CN102587388A - 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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- CN102587388A CN102587388A CN2012100684280A CN201210068428A CN102587388A CN 102587388 A CN102587388 A CN 102587388A CN 2012100684280 A CN2012100684280 A CN 2012100684280A CN 201210068428 A CN201210068428 A CN 201210068428A CN 102587388 A CN102587388 A CN 102587388A
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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, PRM are the abbreviation of Thepress-anchor-restrict method, and its Chinese full name is for covering the foundation pit supporting method of pressure, anchoring, side retaining compound action.
Background technology
Foundation pit supporting method through constructing a supporting and protection structure opposing retaining foundation ditch lateral earth pressure, stops or slows down hole wall distortion, guarantees the safety of foundation pit construction.According to the difference of employing supporting and protection structure, foundation pit supporting method commonly used comprises that mainly 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 the anchor supporting.Compare with the 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 the anchor supporting to need not piling work; Impact shock is little during construction, noise is low, controls sedimentation and displacement easily, can construct with adjacent building and underground utilities next-door neighbour's position.
Wherein, the steel concrete construction of continuous concrete wall is before excavation of foundation pit, to carry out; Be to adopt special-purpose trench machine under the situation of mud off, excavate groove-colligation install reinforcing cage-concreting construction successively by unit groove.Specifically, accomplish the groove of a unit groove section at excavation after, hang the reinforcing cage that processes in the mud-filled groove, then concreting and mud cemented out in groove.Connect by special joint between each unit groove section, form continuous underground reinforced concrete wall.
And the soil nailing wall carries out with excavation of foundation pit simultaneously, adopts the mode of constructing while excavating to carry out; The soil nailing soil mass consolidation that the level of approximation of soil layer is squeezed in utilization forms stable soil structures, and wall is laid steel mesh reinforcement and the formation of sprayed mortar surface layer in the hole then.
But the steel concrete diaphragm wall, cost is high, is a kind of than boring placing stake and the more expensive form of structure of deep-mixed pile cost; And the difficult treatment of waste mud causes environment pollution easily, has greatly limited its application.The relative steel concrete diaphragm wall of soil nailing wall, cost is lower, does not also have the handling problem of waste mud; But the 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 the soil nailing spacing need to lay tightr; And soil nailing embeds the soil body degree of depth need be very long, and construction gets up to show slightly difficulty.
Summary of the invention
Technical problem to be solved by this invention provides a kind of PRM foundation pit supporting method, the advantage that impact shock was little, noise is low when it possessed high strength that the diaphragm wall pattern foundation pit supporting structure had, construction; Simultaneously, compare with the 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: the PRM foundation pit supporting method; Comprise the steps: 1), according to the condition of construction of reality; By existing soil body stability analytical method; Hole wall stability to foundation ditch is carried out computational analysis, confirms 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 link to each other with the breast boards top cover pressing plate, be used for fixing the fixed structure that covers pressing plate, fixed structure with cover pressing plate and be fixedly connected and embed the outside stable soil body of foundation ditch; On the step 1) results of analysis, confirm supporting and protection structure intensity, and then definite breast boards with the size of covering pressing plate, confirm the type selecting of fixed structure; 3), along smooth place, foundation ditch edge, be formed for building the platform that covers pressing plate; 4), excavation is used to build the groove of breast boards; 5), breast boards is installed and is covered the reinforcing cage of pressing plate, breast boards is connected as a single entity with the reinforcing cage that covers pressing plate; 6), concreting; Wherein fixed structure is provided with after step 3).
Further, the segmentation from top to bottom of said breast boards is constructed; Said step 4) is only excavated the corresponding groove of first section breast boards; Said step 5), the reinforcing cage of corresponding breast boards are only laid along the gash depth that has excavated; After step 6), increase following steps: a, excavation pit; B, when the respective heights of the excavation of foundation pit degree of depth to next section breast boards top; Excavate the corresponding groove of next section breast boards; Lay the reinforcing cage of this section breast boards then along gash depth; And the reinforcing cage of this section breast boards is fixedly connected with the reinforcing cage of the preceding paragraph breast boards, last concreting forms this section breast boards; C, repetition above-mentioned steps a and step b are until forming whole breast boards.
