CN102713079B - Reinforced self-supported retaining wall structure making use of the arching effect and a construction method of excavations using the same - Google Patents
Reinforced self-supported retaining wall structure making use of the arching effect and a construction method of excavations using the same Download PDFInfo
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- CN102713079B CN102713079B CN201080048303.0A CN201080048303A CN102713079B CN 102713079 B CN102713079 B CN 102713079B CN 201080048303 A CN201080048303 A CN 201080048303A CN 102713079 B CN102713079 B CN 102713079B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/02—Sheet piles or sheet pile bulkheads
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Abstract
In a reinforced self-supported retaining wall structure using the arching effect, the piles, each housing a soil retaining plate inserted therein and having a sheet panel connection - coupling part formed as one body in the vertical direction on one flange thereof, are arranged regularly in distances B at right angles to the ground; and a sheet panel connection part is first connected - coupled to the sheet panel connection - coupling part, followed by a sheet panel, provided that the internal friction angle [phi] of the soil is in the range of 10 to 34 degrees and the relationship between the length L of the continuous sheet panels and the distance B between sheet panels in the presence of an adhesive force C within the range of 0.0 to 5.0 ton/m<2> satisfies 0.5 <= L/B <= 3.0, thereby the arching effect prevents the application of the back pressure of soil to the front soil retaining plate.
Description
Technical field
The present invention relates to the reinforcement self-supporting soil-baffling structure utilizing arching and the underground excavation construction method utilizing this structure, more particularly relate to the reinforcement self-supporting soil-baffling structure utilizing arching of the earth back pressure power supported because of vertical cut generation.
Background technology
The reinforcement self-supporting soil-baffling structure of arching that utilizes being arranged on excavation spatial rear can not disturb excavation work, and contributes to effectively excavating work.
Specifically, due to earth back pressure power because arching is not applied to the backboard (lagging) inserted in soldier pile (soldier pile), therefore self-supporting soil-baffling structure can be formed, the deadweight of self-supporting soil-baffling structure supports earth back pressure power, and this is new ideas of continuous board wall (sheet wall).
According to the present invention, because reinforcement self-supporting soil-baffling structure is arranged on the rear portion in excavation space, therefore reinforcement self-supporting soil-baffling structure can't disturb excavation work.Therefore, excavation space is very large, therefore can be simply inner and effectively carry out excavation work in the confined space (being such as crowded with the business district of highrise building).
Because the connecting portion of thin plate is firmly fixed by top fastening devices and lower fastening device and produced compound section, therefore not only rigidity is improved, and the structure of top fastening devices and lower fastening device is simplified, the easy assembly and disassembly of such thin plate, thin plate also easily can be collected after construction completes simultaneously.
A kind ofly keep off native construction method temporarily can strengthen soldier pile to the insufficient support force of spoil back pressure in order to prevent spoil from carrying on the back the routine of collapsing during the excavation construction to construction of underground structure.Representative construction method comprises strut construction method and sheet pile construction method.
A) strut construction method
Strut construction method utilizes strut 20 to strengthen soldier pile 10 pairs of insufficient horizontal supporting force of spoil back pressure, with a kind of construction method (referring to Fig. 1) on top-down method excavation ground.
Spoil back pressure is horizontal force, and soldier pile is vertical component.
Consider structural mechanics, it is impossible for only utilizing vertical component and not utilizing horizontal assembly to carry out support level power.Relative to soldier pile 10 (it is vertical component), strut 20 plays horizontal assembly.
Strut 20 is perpendicular to soldier pile 10.Strut 20 is supported on two strong points.
Two strong points of strut 20 are the soldier pile 10 being positioned at relative position.
Because strut 20 is arranged between relative soldier pile 10, therefore strut in a lateral direction and the strut on longitudinal direction are mutually vertical at grade.
Strut on horizontal direction and longitudinal direction becomes to reduce and to enter for excavation work device therefor and by the obstruction of soil discharge to the working space of outside.
Specifically, because highrise building is around the excavation space in business district, therefore in order to safety of structure, strut needs to pile up more thick and fast.
Because strut is a kind of temporary structure, therefore after getting out excavation space, when installing permanent structure, mounted strut to be removed in order.The construction of permanent structure performs from bottom towards the top portion stage with bottom-up method.
Therefore, removing of strut is performed stage by stage.
For example, suppose that the bottom of permanent construction is B1, so first remove and be arranged on strut on layer B1 to construct to the layer B1 of permanent construction.
Even if when the strut of layer B1 is removed, in upper strata B2, B3, B4 etc., mounted strut also can continue to support soil pressure.
The strut removed from layer B1 needs the outside being removed to this building, and the strut therefore on horizontal direction and longitudinal direction stops so that excavation work is obstructed.
And construct concrete mortar used and steel bar of layer B1 needs to be reduced to B1 via the strut of layer B2, B3, B4 etc.The strut being arranged on upper strata may hinder the supply of material, so that operating efficiency may reduce.
Described problem also can affect the construction of layer B2, B3, B4 etc.
Therefore, strut construction method is problematic, this is because the strut be arranged in excavation space is towards soldier pile, this can make excavation work and soil discharge work working space used narrow.And, because strut is temporary structure, therefore in permanent structure construction period, strut need be removed stage by stage.Therefore, above remaining strut can hinder the sequential production of permanent structure so that operating efficiency may reduce.
B) sheet pile construction method
2008-45182 Korean Patent publication (it is background technology) discloses " structure of sheet pile wall formed body " (" Structure of Sheet-Pile Wall Forming Body ").
Fig. 3 of 2008-45182 Korean Patent publication discloses the invention solving the first interlock 446 of the 6th, 715,964B2 United States Patent (USP) and the problem of the second interlock 448 (shown in Fig. 2).
As shown in Figure 2, mud anchor 444 is coupled by the first interlock 446 of the first plate 440 and the second interlock 448 of the second plate 442.Soil fail plane is the maximum pull line T being applied with active earth pressure
maxline.
Active force 450 is the pulling force being applied to soil fail plane.Mud anchor 444 resists pulling force.
2008-45182 Korean Patent publication points out that the problem of the 6th, 715,964B2 United States Patent (USP) is that connecting portion for sheet pile wall subsection part being coupled to ground tackle is subject to very high pulling force due to the soil pressure on ground that remains from peripheral region.For head it off, the object of 2008-45182 Korean Patent publication is that exploitation can be born very high pulling force and can not make the formed body that connecting portion is taken apart, and wherein the first interlock 446 and the second interlock 448 engage each other.
The object of 2008-45182 Korean Patent publication is that configuration can be born very high pulling force and can not make the formed body that connecting portion 16 is taken apart.Described formed body is the shape of connecting portion 16 and the core structure of structure.
Fig. 3 illustration sheet pile wall subsection part 12, first ground tackle 14, connecting portion 16, open room 18, open room 22, plate assembly 22, knee wall 24, weld part 26 and double T bracket 28.
2008-45182 Korean Patent publication and the 6th, 715,964B2 United States Patent (USP) have identical basic conception for the equilibrium of forces of soil pressure and antagonism soil pressure.
Fig. 4 illustration uses the basic conception of the gear soil series system of sheet pile.Fig. 4 also carries out illustration and quotes in this article in the 6th, 715,964B2 United States Patent (USP).Hereafter the basic conception that the gear soil series of Fig. 4 is united is being discussed.
