.The reinforcing cage of next section of breast boards 10 is fixedly connected with the reinforcing cage of the preceding paragraph breast boards 10, can adopt welding or connect by certain lap length colligation.Above-mentioned first section of breast boards 10 and the vertical reinforcement covering pressing plate 20, can adopt and be formed by cheating wall and cheating the angle folding between pushing up by same reinforcing bar.Concrete, in example as shown in Figure 2, first section of breast boards 10 is connected as a single entity with the reinforcing cage covering both pressing plates 20, vertical reinforcement is bending and molding, the reinforcing cage covering pressing plate 20 is close to top, hole plane, the reinforcing cage of breast boards 10 is close to hole wall 31 plane, breast boards 10 and the angle covered between pressing plate 20 consistent with the angle between hole wall 31 and top, hole plane; The reinforcing cage of next section of breast boards 10 and the reinforcing cage of the preceding paragraph breast boards 10 adopt and are welded and fixed.
Above-mentioned steps 3) smooth location, directly can carry out on earth's surface, but clear up earth's surface surface dust to strengthen to being suitable for of deep foundation ditch simultaneously, the mode preferably by step excavation is carried out.Simultaneously, in order to strengthen the frictional resistance covered between pressing plate 20 with the corresponding soil body, described step 3) smooth formation be male and fomale(M&F) for building the platform surface covering pressing plate 20, by step 6) build the projection 22 that the bottom surface 21 covering pressing plate 20 formed forms array.
Above-mentioned fixed structure can adopt various structures, as: anchor pole, soil nailing, anchor cable etc., but select the anchored force that should meet fixed structure to add to cover pressing plate 20 and the frictional resistance of the corresponding soil body of fixed structure are greater than the respective amount of slide mass residual pushing force, the respective amount of this residual pushing force refer to residual pushing force horizontal component or along slide surface component.According to the difference of fixed structure, it is also different that it installs period, can in step 3) after, step 4) before install; Also can in step 4) after, step 5) before install; Even in step 6) after install.
Embodiment one as shown in Figure 2, the soil body is clayey, and described fixed structure adopts the insert plate 23 embedding and stablize the soil body 33, and described insert plate 23 is reinforced concrete structure.The excavation of insert plate 23 respective grooves, can in step 3) after, step 4) before; Step 4) after, step 5) before; Also can in step 4) while.In order to save the duration, during construction, in step 4) in, excavate the groove for building insert plate 23 simultaneously.In addition, in example as shown in the figure, in order to reduce amount of reinforcement, insert plate 23 is arranged along covering pressing plate 20 length direction interval.
Reinforcing cage entirety is comparatively large, best, in step 5) in, first put into reinforcing bar the more shaping insert plate 23 of one colligation, cover the reinforcing cage of pressing plate 20 and breast boards 10, then through step 6) formed by integrally casting is shaping.
Soil arching effect is because the uneven displacement of medium causes, and the formation of soil arch changes stress state in medium, causes stress redistribute, the pressure after acting on arch or on arch be delivered to arch springing and around go in stable.In geotechnical engineering, soil arching effect is usually expressed as: a part of soil body produces uneven displacement or distortion, and remainder is motionless.Now, due to the existence of friction and cohesion in the soil body, frictional resistance is produced between the soil body be subjected to displacement and the motionless soil body, add the abutment pressure on the motionless soil body, and the abutment pressure decreased on the mobile soil body, reaching the effect of a kind of " keeping away light just heavy ", is the embodiment that the soil body transfers self shear strength.
Therefore further, in the embodiment one shown in Fig. 2, described breast boards 10 is provided with the breach 13 that a group forms soil arching effect, described breast boards 10 entirety is in pectination, and each breach 13 is by upwards extending bottom breast boards 10 and arranging along breast boards 10 length direction interval; Be made up of the gear soil part 12 of breast boards 10 the part breast boards 10 above breach 13, be made up of the arching part 11 of breast boards 10 the part breast boards 10 of breach 13 correspondence, as shown in Figure 4.As shown in Figure 5, forming soil arch 35 at breach 13 place, by playing the soil arching effect of the soil body, improving the ability of soil body self-strength and opposing external force, while reducing construction volume, ensure the safety of foundation ditch and stable, can effectively reduction of erection time, reduction cost.In order to simplify construction, during construction, the segmentation from top to bottom of described breast boards 10 is constructed, described step 4) only excavate the corresponding groove keeping off native part 12.
Figure 3 shows that embodiment two, be with the difference of embodiment one: the soil body is sand matter, fixed structure adopts the top anchor pole 24 embedding and stablize the soil body 33, after breast boards 10 and breast boards 10 wall, arrange anchor structure between the soil body 34.
During construction, in step 4) while grooving, by existing method, top anchor pole 24 is installed in punching, then in step 5) after, top anchor pole 24 is fixedly connected with reinforcing cage.In addition, the installation of top anchor pole 24, also can in step 6) after carry out.