Further, the platform surface that covers pressing plate that is used to build of the smooth formation of said step 3) is a male and fomale(M&F), builds the convexity that the bottom surface of covering pressing plate that forms forms array by step 6).
As a kind of scheme, said fixed structure comprises and embeds the top anchor pole stablize the soil body.
As a kind of scheme, said fixed structure comprises and embeds the insert plate stablize the soil body that said insert plate is a reinforced concrete structure.Further, in step 4), excavation is used to build the groove of insert plate simultaneously.
Further, after step 3), draw anchor structure being provided with between the soil body behind breast boards and the breast boards wall.As a kind of scheme, the said anchor structure that draws comprises the bottom anchor pole by the soil body behind the oblique insertion wall down in the position at breast boards top.
Further, said breast boards is provided with one group of breach that forms soil arching effect, and said breast boards integral body is dressing, and each breach is extended upward and is provided with at interval along the breast boards length direction by the breast boards bottom; Constitute the retaining soil part of breast boards by the part breast boards of breach top, constitute the arching part of breast boards by the corresponding part breast boards of breach.
Supporting method of the present invention requires hole week to have and can make the space of covering pressing plate, is applicable to the foundation ditch environment that possesses certain intensity soil property, like clay matter, sand matter etc.; Be applicable to that also wall middle and upper part, the hole soil body is comparatively weak, middle and lower part and hole subsoil matter is the foundation ditch environment preferably.For the foundation ditch environment of soft soil property, need to cooperate the corresponding preliminary treatment measure that improves soil body stability; And groundwater table needs behind precipitation, construct when higher.
The invention has the beneficial effects as follows:
One, covering pressing plate and breast boards is reinforced concrete structure, therefore possesses high intensity.Through covering the pressure of pressing plate self gravitation, cover the frictional resistance effect between the pressing plate and the top soil body, the lateral confinement retaining soil effect of side direction breast boards; And the fixing a series of compound actions of fixed structure drawknot; Compressed the hole wall soil body, limited its lateral deformation, potential slide mass not only is limited in breast boards and covers in the pressing plate; And be anchored at the deep and stablize among the soil body, effectively protected the stability and security of hole wall.
Two, breast boards pushes up support through covering pressing plate; Press the raising soil body self intensity through covering covering of pressing plate self gravitation, breast boards need not to go deep into the foundation ditch bottom soil body, and the height that also is breast boards is less than foundation depth; The channel excavation degree of depth is little, and concrete, amount of reinforcement are little; Can adopt once excavation to build the moulding breast boards, also can adopt the mode of constructing breast boards while excavating to construct; Simplified the excavation of groove; Be equivalent to the diaphragm wall method of support; But need not special-purpose trench machine and mud off, in the advantage that impact shock is little, noise is low when possessing the construction that the diaphragm wall pattern foundation pit supporting structure had, the duration is short, cost is low.
Three, cover pressing plate can also and the peripheral sclerosis place of foundation ditch be used in combination, promptly cover the hard surface that pressing plate can be used as periphery, even carriage way also can be directly connected to breast boards within the surface course that has hardened, and has practiced thrift construction costs.
Description of drawings
Fig. 1 is the stressed sketch of the constructed supporting and protection structure of 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 dressing breast boards;
Fig. 5 is a soil arch sectional schematic diagram.
The specific embodiment
Below in conjunction with accompanying drawing and embodiment the present invention is further specified.
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, hole wall 31 stability of foundation ditch 30 are carried out computational analysis, confirm the residual pushing force of potential slide surface 32, slide mass;
2), constructed supporting and protection structure comprises breast boards 10, be positioned at breast boards 10 relative foundation ditch 30 opposite sides and link to each other with breast boards 10 tops cover pressing plate 20, be used for fixing the fixed structure that covers pressing plate 20, fixed structure with cover pressing plate 20 and be fixedly connected and embed the outside stable soil body 33 of foundation ditch 30; On the step 1) results of analysis, confirm supporting and protection structure intensity, and then definite breast boards 10 and the size of covering pressing plate 20, confirm the type selecting of fixed structure;
3), along smooth place, foundation ditch 30 edges, be formed for building the platform that covers pressing plate 20;
4), excavation is used to build the groove of breast boards 10;
5), breast boards 10 is installed and is covered the reinforcing cage of pressing plate 20, breast boards 10 with cover both reinforcing cages of pressing plate 20 and be connected as a single entity;
6), concreting;
Wherein fixed structure is provided with after step 3).