Reference symbol 200 represents the single cell structure of typical sheet pile.Single cell structure 200 is U-shaped.U-shaped sheet pile comprises bend 210 and linear portion 220.Bend 210 is airtight and linear portion 220 is open.Single cell structure 200 at right angle setting.
Fig. 4 is the plan view of single cell structure 200.Single cell structure 200 is the structures supporting earth back pressure power P, and described earth back pressure power P transmits via the soil filling up single cell structure 200 inside.
A kind of structure (such as road) is built above single cell structure 200.
Earth back pressure power P is based on the fringe conditions of U-shaped single cell structure 200.
Referring to Fig. 8, from the back side of single cell structure 200, apply earth back pressure power P.In the diagram, earth back pressure power P is applied to the bend 210 of sheet pile.
In the diagram, equilibrium of forces is the concept of frictional force F (F=μ N) corresponding to earth back pressure power P.
Earth back pressure power P and the frictional force F with applying direction relatively balance mutually.
N represents the vertical force of effect in the linear portion 220 of sheet pile.
The basic conception of the background technology of Fig. 4 may be summarized as follows: earth back pressure power P and the frictional force F of effect on the bend 210 of single cell structure 200 balance.
Summary of the invention
The invention provides the reinforcement self-supporting soil-baffling structure of new ideas, it utilizes the arching produced due to the frictional force between soil particle and thin plate to form the self-supporting soil block of reinforcement local method, and is applied to the soil pressure in excavation space by using the deadweight of self-supporting soil to resist.
The invention provides the reinforcement self-supporting soil-baffling structure utilizing arching, it is positioned at the back side in excavation space, can not become the obstacle of excavation work like this, thus can use large excavation space.Therefore, in the confined space of the intensive business district be located of highrise building, easily and effectively excavation work can be performed.
The invention provides reinforcement self-supporting soil-baffling structure, it becomes compound section to the rigidity utilizing top fastening devices and lower fastening device to increase the connecting portion of series sheet group by making the connecting portion of thin plate, simultaneously because top fastening devices and lower fastening device structure are simply convenient to assembling and dismounting thin plate connecting portion, therefore after construction completes, easily collect mounted thin plate.
According to an aspect of the present invention, in the reinforcement self-supporting soil-baffling structure utilizing arching, soldier pile is arranged on width B place and perpendicular to the ground, described soldier pile has the soldier pile insertion section of vertically global formation in the flange of the soldier pile one end being inserted with backboard, thin plate protuberance inserts and is connected to soldier pile insertion section, in thin plate protuberance insert continually thin plate insertion section, compression support plate protuberance inserts and is coupled to thin plate insertion section, and relational expression between width B between length L and two continuous thin plate group of continuous thin plate group is in the scope of angle of internal friction Φ=10 ~ 34 of soil ° and adhesion C=0.0 ~ 5.0ton/m
2scope in be 0.5≤L/B≤3.0, like this because arching earth back pressure power can not be applied to backboard above.
The relational expression of the width B between the length L of continuous thin plate and Liang Ge thin plate group is in angle of internal friction Φ=14 ~ 22 ° and adhesion C=0.0 ~ 5.0 (ton/m
2) scope in can be 0.5≤L/B≤1.5.
The relational expression of the width B between the length L of continuous thin plate and Liang Ge thin plate group is in angle of internal friction Φ=10 ~ 14 ° and adhesion C=0.0 ~ 5.0 (ton/m
2) scope in can be 1.5≤L/B≤3.0.
The connecting portion of soldier pile can comprise soldier pile insertion section or soldier pile protuberance, and the connecting portion being coupled to the thin plate of the connecting portion of soldier pile can comprise thin plate protuberance or thin plate insertion section.
Compression support plate can comprise vertical component effect and horizontal part, and the connecting portion of compression support plate can comprise and the compression support plate protuberance of vertical component effect global formation or compression support plate insertion section.
The connecting portion of thin plate is firmly fixed by using top fastening devices and lower fastening device, its middle and upper part fastening devices is fixed by coupling bolts, described coupling bolts is through described thin plate, attach pad and coupling plate, described attach pad and described coupling plate are positioned at the both sides of thin plate connecting portion in order, lower fastening device comprises the first cutting part and the second cutting part, be inclined upwardly surface and hook stairstepping be formed in the first cutting part place, and swivel plate and spring are formed at the second cutting part place, upper end inclined surface is formed at the upper end of the swivel plate rotated around hinge, lower end swivelling chute is formed at the lower end of swivel plate and vertical insertion grooves is formed on the vertical plane of swivel plate, the spring inserted in spring insert groove connects and is fixed to spring fitting device.
According to an aspect of the present invention, the underground excavation construction method of reinforcing bar self-supporting soil-baffling structure is used to comprise: soldier pile is got to by (a) will by the ground of boundary face of excavating, width is B and vertical depth is H, and vertical depth H is the degree of depth on design ground; B () relational expression between the width B between the length L and thin plate of continuous thin plate is in the scope of angle of internal friction Φ=10 ~ 34 of soil ° and adhesion C=0.0 ~ 5.0ton/m
2scope in be under the condition of 0.5≤L/B≤3.0, be interconnected in the soldier pile insertion section that flange place thin plate protuberance being inserted into soldier pile is formed, continuously thin plate protuberance is inserted in thin plate insertion section, and compression support plate protuberance is inserted in thin plate insertion section and is interconnected; C () performs underground excavation gradually to desired depth h from ground
1, then from the top of soldier pile, insert backboard; D () is when to desired depth h
1excavation complete after, to desired depth h
2perform excavation further, then from the top of soldier pile, insert backboard; And (e) completes underground excavation by repeating (c) and (d).
In operation (b), the relational expression between the width B between the length L of continuous thin plate and thin plate is in the scope of angle of internal friction Φ=14 ~ 22 of soil ° and adhesion C=0.0 ~ 5.0ton/m
2scope in can be 0.5≤L/B≤1.5.
In operation (b), the relational expression between the width B between the length L of continuous thin plate and thin plate is in the scope of angle of internal friction Φ=10 ~ 14 of soil ° and adhesion C=0.0 ~ 5.0ton/m
2scope in can be 1.5≤L/B≤3.0.
In operation (b), top fastening devices is fixed by coupling bolts, described coupling bolts is through described thin plate, attach pad and coupling plate, described attach pad and described coupling plate are positioned at the both sides of thin plate connecting portion in order, lower fastening device can comprise the first cutting part and the second cutting part, be inclined upwardly surface and hook ladder can be formed at the first cutting part place, swivel plate and spring can be formed at the second cutting part place, upper end inclined surface can be formed at the upper end of the swivel plate rotated around hinge, lower end swivelling chute can be formed at the lower end of swivel plate and vertical insertion grooves can be formed on the vertical plane of swivel plate, the spring inserted in spring insert groove can connect and be fixed to spring fitting device.
Accompanying drawing explanation
By reference to the detailed description of accompanying drawing and one exemplary embodiment of the present invention, by above and other feature of the present invention more than you know and advantage, in accompanying drawing:
Fig. 1 is the front elevation drawing of illustration according to the top-down formula underground excavation of conventional strut construction method.
Fig. 2 is the figure of illustration according to the state of the connecting portion of the sheet pile of conventional sheet piling method.