Anchor structure can adopt anchor pole, soil nailing etc.In examples as shown in figure 3, described anchor structure comprises the bottom anchor pole 14 being inserted the soil body 34 after wall by the position at breast boards 10 top obliquely.Bottom anchor pole 14 inserts the soil body 34 after wall obliquely by the position at corresponding breast boards 10 top, thus breast boards 10, slide mass and the stable soil body 33 is connected as a single entity by bottom anchor pole 14; Meanwhile, bottom anchor pole 14 is inserted by corresponding breast boards 10 top, not by the restriction of breast boards 10 respective grooves width, installs more convenient.In the example shown in fig. 3, bottom anchor pole 14 is in step 6) after, install before excavation of foundation pit, step 6) after ensure that bottom anchor pole 14 be arranged on soil compaction after, foundation ditch 30 excavate before ensure that bottom anchor pole 14 installs the position stability of front breast boards 10.When foundation depth is larger, further after each section of breast boards 10 and wall, between the soil body 34, soil nailing or anchor pole can be set.
Claims (9)
1.PRM foundation pit supporting method, comprises the steps:
1), according to the condition of construction of reality, by existing soil body stability analytical method, computational analysis is carried out to the hole wall stability of foundation ditch, determines potential slide surface, the residual pushing force of slide mass;
2), constructed supporting and protection structure comprises breast boards (10), be positioned at breast boards (10) relatively foundation ditch (30) opposite side and be connected with breast boards (10) top cover pressing plate (20), for fixedly covering the fixed structure of pressing plate (20), fixed structure with cover pressing plate (20) and be fixedly connected with and the stable soil body (33) embedding foundation ditch (30) outside; In step 1) on the basis of analysis result, determine supporting and protection structure intensity, and then determine breast boards (10) and cover the size of pressing plate (20), determine the type selecting of fixed structure;
3), along foundation ditch (30) flush edge place, formed and be used for building the platform covering pressing plate (20);
4), excavation is used for the groove of building breast boards (10);
5), breast boards (10) is installed and covers the reinforcing cage of pressing plate (20), breast boards (10) and cover pressing plate (20) both reinforcing cages and be connected as a single entity;
6), concreting;
Wherein fixed structure is in step 3) after arrange.
2. PRM foundation pit supporting method as claimed in claim 1, is characterized in that:
Described breast boards (10) segmentation is from top to bottom constructed;
Described step 4) only excavate groove corresponding to first section of breast boards (10);
Described step 5), the reinforcing cage of corresponding breast boards (10) is only laid along the gash depth excavated;
In step 6) after, increase following steps:
A, excavation pit (30);
B, when foundation ditch (30) cutting depth is to next section of breast boards (10) top respective heights, excavate the groove that next section of breast boards (10) is corresponding, then the reinforcing cage of this section of breast boards (10) is laid along gash depth, and the reinforcing cage of this section of breast boards (10) is fixedly connected with the reinforcing cage of the preceding paragraph breast boards (10), last concreting forms this section of breast boards (10);
C, repetition above-mentioned steps a and step b, until form whole breast boards (10).
3. PRM foundation pit supporting method as claimed in claim 1, it is characterized in that: described step 3) smooth formation be male and fomale(M&F) for building the platform surface covering pressing plate (20), by step 6) build the projection (22) that the bottom surface (21) covering pressing plate (20) formed forms array.
4. PRM foundation pit supporting method as claimed in claim 1, is characterized in that: described fixed structure comprises the top anchor pole (24) embedding and stablize the soil body (33).
5. PRM foundation pit supporting method as claimed in claim 1, is characterized in that: described fixed structure comprises the insert plate (23) embedding and stablize the soil body (33), and described insert plate (23) is reinforced concrete structure.
6. PRM foundation pit supporting method as claimed in claim 5, is characterized in that: in step 4) in, excavation is used for the groove of building insert plate (23) simultaneously.
7. PRM foundation pit supporting method as claimed in claim 1, is characterized in that: in step 3) after, after breast boards (10) and breast boards (10) wall, between the soil body (34), anchor structure is set.
8. PRM foundation pit supporting method as claimed in claim 7, is characterized in that: described anchor structure comprises the bottom anchor pole (14) being inserted the soil body (34) after wall by the position at breast boards (10) top obliquely.
9. the PRM foundation pit supporting method as described in claim 1,2,3,4,5,6,7 or 8, it is characterized in that: described breast boards (10) is provided with the breach (13) that a group forms soil arching effect, described breast boards (10) entirety is in pectination, and each breach (13) is upwards extended by breast boards (10) bottom and arranges along breast boards (10) length direction interval; Be made up of gear soil part (12) of breast boards (10) the part breast boards (10) of breach (13) top, be made up of the arching part (11) of breast boards (10) the part breast boards (10) that breach (13) is corresponding.
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| CN103205971B (en) * | 2012-12-14 | 2015-06-24 | 中国一冶集团有限公司 | Construction method for adopting concrete breast board piles to support side slope with height difference of foundation pit |
| CN110397050B (en) * | 2019-08-05 | 2020-07-14 | 河北工业大学 | Beam-anchor type light drainage retaining wall and construction method thereof |
| CN114032915B (en) * | 2021-11-23 | 2023-03-31 | 浙江广川工程咨询有限公司 | Simple and easy strutting arrangement in shallow foundation pit |
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| CN1043482C (en) * | 1995-10-25 | 1999-05-26 | 李宪奎 | Retaining wall structure and method for constructing same |
| CN1196426A (en) * | 1997-04-14 | 1998-10-21 | 中国建筑科学研究所珠海科研设计部 | Construction method for inversion underground continuous wall |
| JP3516391B2 (en) * | 2000-04-20 | 2004-04-05 | アイサワ工業株式会社 | Ground excavation method |
| CN201310091Y (en) * | 2008-10-31 | 2009-09-16 | 江苏建业建设集团有限公司 | Cantilever support technology for combined capping plate |
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