Above-mentioned steps 1); Condition of construction according to reality; Also be foundation depth, geological conditions, soil strength etc.,, carry out the stability analysis of foundation ditch 30 hole wall 31 soil bodys by existing soil body stability analytical method; The distortion that hole wall 31 possibly occur after also promptly analysis was excavated and the characteristic of potential slide surface 32, its computational methods are with existing identical; Step 2) on the basis of step 1), carry out the structure design of supporting and protection structure, and then guarantee the supporting intensity of supporting and protection structure under this condition of construction, guarantee the safety of foundation pit construction.
So-called soil body stability is meant the soil body that is in certain space-time condition, under the effect of various power, possibly keep the degree of its mechanical balance state.When the soil body receives load action, soil body each point produces normal stress and shear stress, under the shear stress effect, and soil body generation shear strain, if certain some shear stress reaches the shear strength of this point, the soil body promptly produces quite along the shear stress action direction and slides; If load continues to increase, then shear stress reaches the regional increasing of shear strength, finally forms continuous slide plane, and whole soil strength is destroyed and unstability.Above-mentioned slide plane is called slide surface 32, and the soil body that relatively slides is called slide mass, stablizes the soil body 33 and be called with the corresponding soil body of slide mass.
The soil body of foundation ditch 30 hole wall 31 correspondences; Slippage is created in the top usually; Like Fig. 1, Fig. 2, shown in Figure 3; Therefore will cover pressing plate 20 and be divided into and cover splenium and divide and coupling part two parts, and wherein cover the splenium branch and promptly cover pressing plate 20 and promptly cover pressing plate 20 part between an end and slide surface 32 tops that links to each other with breast boards 10 away from part, coupling part between breast boards 10 1 ends and slide surface 32 tops.The stressed sketch of the constructed supporting and protection structure of foundation pit supporting method of the present invention is as shown in Figure 1; Comprise the gravity G that covers pressing plate 20 coupling parts and breast boards 10, slide mass residual pushing force F, cover that pressing plate 20 covers that splenium divides and the soil body between frictional resistance f, fixed structure be solid power N/, wherein N/ can convert through the anchored force N of fixed structure and form.
To the structure design of supporting and protection structure, also promptly " covering pressure-anchoring-retaining soil " integrally-built stability and intensity are analyzed, confirm integrally-built size and intensity, concrete calculating is equally according to existing all kinds of method for analyzing stability.The slice method commonly used with industry is example; During calculating: one, ignore the hole wall to the side action power of breast boards 10, consider to cover pressing plate 20 cover that splenium divides and soil body surface between frictional resistance f, fixedly cover the fixed structure of pressing plate 20 anchored force N, cover the total force G of pressing plate 20 coupling parts 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, computing whole stability; Three, with frictional resistance f, anchored force F, total force G as imposed load, slide mass stability is carried out the slice method analytical calculation.
Cover pressing plate 20 and be reinforced concrete structure, therefore possess high intensity with breast boards 10.Through covering the pressure of pressing plate 20 self gravitations, cover the frictional resistance effect between the pressing plate 20 and the top soil body, the lateral confinement retaining soil effect of side direction breast boards 10; And the fixing a series of compound actions of fixed structure drawknot; Compressed hole wall 31 soil bodys, strengthened the interior frictional resistance effect and the density of the soil body behind the wall 34 self, made the soil body that foundation ditch 30 peripheries maybe deformation failures constrained in together by densification; Limited its lateral deformation; Potential slide mass not only is limited in breast boards 10 and covers in the pressing plate 20, and is anchored at the deep and stablize among the soil body, has effectively protected the stability and security of cheating wall 31.