Fig. 3 is the plan view of illustration according to the connecting portion of the sheet pile of conventional sheet piling method.
Fig. 4 is the basic conception figure of illustration according to the relational expression between the frictional force of the sheet piling method of Fig. 2 and Fig. 3 and earth back pressure power.
Fig. 5 (a) and Fig. 5 (b) be illustrated in the aperture formed in the base plate via box give off scheduled volume fill up the sand of box after the figure of arcuation state that causes due to arching.
Fig. 6 is the phantom drawing of the state that inside that illustration is formed by the thin plate be continuously connected between soldier pile is filled up by soil.
Fig. 7 is illustration removes the state of soil phantom drawing from the state of Fig. 6.
Fig. 8 is the plan view that the earth back pressure power of illustration Fig. 6 reaches the state of dynamic balance.
Fig. 9 is relative to earth back pressure power, the figure of shearing stress distribution that illustrates according to the arching of earth back pressure power and graphical state that wherein earth back pressure power is not applied to region A in the plan view of illustration Fig. 8.
Figure 10 is the phantom drawing of the relational expression between illustration earth back pressure power and the soil block W formed by arching.
The equilibrant force relation of Figure 10 shown on Figure 11 illustration two dimensional surface.
Figure 12 is the cross-sectional view of illustration soil block shearing stress distribution when not formed.
Figure 13 is the phantom drawing of the illustration shape of the connecting portion of thin plate and soldier pile according to an embodiment of the invention.
Figure 14 is the phantom drawing that illustration top fastening devices is arranged on the state of thin plate connecting portion of the present invention.
Figure 15 is the phantom drawing of the shape of the connecting portion of illustration thin plate according to another embodiment of the present invention and soldier pile.
Figure 16 is the phantom drawing that its middle and upper part fastening devices of illustration is arranged on the state of the connecting portion of Figure 15.
Figure 17 is the phantom drawing of the shape of the connecting portion of illustration thin plate according to another embodiment of the present invention and soldier pile.
Figure 18 is the decomposition diagram that illustration is arranged on the lower fastening device of thin plate connecting portion of the present invention.
Figure 19 and Figure 20 respectively the state that is just being mounted of illustration lower fastening device of the present invention and lower fastening device install after state.
Figure 21 is that illustration soldier pile 10 of the present invention and thin plate 20 are installed darker than design ground to receive the cross-sectional view of the state of passive earth pressure by Embedded Division Hb.
The distribution of the shear stress τ that Figure 22 illustration causes due to frictional force F.
The relation of Figure 23 (a), Figure 23 (b) and Figure 23 (c) illustration stress and soil distortion.
Figure 24 shows to utilize the variable of angle of internal friction Φ and adhesion C and the chart of L/B result that obtains.
Reference numeral:
10: soldier pile
12: flange
14a: soldier pile insertion section
14b:S type turn of bilge
20: thin plate
22a: thin plate protuberance, 22a': thin plate insertion section
22b:S type turn of bilge, 22b': inverse S type turn of bilge
30: backboard
40: compression support plate
42: vertical component effect
44: horizontal part
46a: compression support plate protuberance
46b:S type turn of bilge
50a: top fastening devices
52a: attach pad
54a: coupling plate
56a: coupling bolts
50b: lower fastening device
52b: the first cutting part, 524b: the surface that is inclined upwardly, 526b: hook ladder
54b: swivel plate, 542b: upper end inclined surface, 544b: vertical insertion grooves, 546b: lower end swivelling chute
548b: spring insert groove
56b: the second cutting part, 562b: spring fitting device
58b: hinge, 582b: axle point
59b: spring
B: width
L: length
Detailed description of the invention
With reference to the institute's accompanying drawings being used for illustration one exemplary embodiment of the present invention, be in order to the present invention, advantage of the present invention and the target by implementing the present invention's realization can be fully understood.Hereinafter, one exemplary embodiment of the present invention will be set forth describe the present invention by reference to institute's accompanying drawings.Element like component symbol representation class similar in graphic.
Owing to the present invention relates to the reinforcement self-supporting soil-baffling structure utilizing arching, therefore first by describing the summary of arching, then with regard to civil engineering, arching will be described.
A) summary of arching
The summary of arching will be described at hereinafter with reference Fig. 5 (a) and Fig. 5 (b).
When containing sand in the box that upper cover plate is opened and the hole of the diameter d formed in box base plate is opened, sand discharges downwards (see Fig. 5 (a)) via the hole of diameter d.
But even if when the hole of diameter d is still opened, the discharge of sand also can stop.Under the state that sand no longer discharges, can find out that the shape of sand forms the arch of arc.
When the Kong Wei of diameter d opens, contained sand is by backplanes support.When the hole of diameter d is opened, contained sand is discharged to a certain extent due to the deadweight W of sand, when sand forms the arch of arc, discharges and stops.
Even if when there is the deadweight W of sand, sand is no longer discharge and by the arch support of arc, this phenomenon can be called as arching also.The power of being discharged via the hole of diameter d by sand caused due to the deadweight W of sand, and the equilibrium of forces that the restriction sand caused due to the frictional force between sand and four vertical planes of box discharges, can produce arching.The state that the frictional force that arching produces when can be the power and sand and four vertical plane close contacts of being discharged via the hole of diameter d by sand balances.
Therefore, only just arching can be produced when the size approximate equilibrium of the amount of frictional force and diameter d.When the size of diameter d is too large compared with the amount of frictional force, sand can continuously discharge via the hole of diameter d, so that arching may can not produce.
When the hole of diameter d be open time, the deadweight W of sand applies via the hole of diameter d, and therefore sand is discharged via the hole of diameter d by deadweight W.However, sand still can not continuously discharge.When forming the arch of arc as shown in Fig. 5 (b), sand can not discharge again and the discharge of sand stops.
Mutual shear stress produces at sand discharge in the hole via diameter d and limits between sand grains that sand discharges.Described mutual shear stress supports to the deadweight W of the sand of the arch of arc.The arch of arc for sand grains by discharged sand and restriction discharge the state that the shear stress that produces between the sand grains of sand resets.
As shown in Fig. 5 (b), arch forms arc upwards characteristicly relative to the direction of the deadweight W applying sand.The deadweight W of sand is by the arch support of the arc of Fig. 5 (b).
B) arching of civil engineering aspect
With regard to civil engineering, the arching that continuous board wall causes is described at hereinafter with reference Fig. 8.Although the safety problem of soil structure is the problem in three-dimensional, described safety problem is explained usually in two dimensions.This is because compared with excavation height H, the normal soil structure with long width B and length L may almost have two-dimentional fringe conditions.When explaining safety problem by three dimensional constitution, compared with two-dimensional state, due to the effect of arching, active earth pressure can significantly reduce and passive earth pressure can increase to a certain extent, and such result obtains safety factor to a greater extent than two-dimensional interpretation.
Fig. 8 is the 2 d plane picture with the width B of Fig. 6 and the soil-baffling structure of length L.Because soil pressure P represents the soil pressure at same excavation height H place, therefore the amount of soil pressure P is identical.B represents the width between thin plate, and L represents the length of the thin plate successively installed.
Frictional force F equals μ PO (F=μ PO), and wherein μ represents friction factor and PO represents earth pressue at rest.The applying direction of PO is the direction vertical with thin plate.Frictional force F is produced by earth back pressure power p and shear stress τ distributes as shown in Figure 22 or Fig. 9.Shear stress τ reduces gradually towards central part O.
Because the arch of the arc formed in Fig. 5 (b) is the state that sand grains is reset, be therefore described with regard to the arch of civil engineering to arc.When using soil stress correction problem as two-dimensional problems process time, if to an element stress application (as shown in Figure 23 (a)) of soil, so only normal stress σ 1 and σ 3 is applied to described element and plane, namely I-I plane and III-III plane (its for shear stress be 0 two vertical planes) exist.The normal stress σ 1 and the σ 3 that are applied to vertical plane (i.e. I-I plane and III-III plane) are called as main stress bar.Normal stress σ 1 is major principal stress, and normal stress σ 3 is minimum principal stress.
As shown in Figure 23 (b), except vertical stress σ, there is a need to apply shear stress τ to the plane except principal stress plane (i.e. I-I plane and III-III plane).When the shear stress τ in the a-a plane tilted along counterclockwise with angle α from I-I plane and vertical stress σ τ-α relational expression are expressed, the shear stress τ in a-a plane and vertical stress σ is the point " a " of Figure 23 (c).When angle α changes from 0 ° to 180 °, the two ends that the track of some a may draw diameter are the Mohr's stress circle C of an I and some III, and relative to the some A on axle σ, some I represents major principal stress σ 1 and some III represents minimum principal stress σ 3.
Can be expressed as follows according to the Mohr's stress circle C acquisition point vertical stress σ of a and the result of shear stress τ.
σ＝1/2(σ1+σ3)+1/2(σ1-σ3)cos2α ①
τ＝1/2(σ1-σ3)sin2α ②
When α=90 °, τ=0 and σ=σ 1.
When rotating soil particle, the shear stress τ of some a is 0 and soil particle is only subject to main stress bar.The arch (being formed by resetting of sand grains) of the arc of Fig. 5 (b) is in the state that shear stress τ is 0, is namely only subject to the state of main stress bar.
By the arch of the arc that the operation being described through earth back pressure power p at hereinafter with reference Fig. 9 produces.
When applying earth back pressure power p to soil particle, reset soil particle with the principal direction of stress rotated by the effect of frictional force F.
When the point with continuous principal direction of stress connects under the state of shear stress τ=0 (namely only applying main stress bar) due to the resetting (as shown in Fig. 5 (b)) of sand grains, form the ogive of arc.The soil block that same ogive exists plays the effect of the arch beam supporting soil pressure.The support of the sand deadweight W above the arch being arranged on arc in Fig. 5 (b) is the above-mentioned functions based on arch.
In fig .9, No. 1, multiple arch arc, No. 2, No. 3, No. 4 ..., and No. n represents with the arch of the arc of stable time interval.Arch No. 1, arc supports the highest earth back pressure power p and the degree of earth back pressure power p reduces along with the increase of number.At arch No. n, arc, place does not apply earth back pressure power.In the region A of arch No. n, arc, earth back pressure power p is 0.Due to the place that region A is at backboard 30, therefore earth back pressure power p is not applied to backboard 30.
Because earth back pressure power p is not applied to the region A of backboard 30, therefore backboard 30 is not used from the effect of the element of construction supporting soil pressure, but plays only for preventing soil toward the effect of dirty protection assembly.
By contrast, different from the present invention, the bend 210 corresponding to the single cell structure 200 according to background technology of backboard 30 is the element of construction for supporting earth back pressure power p.Therefore, consider structural mechanics, the bend 210 of single cell structure 200 is completely different from backboard 30 of the present invention.
Due to arching, earth back pressure power p from arch No. 1, arc to arch No. 2, arc, No. 3, No. 4 ..., and No. n is reduced gradually.Because the earth back pressure power p in the region A of backboard 30 must be 0, the soil in thin plate therefore arranged in parallel forms soil block, and soil block plays free-standing structure relative to earth back pressure power p.The free-standing structure that Figure 10 illustration produces because of arching.
Referring to Figure 10, the dynamic balance between free-standing structure and earth back pressure power p and reinforced earth similar.That is, earth back pressure power p is supported by the deadweight W of the soil block of free-standing structure.The concept of the free-standing structure caused because of arching is the diverse new ideas of concept with the U-shaped single cell structure 200 with Fig. 4.
Will be described below the structure of the reinforcement self-supporting soil-baffling structure utilizing arching.
Referring to Figure 13 and Figure 14, the present invention discloses the reinforcement self-supporting soil-baffling structure utilizing arching, wherein soldier pile 10 is arranged on width B place and perpendicular to the ground, soldier pile 10 has the soldier pile insertion section 14a of vertically global formation in the flange 12 of soldier pile 10 one end being inserted with backboard 30, thin plate protuberance 22a inserts and is connected to soldier pile insertion section 14a, thin plate protuberance 22a continuously inserts in the 22a ' of thin plate insertion section, compression support plate protuberance 46a inserts and is coupled to thin plate insertion section 22a ', and relational expression between width B continuously between the length L of thin plate 20 and thin plate 20 is in the scope of angle of internal friction Φ=10 ~ 34 of soil ° and adhesion C=0.0 ~ 5.0ton/m
2scope in be 0.5≤L/B≤3.0, like this because arching earth back pressure power can not be applied to backboard 30 above.
Relational expression 0.5≤L/B≤3.0 utilize angle of internal friction Φ and adhesion C to calculate by Rankine soil pressure force method (Rankine earth pressure method), and its result is illustrated in the chart of Figure 24.When the L/B of 0.5≤L/B≤3.0 is more than 3.0, the length of thin plate 20 increases, and installs thin plate 20 and no longer has economic benefit.When infield is business district, the arguement of closing border may be had.And be difficult to collect thin plate 20.When L/B does not reach 0.5, the rigidity of assembly (such as thin plate 20) can reduce so that assembly power inadequate.
Referring to Figure 24, when the amount of L/B reduces in scope 0.5≤L/B≤3.0, construction has economic benefit.For this reason, scope 0.5≤L/B≤3.0 can be divided into scope 0.5≤L/B≤1.5 and scope 1.5≤L/B≤3.0.
When scope is 0.5≤L/B≤1.5, the angle of internal friction Φ of soil is in scope Φ=14 ~ 22 ° and adhesion C is C=0.0 ~ 5.0ton/m
2.When scope is 1.5≤L/B≤3.0, the angle of internal friction Φ of soil be Φ=10 ~ 14 ° and adhesion C at scope C=0.0 ~ 5.0ton/m
2in.
Thin plate insertion section 22a ' is formed at one end of thin plate 20, and thin plate protuberance 22a is formed at the other end of thin plate.In another embodiment, S type turn of bilge 22b is formed at one end of thin plate 20, and inverse S type turn of bilge 22b ' is formed at the other end of thin plate 20.
Because thin plate 20 is connected between soldier pile 10 and compression support plate 40, therefore the shape of the connecting portion of soldier pile 10 and compression support plate 40 may change according to the shape of thin plate 20 connecting portion.For example, when thin plate protuberance 22a is connected to soldier pile 10 and thin plate insertion section 22a ' is connected to compression support plate 40, the shape of soldier pile 10 connecting portion should be soldier pile insertion section 14a, and the shape of compression support plate 40 connecting portion should be compression and supports protuberance 46a.By contrast, the shape of soldier pile 10 connecting portion should be soldier pile protuberance, and the shape of compression support plate 40 connecting portion should be compression support plate insertion section.