Press the raising soil body self intensity through covering covering of pressing plate 20 self gravitations, the soil body of wall 31 middle and lower parts, foundation ditch 30 hole can be guaranteed the stable of foundation ditch 30 through friction and cohesion in the soil body, and breast boards 10 only need be resisted the soil body lateral pressure of wall 31 middle and upper parts, foundation ditch 30 hole; And breast boards 10 pushes up support through covering pressing plate 20, so breast boards 10 need not to go deep into the foundation ditch 30 bottom soil bodys, and the height that also is breast boards is less than foundation depth, and the channel excavation degree of depth is little, and concrete, amount of reinforcement are little.
Cover pressing plate 20 and construct breast boards 10 again and compare with building earlier to form; 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 with breast boards 10 and need not to appear, when therefore constructing, do not exist the reinforcing bar of appearing to influence the problem of channel excavation; Form breast boards 10 and construct again and cover pressing plate 20 and compare with building earlier; This supporting method breast boards 10 pushes up support through covering pressing plate 20; Breast boards 10 requirement for height to building moulding first are little, and are therefore little to the restriction of the step 4) channel excavation degree of depth, and breast boards 10 can adopt once excavation to build the mode that moulding also can adopt excavation pit 30 limits in limit to construct according to actual needs and construct; Therefore simplified the excavation of groove; Organizing of channel excavation is more flexible, is equivalent to the diaphragm wall method of support, but need not special-purpose trench machine and mud off; In the advantage that impact shock is little, noise is low when possessing the construction that the diaphragm wall pattern foundation pit supporting structure had, the duration is short, cost is low.
Covering pressing plate 20 can be used in combination with the sclerosis place of foundation ditch 30 peripheries, promptly covers the hard surface that pressing plate 20 can be used as periphery, even carriage way, also can breast boards 10 be directly connected within the surface course that has hardened, and has practiced thrift construction costs.
A, excavation pit 30;
B, when foundation ditch 30 cutting depths to next section breast boards 10 top respective heights; Excavate the groove of next section breast boards 10 correspondences; Lay the reinforcing cage of this section breast boards 10 then along gash depth; And the reinforcing cage of this section breast boards 10 is fixedly connected with the reinforcing cage of the preceding paragraph breast boards 10, last concreting forms this section breast boards 10;
C, repetition above-mentioned steps a and step b are until forming whole breast boards 10.
Sectional forming, the groove of step 4) excavation is a shallow trench, shallow trench need not special-purpose trench machine and mud off, so excavation is convenient, further reduction of erection time, reduction cost.Being fixedly connected of the reinforcing cage of the reinforcing cage of next section breast boards 10 and the preceding paragraph breast boards 10 can be adopted welding or connected by certain lap length colligation.Above-mentioned first section breast boards 10 and the vertical reinforcement that covers pressing plate 20 can adopt by same reinforcing bar to form by the angle bending between hole wall and the top, hole.Concrete; In instance as shown in Figure 2; First section breast boards 10 with cover both reinforcing cages of pressing plate 20 and be connected as a single entity, vertical reinforcement is a bending and molding, the reinforcing cage that covers pressing plate 20 is close to plane, top, hole; The reinforcing cage of breast boards 10 is close to wall 31 planes, hole, and breast boards 10 and the angle of covering between the pressing plate 20 are consistent with the angle between hole wall 31 and the plane, top, hole; The reinforcing cage of the reinforcing cage of next section breast boards 10 and the preceding paragraph breast boards 10 adopts welding fixing.
Above-mentioned steps 3) smooth place can directly be carried out on the face of land, but in order to strengthen being suitable for of deep foundation ditch is cleared up face of land surface dust simultaneously, preferably carries out through the mode of excavation step.Simultaneously, in order to strengthen the frictional resistance that covers between pressing plate 20 and the corresponding soil body, the platform surface that covers pressing plate 20 that is used to build of the smooth formation of said step 3) is a male and fomale(M&F), builds the convexity 22 that the bottom surface of covering pressing plate 20 21 that forms forms array by step 6).
Above-mentioned fixed structure can adopt multiple structure; As: anchor pole, soil nailing, anchor cable etc.; But the frictional resistance of selecting the anchored force that should satisfy fixed structure to add to cover pressing plate 20 and the corresponding soil body for use of fixed structure is greater than the respective amount of slide mass residual pushing force, and the respective amount of this residual pushing force refers to the horizontal component of residual pushing force or along the slide surface component.According to the difference of fixed structure, it is also different that it installs period, can be after step 3), install before the step 4); Also can be after step 4), install before the step 5); Even after step 6), install.