Because soldier pile protuberance and compression support plate insertion section may change according to the shape of thin plate 20 connecting portion, therefore illustration is not carried out to soldier pile protuberance and compression support plate insertion section in figure, but use the soldier pile insertion section 14a and the compression support plate protuberance 46a that are positioned at same position place.
And when the S type turn of bilge 22b of thin plate 20 is connected to soldier pile 10 and the inverse S type turn of bilge 22b ' of thin plate 20 is connected to compression support plate 40, the shape of soldier pile 10 connecting portion should be inverse S type turn of bilge, and the shape of compression support plate 40 connecting portion should be S type turn of bilge 46b.
By contrast, the shape of soldier pile 10 connecting portion should be S type turn of bilge 14b, and the shape of compression support plate 40 connecting portion should be inverse S type turn of bilge.
Because inverse S type turn of bilge changes according to the shape of thin plate 20 connecting portion, therefore do not illustrate inverse S type turn of bilge in figure, but use the S type turn of bilge 14b being positioned at same position place.
Therefore, because the connection shape of soldier pile 10 and compression support plate 40 changes according to the left connection shape of thin plate 20 and right connection shape, therefore for ease of illustrating, thin plate protuberance 22a is described as the example being connected shape with the connection shape of thin plate insertion section 22a '.
The connection shape of soldier pile 10 is soldier pile insertion section 14a or soldier pile protuberance, or is S type turn of bilge 14b or inverse S type turn of bilge.The connection shape of compression support plate 40 is compression support plate protuberance 46a or compression support plate insertion section, or is S type turn of bilge 46b or inverse S type turn of bilge.Because S type turn of bilge 46b or inverse S type turn of bilge select according to the left connection shape of thin plate 20 and right connection shape, therefore in figure, non-illustration, against S type turn of bilge, but uses the S type turn of bilge 14b being positioned at same position place.
For increasing rigidity and the secondary moment of the region I of thin plate 20, carry out firmly splint fixation connecting portion 22 by top fastening devices 50a and lower fastening device 50b.
Although the connecting portion 22 of thin plate 20 is firmly fixed by top fastening devices 50a and lower fastening device 50b, but top fastening devices 50a is fixed by coupling bolts 56a, coupling bolts 56a is positioned at the both sides of thin plate 20 connecting portion 22 in order through thin plate 20, attach pad 52a and coupling plate 54a, attach pad 52a and coupling plate 54a.Lower fastening device 50b comprises the first cutting part 52b and the second cutting part 56b.The surperficial 524b and hook ladder 526b that is inclined upwardly is formed at the first cutting part 52b place, and swivel plate 54b and spring 59b is formed at the second cutting part 56b place.Upper end inclined surface 542b is formed at the upper end of the swivel plate 54b rotated around hinge 58b.Lower end swivelling chute 546b is formed at the lower end of swivel plate 54b, and vertical insertion grooves 544b is formed in the vertical surface of swivel plate 54b.The spring 59b inserted in spring insert groove 548b connects and is fixed to spring fitting device 562b.
Be formed in the swivel plate 54b in the second cutting part 56b to be rotated around the hinge 58b being arranged on axle point 582b place by the elastic force of spring 59b, the upper end inclined surface 542b of swivel plate 54b is hooked by the hook ladder 526b of the first cutting part 52b.
The lower end swivelling chute 546b of swivel plate 54b is formed very dark, is enough to swivel plate 54b can be rotated smoothly, can not be hooked by the bottom of thin plate 20.
Lower fastening device 50b is arranged on the connecting portion place of two adjacent sheet 20, and two adjacent sheet 20 are coupled by the first cutting part 52b and the second cutting part 56b.First cutting part 52b is formed in a thin plate 20, and the second cutting part 56b is formed in another thin plate 20.Two adjacent sheet 20 are fixed by the effect of swivel plate 54b and are intercoupled.
When the upper and lower of thin plate 20 connecting portion is firmly fixed by top fastening devices 50a and lower fastening device 50b, two adjacent sheet 20 become a compound section, and utilize the secondary moment of region I that rigidity is improved.
Next, the relation of the width B between the length L of continuous thin plate 20 and two thin plates 20 producing arching is hereafter described.
The earth back pressure power that dummy is added to the per unit area of width B between thin plate 20 is p, and so the summation P of soil pressure can be expressed as P=p × B.
P＝p×B (1)
That is, the summation P of the soil pressure p of expression formula (1) is applied to the soil block between continuous thin plate 20.When the deadweight of soil block is W, deadweight W resists the summation P of soil pressure p.
Or
The summation P of the soil pressure p of expression formula (2) forms the functional relation of adhesion C and angle of internal friction Φ.Here, Ka represents Rankine coefficient of active earth pressure Ka=tan
2(45 ° of-Φ/2), Φ represents angle of internal friction, and r represents the Unit Weight of soil, and H represents the degree of depth of excavation, and C represents adhesion.
Frictional force between the soil block supposing continuous thin plate 20 and contact with continuous thin plate 20 is F, and so frictional force F is as follows.
F＝2×L(PO×μ×C′)＝2×L(r×H×KO×μ+C′) (3)
L represents the length of continuous thin plate 20, and PO represents earth pressue at rest, and μ represents friction factor, C ' expression friction adhesion.
The soil pressure that dummy is added to cob wall is Pt, and the relational expression so between earth back pressure power P and frictional force F is as follows.
Pt＝P-F (4)
In equation 4, owing to can not be applied to the region A of Figure 24 because of arching soil pressure, therefore Pt becomes 0 (Pt=0).
P-F＝0 (5)
In equation 5, when F is equal to or greater than P (F >=P), the soil block existed in the space that width B and the length L by continuous thin plate 20 defines may be stood alone due to arching, and keep self-respect W.
F≥P (6)
When equation 3 and 2 ' substitutes in equation 6, the result of substitution is as follows.
In expression formula 7, can see that L/B is the function of angle of internal friction Φ and adhesion C.
Next, when cutting depth H is 10m, obtained the lower limit of the L/B of the change according to angle of internal friction Φ and adhesion C by expression formula 7.
[condition]
Cutting depth H=10 (m), the Unit Weight r=1.7 (t/m of soil block
3), coefficientoffrictionμ=[tan (2/3 Φ)], Rankine coefficient of active earth pressure Ka=tan
2(45 ° of-Φ/2), Rankine coefficient of active earth pressure Kp=tan
2(45 ° of+Φ/2) Ka, adhesion C (ton/m
2), friction adhesion C '=[2/3C] (ton/m
2), and earth pressue at rest Ko.
Utilize above-mentioned condition and angle of internal friction Φ=10 ~ 34 ° and adhesion C=0.0 ~ 5.0 (ton/m
2) result of calculation=10 ~ 34 of L/B that obtained by expression formula 7 of scope (it is variable) (with adhesion C=0.0 ~ 5.0 (ton/m
2) scope (it is variable) be illustrated in the chart of Figure 24.Following result can be obtained from Figure 24.
1) at border C=0 and the C=5.0 (ton/m of adhesion
2) between represent maximum value and the minimum value of L/B.
2) when L/B is in angle of internal friction Φ=10 ~ 34 ° and adhesion C=0.0 ~ 5.0 (ton/m
2) wide-ultra when crossing 3, can find out that earth back pressure power is not applied to backboard due to arching.