Embodiment one as shown in Figure 2, the soil body are clay matter, and said fixed structure adopts and embeds the insert plate 23 of stablizing the soil body 33, and said insert plate 23 is a reinforced concrete structure.The excavation of insert plate 23 respective grooves can be after step 3), before the step 4); After the step 4), before the step 5); Also can be in step 4).In order to save the duration, during construction, in step 4), excavation is used to build the groove of insert plate 23 simultaneously.In addition, in instance as shown in the figure, in order to reduce amount of reinforcement, insert plate 23 is provided with along covering pressing plate 20 length directions at interval.
Reinforcing cage integral body is bigger, and is best, in step 5), at first put into reinforcing bar again one colligation moulding insert plate 23, cover the reinforcing cage of pressing plate 20 and breast boards 10, then through the moulding of step 6) formed by integrally casting.
Soil arching effect is because the inhomogeneous displacement of medium causes, the formation of soil arch has changed the stress state in the medium, causes the stress redistribution, is delivered to arch springing and goes in the stable on every side acting on pressure on arch back or the arch.In the geotechnical engineering, soil arching effect shows as usually: a part of soil body produces inhomogeneous displacement or distortion, and remainder is motionless.At this moment; Because the existence of friction and cohesion in the soil body; Produce frictional resistance between the soil body that is subjected to displacement and the motionless soil body, increased the abutment pressure on the motionless soil body, and reduced the abutment pressure on the mobile soil body; Reaching the effect of a kind of " keeping away light just heavy ", is the embodiment of soil body transfer self shear strength.
Therefore further; In embodiment shown in Figure 2; Said breast boards 10 is provided with one group of breach 13 that forms soil arching effect, and said breast boards 10 integral body are dressing, and each breach 13 is extended upward by breast boards 10 bottoms and is provided with at interval along breast boards 10 length directions; Constitute the retaining soil part 12 of breast boards 10 by the part breast boards 10 of breach 13 tops, constitute the arching part 11 of breast boards 10 by breach 13 corresponding part breast boardss 10, as shown in Figure 4.As shown in Figure 5, form soil at breach 13 places and encircle 35, through bringing into play the soil arching effect of the soil body, improve the ability of the soil body self intensity and opposing external force, the safety of assurance foundation ditch and stable when reducing construction volume, effectively reduction of erection time, reduction cost.In order to simplify construction, during construction, the segmentation from top to bottom of said breast boards 10 is constructed, and said step 4) is only excavated the groove of the native part 12 of corresponding retaining.
Shown in Figure 3 is embodiment two, and be with the difference of embodiment one: the soil body is a sand matter, and fixed structure adopts and embeds the top anchor pole 24 of stablize soil body 33, behind breast boards 10 and breast boards 10 walls between the soil body 34 setting draw anchor structure.
During construction, in the step 4) grooving, by existing method, top anchor pole 24 is installed in punching, after step 5), top anchor pole 24 is fixedly connected with reinforcing cage then.In addition, the installation of top anchor pole 24 also can be carried out after step 6).
Draw anchor structure can adopt anchor pole, soil nailing etc.In instance shown in Figure 3, the said anchor structure that draws comprises the bottom anchor pole 14 by the soil body 34 behind the oblique insertion wall down in the position at breast boards 10 tops.Bottom anchor pole 14 by the oblique down insertion wall in the position at corresponding breast boards 10 tops after the soil body 34, thereby can be through bottom anchor pole 14 with breast boards 10, slide mass and stablize the soil body 33 and be connected as a single entity; Simultaneously, bottom anchor pole 14 is inserted by corresponding breast boards 10 tops, does not receive the restriction of breast boards 10 respective grooves width, installs more convenient.In instance as shown in Figure 3; Bottom anchor pole 14 is installed after step 6), before the excavation of foundation pit; Guaranteed after the step 6) bottom anchor pole 14 be installed in soil body compacting after, guaranteed before foundation ditch 30 excavations bottom anchor pole 14 install before the position stability of breast boardss 10.When foundation depth is big, can further soil nailing or anchor pole be set between the soil body 34 behind each section breast boards 10 and the wall.