3) but, when L/B is more than 3, the length of continuous thin plate needs very long, so just no longer includes economic benefit.And when L/B is less than 0.5, the rigidity of thin plate reduces so that assembly power may be not enough.Therefore, in the present invention, the scope of L/B is limited to 0.5≤L/B≤3.0.
4) relational expression of the width B namely, between length L and two adjacent sheet 20 of continuous thin plate 20 is in angle of internal friction Φ=10 ~ 34 ° and adhesion C=0.0 ~ 5.0 (ton/m
2) scope in when being 0.5≤L/B≤3.0, can find out because arching earth back pressure power can not be applied to backboard above.
5) relational expression of the width B between length L and two thin plate 20 of continuous thin plate 20 is in angle of internal friction Φ=14 ~ 22 ° and adhesion C=0.0 ~ 5.0 (ton/m
2) scope in when being 0.5≤L/B≤1.5, can find out because arching earth back pressure power can not be applied to backboard above.
6) relational expression of the width B namely, between length L and two thin plate 20 of continuous thin plate 20 is in angle of internal friction Φ=10 ~ 14 ° and adhesion C=0.0 ~ 5.0 (ton/m
2) scope in when being 1.5≤L/B≤3.0, can find out because arching earth back pressure power can not be applied to backboard above.
Even if when L/B meets the scope of 0.5≤L/B≤3.0, space, fringe area due to the border from adjacent territory inadequate or building may not be continuously set up in business district, therefore construct and also there is restriction, so that the length of continuous thin plate may can not meet above-mentioned scope.Solving a kind of method of the above-mentioned restriction in construction, is the curtailment that the passive earth pressure caused by the insert depth Hb due to Figure 21 compensates continuous thin plate.Insert depth Hb is minimum 1.0m, can improve the safety of wall assembly like this and maintain the depth of frost penetration.
With reference to institute's accompanying drawings, the underground excavation construction method according to use reinforcement self-supporting soil-baffling structure of the present invention is described.Said method comprising the steps of:
A width that soldier pile 10 is got to the boundary face that will excavate by () is B and vertical depth is in the ground of H;
B () relational expression between the width B between the length L and thin plate 20 of continuous thin plate 20 is in the scope of angle of internal friction Φ=10 ~ 34 of soil ° and adhesion C=0.0 ~ 5.0ton/m
2scope in be under the condition of 0.5≤L/B≤3.0, be interconnected in the soldier pile insertion section 14a that flange 12 place thin plate protuberance 22a being inserted into soldier pile 10 is formed, continuously thin plate protuberance 22a is inserted in the 22a ' of thin plate insertion section, and compression support plate protuberance 46a is inserted in the 22a ' of thin plate insertion section and is interconnected;
C () progressively performs underground excavation to desired depth h from ground
1, then from the top of soldier pile 10, insert backboard 30;
D () is when to desired depth h
1excavation complete after, to desired depth h
2perform excavation further, then from the top of soldier pile 10, insert backboard 30;
E () completes underground excavation by repeating (c) and (d).
In operation (b), the relational expression between the width B between the length L of continuous thin plate 20 and thin plate 20 is in the scope of angle of internal friction Φ=14 ~ 22 of soil ° and adhesion C=0.0 ~ 5.0ton/m
2scope in can be 0.5≤L/B≤1.5.And in operation (b), the relational expression between the width B between the length L of continuous thin plate 20 and thin plate 20 is in the scope of angle of internal friction Φ=10 ~ 14 of soil ° and adhesion C=0.0 ~ 5.0ton/m
2scope in can be 1.5≤L/B≤3.0.
Inadequate or build in the business district that occurs one by one in the space, fringe area on the border from adjacent territory, there is restriction in construction, so that the length of thin plate continuously possibly cannot meet above-mentioned scope.In this case (as shown in Figure 21), it is made deeply will to be subject to passive earth pressure than vertical depth H (it is the degree of depth on design ground) preferably by the Embedded Division Hb installing soldier pile 10 and thin plate 20.Do the relevant safety of moving and fall down that can improve with reinforcement self-supporting soil-baffling structure like this.When not meeting suitable L/B, soil pressure can be applied to backboard 30 above, determines width B and length L like this by structural calculation.
In operation (b), top fastening devices 50a is coupled by using coupling bolts 56a and is fixed to the upper end of thin plate 20 connecting portion, coupling bolts 56a is positioned at the two ends of thin plate 20 in order through thin plate 20, attach pad 52a and coupling plate 54a, attach pad 52a and coupling plate 54a.Lower fastening device 50b comprises the swivel plate 54b be formed in the second cutting part 56b, second cutting part 56b is rotated around hinge 58b by the elastic force of spring 59b, and the upper end inclined surface 542b of swivel plate 54b is hooked by the hook ladder 526b of the first cutting part 52b.Swivel plate 54b comprises the upper end inclined surface 542b being formed at swivel plate 54b upper end, the vertical insertion grooves 544b being formed at the lower end swivelling chute 546b in swivel plate 54b lower end and being formed in the vertical plane of swivel plate 54b.
Hereafter describe the installation of top fastening devices 50a and lower fastening device 50b and remove.
Thin plate protuberance 22a is inserted into and is arranged on (or being inserted in the S type turn of bilge 14b of soldier pile 10 by the inverse S type turn of bilge 22b ' of thin plate 20) in ground soldier pile insertion section 14a, continuously assemble thin plate 20 in this way, then compression support plate protuberance 46a is inserted in the 22a ' of thin plate insertion section.
The thin plate 20 being formed with the second cutting part 56b is installed after the thin plate 20 being formed with the first cutting part 52b is installed, structurally lower fastening device 50b is installed in this way.
Removing of thin plate 20 after installation is sequentially identical with said sequence.That is, after first removing the thin plate 20 with the first cutting part 52b, the thin plate 20 with the second cutting part 56b is removed.If reversed order, so install and remove and all cannot carry out.
The assembly and disassembly of lower fastening device 50b are hereafter described.
First, lower fastening device 50b is assembled.When the thin plate insertion section 22a ' that the thin plate protuberance 22a of the thin plate 20 by having the second cutting part 56b is inserted into the thin plate 20 with the first cutting part 52b (it is arranged on underground) is middle, vertically guided the swivel plate 54b rotated around hinge 58b by the thin plate insertion section of vertical-type, make swivel plate 54b be in plumbness (see Figure 15).
Hinge 58b is inserted in axle point 582b.
When keeping the swivel plate 54b of plumbness to meet the first cutting part 52b (as shown in Figure 16), swivel plate 54b is rotated towards the first cutting part 52b by the elastic force being fixed to the spring 59b of spring fitting device 562b, and the upper end inclined surface 542b of swivel plate 54b is hooked by the hook ladder 526b of the first cutting part 52b.
While swivel plate 54b rotates, insert the lower end swivelling chute 546b in the vertical insertion grooves 544b of the swivel plate 54b the second cutting part 56b of thin plate 20 and the bottom of insertion the second cutting part 56b from the bottom release of the second cutting part 56b and the second cutting part 56b respectively.
Specifically, because swivel plate 54b rotates around hinge 58b, the second cutting part 56b that the degree of depth that therefore the lower end swivelling chute 546b of swivel plate 54b is formed makes its rotation can not be subject to thin plate 20 hinders.
Therefore, firmly fix under the state that lower fastening device 50b is hooked by the hook ladder 526b of the first cutting part 52b at the upper end inclined surface 542b of swivel plate 54b.
Spring 59b to be inserted in the spring insert groove 548b of swivel plate 54b and to be fixed to spring fitting device 562b.
When dismantling lower fastening device 50b, when the upper end inclined surface 542b of swivel plate 54b is hooked by the hook ladder 526b of the first cutting part 52b, if first the thin plate 20 with the first cutting part 52b is pulled up dismantle, then swivel plate 54b guides into vertical by the thin plate insertion section 22a ' of vertical-type, makes swivel plate 54b be in plumbness.When the thin plate 20 with the first cutting part 52b is pulled up, swivel plate 54b keeps plumbness, and vertical insertion grooves 544b and the lower end swivelling chute 546b of swivel plate 54b are inserted in the second cutting part 56b of thin plate 20 again.Therefore, when the thin plate 20 with the first cutting part 52b is pulled up, swivel plate 54b disturbs the thin plate 20 with the first cutting part 52b hardly, makes the thin plate 20 with the first cutting part 52b be easy to dismounting.
Because lower fastening device 50b has the simple structure of being convenient to assemble or dismantle, therefore assembly and disassembly operating efficiency is very high, and the rigidity of continuous thin plate 20 is also improved.
According to the present invention, in the self-supporting soil block of reinforced earth type, by utilizing the arching between soil particle and thin plate, earth back pressure power can not be applied to backboard.Therefore, the earth back pressure power being applied to excavation space may be subject to the opposing of the deadweight of self-supporting soil block.Thus, compared with conventional sheet pile, construction can the high and tool economic benefit of energy efficiency.
Due to the back side utilizing the reinforcement self-supporting soil-baffling structure of arching to be positioned at excavation space, therefore described structure can't disturb excavation work, thus can use heavy excavation space.Therefore, easily and efficiently excavation work can be carried out in the little space of the business district of highrise building dense arrangement.
Because the connecting portion of thin plate becomes compound section by top fastening devices and lower fastening device, therefore not only rigidity is improved, and the structure of top fastening devices and lower fastening device have also been obtained simplification.Therefore, the easy assembly and disassembly of thin plate connecting portion, have installed thin plate and have also easily collected after having constructed, the construction of such thin plate and collection work efficiency high and have an economic benefit.
Although with reference to one exemplary embodiment of the present invention to invention has been concrete diagram and description, but it will be understood by one of ordinary skill in the art that can when do not depart from as appended claims define the spirit and scope of the present invention various change is carried out to form and details.
Claims (10)
1. one kind utilizes the reinforcement self-supporting soil-baffling structure of arching, wherein soldier pile is arranged on width (B) place and perpendicular to the ground, described soldier pile (10) has the soldier pile insertion section (14a) of vertically global formation in the flange (12) of the soldier pile being inserted with backboard (30) (10) one end, thin plate protuberance (22a) inserts and is connected to described soldier pile insertion section (14a), in thin plate protuberance (22a) insert continually thin plate insertion section (22a'), compression support plate protuberance (46a) inserts and is coupled to described thin plate insertion section (22a'), it is characterized in that relational expression between the width (B) between the length (L) of continuous thin plate group and two continuous thin plate groups is in the scope of angle of internal friction Φ=10 ~ 34 of soil ° and adhesion C=0.0 ~ 5.0ton/m
2scope in be 0.5≤L/B≤3.0, like this because earth back pressure power described in arching can not be applied to backboard (30) above.
2. the reinforcement self-supporting soil-baffling structure utilizing arching according to claim 1, is characterized in that the relational expression of the width (B) between the length (L) of described continuous thin plate (20) and described Liang Ge thin plate group is in the scope of angle of internal friction Φ=14 ~ 22 ° and adhesion C=0.0 ~ 5.0ton/m
2scope in be 0.5≤L/B≤1.5.
3. the reinforcement self-supporting soil-baffling structure utilizing arching according to claim 1, is characterized in that the relational expression of the width (B) between the length (L) of described continuous thin plate (20) and described Liang Ge thin plate group is in the scope of angle of internal friction Φ=10 ~ 14 ° and adhesion C=0.0 ~ 5.0ton/m
2scope in be 1.5≤L/B≤3.0.
4. the reinforcement self-supporting soil-baffling structure utilizing arching according to claim 1 and 2, it is characterized in that the connecting portion of described soldier pile (10) comprises soldier pile insertion section (14a) or soldier pile protuberance, and the connecting portion being coupled to the described thin plate (20) of the described connecting portion of described soldier pile comprises thin plate protuberance (22a) or thin plate insertion section (22a').
5. the reinforcement self-supporting soil-baffling structure utilizing arching according to claim 1 and 2, it is characterized in that compression support plate (40) comprises vertical component effect (42) and horizontal part (44), and the connecting portion of described compression support plate (40) comprises compression support plate protuberance (46a) or has the compression support plate insertion section of described vertical component effect (42) of global formation.
6. the reinforcement self-supporting soil-baffling structure utilizing arching according to claim 1 and 2, it is characterized in that the described connecting portion of described thin plate (20) is firmly fixed by using top fastening devices (50a) and lower fastening device (50b), wherein said top fastening devices (50a) is fixed by coupling bolts (56a), described coupling bolts (56a) is through described thin plate (20), attach pad (52a) and coupling plate (54a), described attach pad (52a) and described coupling plate (54a) are positioned at the both sides of the described connecting portion of described thin plate (20) in order, described lower fastening device (50b) comprises the first cutting part (52b) and the second cutting part (56b), be inclined upwardly surface (524b) and hook ladder (526b) is formed at described first cutting part (52b) place, and swivel plate (54b) and spring (59b) are formed at described second cutting part (56b) place, upper end inclined surface (542b) is formed at the upper end of the described swivel plate (54b) rotated around hinge (58b), lower end swivelling chute (546b) is formed at the lower end of described swivel plate (54b) and vertical insertion grooves (544b) is formed on the vertical plane of described swivel plate (54b), and the described spring (59b) inserted in described spring insert groove connects and is fixed to spring fitting device (562b).
7. use a underground excavation construction method for reinforcement self-supporting soil-baffling structure, it is characterized in that described method comprises:
A soldier pile (10) is got in the ground of the boundary face that will excavate by (), width is (B) and vertical depth is (H), and vertical depth (H) is the degree of depth on design ground;
B () relational expression between the width (B) between the length (L) and described thin plate of continuous thin plate (20) is in the scope of angle of internal friction Φ=10 ~ 34 of soil ° and adhesion C=0.0 ~ 5.0ton/m
2scope in be under the condition of 0.5≤L/B≤3.0, thin plate protuberance (22a) is inserted into described soldier pile flange (12) place formed soldier pile insertion section (14a) in and be interconnected, continuously described thin plate protuberance (22a) is inserted in thin plate insertion section (22a'), and compression support plate protuberance (46a) is inserted in described thin plate insertion section and is interconnected;
C () progressively performs underground excavation to desired depth (h from ground
1), then from the top of described soldier pile, insert backboard;
D () is when to described desired depth (h
1) excavation complete after, to desired depth (h
2) perform and excavate further, then from the top of described soldier pile (10), insert described backboard (30); And
E () completes described underground excavation by repeating (c) and (d).