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, the hole wall stability of foundation ditch is carried out computational analysis, confirm 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 link to each other with breast boards (10) top cover pressing plate (20), be used for fixing the fixed structure that covers pressing plate (20), fixed structure with cover the stable soil body (33) that pressing plate (20) was fixedly connected and embedded foundation ditch (30) outside; On the step 1) results of analysis, confirm supporting and protection structure intensity, and then definite breast boards (10) and cover pressing plate (20) size, confirm the type selecting of fixed structure;
3), along smooth place, foundation ditch (30) edge, be formed for building the platform that covers pressing plate (20);
4), excavation is used to build the groove of breast boards (10);
5), breast boards (10) is installed and is covered the reinforcing cage of pressing plate (20), breast boards (10) and cover both reinforcing cages of pressing plate (20) and be connected as a single entity;
6), concreting;
Wherein fixed structure is provided with after step 3).
2. PRM foundation pit supporting method as claimed in claim 1 is characterized in that:
Said breast boards (10) segmentation is from top to bottom constructed;
Said step 4) is only excavated the corresponding groove of first section breast boards (10);
Said step 5), the reinforcing cage of corresponding breast boards (10) are only laid along the gash depth that has excavated;
After step 6), increase following steps:
A, excavation pit (30);
B, when the respective heights of foundation ditch (30) cutting depth to next section breast boards (10) top; Excavate the corresponding groove of next section breast boards (10); Lay the reinforcing cage of this section breast boards (10) then along gash depth; And the reinforcing cage of this section breast boards (10) is fixedly connected with the reinforcing cage of the preceding paragraph breast boards (10), last concreting forms this section breast boards (10);
C, repetition above-mentioned steps a and step b are until forming whole breast boards (10).
3. PRM foundation pit supporting method as claimed in claim 1; It is characterized in that: the platform surface that covers pressing plate (20) that is used to build of the smooth formation of said step 3) is a male and fomale(M&F), builds the convexity (22) that the bottom surface of covering pressing plate (20) (21) that forms forms array by step 6).
4. PRM foundation pit supporting method as claimed in claim 1 is characterized in that: said fixed structure comprises and embeds the top anchor pole (24) stablize the soil body (33).
5. PRM foundation pit supporting method as claimed in claim 1 is characterized in that: said fixed structure comprises embedding stablizes the insert plate (23) of the soil body (33), and said insert plate (23) is a reinforced concrete structure.
6. PRM foundation pit supporting method as claimed in claim 5 is characterized in that: in step 4), excavation is used to build the groove of insert plate (23) simultaneously.
7. PRM foundation pit supporting method as claimed in claim 1 is characterized in that: after step 3), draw anchor structure being provided with between the soil body (34) behind breast boards (10) and breast boards (10) wall.
8. PRM foundation pit supporting method as claimed in claim 7 is characterized in that: the said anchor structure that draws comprises the bottom anchor pole (14) by the soil body (34) behind the oblique insertion wall down in the position at breast boards (10) top.
9. like claim 1,2,3,4,5,6,7 or 8 described PRM foundation pit supporting methods; It is characterized in that: said breast boards (10) is provided with one group of breach (13) that forms soil arching effect; Said breast boards (10) integral body is dressing, and each breach (13) is extended upward and is provided with at interval along breast boards (10) length direction by breast boards (10) bottom; Constitute the retaining soil part (12) of breast boards (10) by the part breast boards (10) of breach (13) top, constitute the arching part (11) of breast boards (10) by the corresponding part breast boards (10) of breach (13).
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| CN114032915A (en) * | 2021-11-23 | 2022-02-11 | 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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| CN103205971A (en) * | 2012-12-14 | 2013-07-17 | 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 |
| 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 |
| CN110397050A (en) * | 2019-08-05 | 2019-11-01 | 河北工业大学 | A kind of light-duty draining barricade of novel beam anchor formula and its construction method |
| CN114032915A (en) * | 2021-11-23 | 2022-02-11 | 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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