8. method according to claim 7, it is characterized in that in operation (b), the relational expression between the width (B) between the length (L) of described continuous thin plate (20) and described thin plate is in the scope of angle of internal friction Φ=14 ~ 22 of soil ° and adhesion C=0.0 ~ 5.0ton/m
2scope in be 0.5≤L/B≤1.5.
9. method according to claim 7, it is characterized in that in operation (b), the relational expression between the width (B) between the length (L) of described continuous thin plate (20) and described thin plate is in the scope of angle of internal friction Φ=10 ~ 14 of soil ° and adhesion C=0.0 ~ 5.0ton/m
2scope in be 1.5≤L/B≤3.0.
10. the method according to claim 7 or 8, it is characterized in that in operation (b), top fastening devices (50a) is fixed by coupling bolts (56a), described coupling bolts (56a) is through described thin plate (20), attach pad (52a) and coupling plate (54a), described attach pad (52a) and described coupling plate (54a) are positioned at the both sides of the described connecting portion of described thin plate (20) in order, lower fastening device (50b) comprises the first cutting part (52b) and the second cutting part (56b), be inclined upwardly surface (524b) and hook ladder (526b) is formed at described first cutting part (52b) place, and swivel plate (54b) and spring (59b) are formed at described second cutting part (56b) place, upper end inclined surface (542b) is formed at the upper end of the described swivel plate (54b) rotated around hinge (58b), lower end swivelling chute is formed at the lower end of described swivel plate (54b) and vertical insertion grooves (544b) is formed in the vertical plane of described swivel plate (54b), and the described spring (59b) inserted in described spring insert groove connects and is fixed to spring fitting device (562b).
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| KR1020100015443A KR20110095980A (en) | 2010-02-20 | 2010-02-20 | Reinforced massive soil body making use of arching effect and method constructing by it |
| KR10-2010-0015443 | 2010-02-20 | ||
| PCT/KR2010/008812 WO2011102595A2 (en) | 2010-02-20 | 2010-12-09 | Reinforced self-supported retaining wall structure making use of the arching effect and a construction method of excavations using the same |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102713079A CN102713079A (en) | 2012-10-03 |
| CN102713079B true CN102713079B (en) | 2015-01-07 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201080048303.0A Expired - Fee Related CN102713079B (en) | 2010-02-20 | 2010-12-09 | Reinforced self-supported retaining wall structure making use of the arching effect and a construction method of excavations using the same |
Country Status (6)
| Country | Link |
|---|---|
| US (1) | US20120076594A1 (en) |
| EP (1) | EP2537988A4 (en) |
| JP (1) | JP5501478B2 (en) |
| KR (1) | KR20110095980A (en) |
| CN (1) | CN102713079B (en) |
| WO (1) | WO2011102595A2 (en) |
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| CN112049125A (en) * | 2020-09-28 | 2020-12-08 | 武汉华中岩土工程有限责任公司 | Method for enhancing stability of supporting structure |
| CN113737813B (en) * | 2021-09-30 | 2023-03-14 | 山东大学 | Structural engineering-oriented rock-soil structured permanent support system and design method |
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| JPS5854125A (en) * | 1981-09-28 | 1983-03-31 | Kunimitsu Yamada | Construction method for continuous underground wall |
| US4674921A (en) * | 1984-05-04 | 1987-06-23 | Berger Lawrence E | Seawall |
| US5144779A (en) * | 1988-05-13 | 1992-09-08 | Societe Civile Des Brevets De Henri Vidal | Joining of a concrete element to a support |
| GB2278623B (en) * | 1993-06-02 | 1996-09-11 | Raswill Representative Pte Ltd | An interlocking joint |
| DE19526396C2 (en) * | 1995-07-19 | 2000-11-02 | Dyckerhoff Ag | Construction pit shoring, process for its production and building material mix therefor |
| JPH09111754A (en) * | 1995-10-17 | 1997-04-28 | Marufuji Shiitopairu Kk | Soldier pile cut-of wall construction method |
| JP3072065B2 (en) * | 1997-03-31 | 2000-07-31 | 株式会社さとうベネック | Earth retaining wall |
| JPH10280396A (en) * | 1997-04-09 | 1998-10-20 | Shinetsu Kenko:Kk | Construction method of continuos underground water shielding wall with water shielding sheet embedded therein and continuos underground shielding wall structure with water shielding sheet spread therein |
| US6226936B1 (en) * | 1998-08-13 | 2001-05-08 | Glynn Geotechnical Engineering | Sheet piling-supported modular wall system |
| US6299386B1 (en) * | 1999-06-09 | 2001-10-09 | R. John Byrne | Method and apparatus for a shoring wall |
| US6715964B2 (en) * | 2000-07-28 | 2004-04-06 | Peratrovich, Nottingham & Drage, Inc. | Earth retaining system such as a sheet pile wall with integral soil anchors |
| JP4382974B2 (en) * | 2000-09-11 | 2009-12-16 | 大成建設株式会社 | Connection structure of wall and sheet pile member |
| US6893191B2 (en) * | 2002-07-19 | 2005-05-17 | Creative Pultrusions, Inc. | Wale and retaining wall system |
| JP3805342B2 (en) * | 2004-01-19 | 2006-08-02 | 株式会社竹中工務店 | Yamadome wall structure |
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| JP4343080B2 (en) * | 2004-10-12 | 2009-10-14 | 大成建設株式会社 | Continuous underground wall |
| DE102006000623A1 (en) * | 2005-08-09 | 2007-02-22 | Pilepro Llc | Arrangement of sheet pile sections |
| CN101503876A (en) * | 2009-03-12 | 2009-08-12 | 中船第九设计研究院工程有限公司 | Combined steel sheet pile and integrated vertical wall used for bay dock or dock basin |
| KR20090050042A (en) * | 2009-04-29 | 2009-05-19 | 한창헌 | Connection method h pile and wide sheet pile |
| KR100978468B1 (en) * | 2009-06-12 | 2010-08-26 | 박강호 | Reinforced massive soil body making use of arching effect and method constructing by it |
-
2010
- 2010-02-20 KR KR1020100015443A patent/KR20110095980A/en not_active Application Discontinuation
- 2010-12-09 US US13/375,650 patent/US20120076594A1/en not_active Abandoned
- 2010-12-09 JP JP2012544376A patent/JP5501478B2/en not_active Expired - Fee Related
- 2010-12-09 CN CN201080048303.0A patent/CN102713079B/en not_active Expired - Fee Related
- 2010-12-09 EP EP10846233.4A patent/EP2537988A4/en not_active Withdrawn
- 2010-12-09 WO PCT/KR2010/008812 patent/WO2011102595A2/en active Application Filing
Also Published As
| Publication number | Publication date |
|---|---|
| CN102713079A (en) | 2012-10-03 |
| JP2013514472A (en) | 2013-04-25 |
| WO2011102595A3 (en) | 2011-11-10 |
| EP2537988A4 (en) | 2015-11-18 |
| EP2537988A2 (en) | 2012-12-26 |
| KR20110095980A (en) | 2011-08-26 |
| WO2011102595A2 (en) | 2011-08-25 |
| JP5501478B2 (en) | 2014-05-21 |
| US20120076594A1 (en) | 2012-03-29 |
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