CN102713079A - 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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- CN102713079A CN102713079A CN2010800483030A CN201080048303A CN102713079A CN 102713079 A CN102713079 A CN 102713079A CN 2010800483030 A CN2010800483030 A CN 2010800483030A CN 201080048303 A CN201080048303 A CN 201080048303A CN 102713079 A CN102713079 A CN 102713079A
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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
The present invention is directed to provide a reinforced self-supported retaining wall structure of a new aspect, in which a reinforced soil type self-supported soil mass is formed making use of the arching effect between soil particles and a sheet panel, and the back pressure of soil that is applied to an excavation space is supported by the weight (W) of the self-supported soil mass. To this end, H-piles (10), each housing a soil retaining plate (30) inserted therein and having a sheet panel connection - coupling part formed as one body in the vertical direction on one flange (12) thereof, are arranged regularly in distances B at right angles to the ground; and a sheet panel connection part (22) is first connected - coupled to the sheet panel connection - coupling part (14), followed by a sheet panel (20), 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 (20) 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 reinforcement self-supporting soil-baffling structure that utilizes arching that is installed in excavation rear portion, space can not disturb excavation work, and helps the work of effectively excavating.
Specifically; Because earth back pressure power is not applied to the backboard (lagging) that inserts in the soldier pile (soldier pile) because of arching; Therefore can form the self-supporting soil-baffling structure, earth back pressure power is supported in the deadweight of self-supporting soil-baffling structure, and this is new ideas of continuous board wall (sheet wall).
According to the present invention, because reinforcement self-supporting soil-baffling structure is installed in the rear portion in excavation space, so reinforcement self-supporting soil-baffling structure can't disturb excavation work.Therefore, the excavation space is very big, therefore can simply and effectively carry out excavation work in the confined space (for example being crowded with the business district of highrise building) lining.
Owing to the connecting portion of thin plate by top fastening devices and the firmly fixing compound section that produces of bottom fastening devices; Therefore not only rigidity is improved; And the structure of top fastening devices and bottom fastening devices obtains simplifying; The easy assembly and disassembly of thin plate like this, thin plate also can be collected after construction is accomplished easily simultaneously.
Background technology
A kind of in order to prevent that during excavation construction the native construction method of conventional interim retaining that the spoils back of the body collapses from can strengthen soldier pile to the insufficient support force of spoils back pressure to underground Structural Engineering.Representative construction method comprises strut construction method and sheet pile construction method.
A) strut construction method
The strut construction method is to utilize strut 20 to strengthen the insufficient horizontal support power of 10 pairs of spoils back pressures of soldier pile, with a kind of construction method (referring to Fig. 1) on top-down method excavation ground.
The spoils back pressure is a horizontal force, and soldier pile is a vertical component.
Consider structural mechanics, only utilize vertical component and unfavorable to come support level power with horizontal assembly be impossible.With respect to soldier pile 10 (it is a vertical component), strut 20 plays horizontal assembly.
Two strong points of strut 20 are the soldier pile 10 that is positioned at relative position.
Because strut 20 is installed between the relative soldier pile 10, therefore in a lateral direction strut is mutual vertical at grade with strut on the longitudinal direction.
Strut on horizontal direction and the longitudinal direction becomes the obstruction that reduce to supply excavation work device therefor to get into and soil is discharged into the working space of outside.
Specifically, because highrise building centers on the excavation space in the business district, therefore for safety of structure, strut needs to pile up more thick and fast.
Because strut is a kind of temporary structure, therefore after being ready to excavate the space, when permanent structure is installed, remove mounted strut in order.The construction of permanent structure is carried out from the bottom towards the top portion stage with bottom-up method.
Therefore, carry out removing of strut stage by stage.
For instance, the bottom of supposing permanent construction is B1, so at first removes the strut that is installed on layer B1 and constructs with the layer B1 to permanent construction.
Even when the strut of layer B1 was removed, mounted strut also can continue to support soil pressure among upper strata B2, B3, the B4 etc.
Therefore the strut that from layer B1, removes need be removed to the outside of this building, and horizontal direction stops consequently excavation work to be obstructed with strut on the longitudinal direction.
And used concrete mortar and the steel bar of layer B1 construction need be reduced to B1 via the strut of layer B2, B3, B4 etc.The strut that is installed in the upper strata may hinder the supply of material, so that operating efficiency may reduce.
Said problem also can influence the construction of a layer B2, B3, B4 etc.
Therefore, the strut construction method is problematic, and this is that this can make excavation work and the used working space of soil discharging work narrow down because be installed in the strut of excavation in the space towards soldier pile.And, because strut is temporary structure, therefore, need remove strut stage by stage in permanent structure construction period.Therefore, above remaining strut can hinder the continuous construction of permanent structure so that operating efficiency may reduce.
B) sheet pile construction method
The open case (it is a background technology) of 2008-45182 Korean Patent has disclosed " structure of sheet pile wall formed body " (" Structure of Sheet-Pile Wall Forming Body ").
Fig. 3 of the open case of 2008-45182 Korean Patent has disclosed in order to solve the 6th, 715, the invention of first interlock 446 of 964B2 United States Patent (USP) and the problem of second interlock 448 (shown in Fig. 2).
As shown in Figure 2, mud anchor 444 is by second interlock, 448 couplings of first interlock 446 and second plate 442 of first plate 440.The soil fail plane is the maximum pull line T that is applied with active earth pressure
MaxLine.
The open case of 2008-45182 Korean Patent points out the 6th, 715, and the connecting portion that the problem of 964B2 United States Patent (USP) is to be used for the sheet pile wall subsection part is coupled to ground tackle is owing to the soil pressure on the ground that remains from the peripheral region receives very high pulling force.Be head it off, the purpose of the open case of 2008-45182 Korean Patent is that exploitation can be born very high pulling force and can not made the formed body that connecting portion is taken apart, and wherein first interlock 446 and second interlock 448 are meshing with each other.
The purpose of the open case of 2008-45182 Korean Patent is that configuration can be born very high pulling force and can not made the formed body that connecting portion 16 is taken apart.Said formed body is the core structure of the shape and the structure of connecting portion 16.
Fig. 3 illustration sheet pile wall subsection part 12, first ground tackle 14, connecting portion 16, open chamber 18, open chamber 22, plate assembly 22, knee wall 24, weld part 26 and double T carriage 28.
The open case and the 6th, 715 of 2008-45182 Korean Patent, the 964B2 United States Patent (USP) has identical basic conception for the equilibrium of forces of soil pressure and antagonism soil pressure.
The basic conception of the retaining soil series system of sheet pile is used in Fig. 4 illustration.
The single cell structure of the typical sheet pile of reference symbol 200 expressions.Single cell structure 200 is the U type.The sheet pile of U type comprises bend 210 and linear portion 220.Bend 210 is airtight and linear portion 220 is open.Single cell structure 200 is vertically installed.
Fig. 4 is the plan view of single cell structure 200.Single cell structure 200 is that said earth back pressure power P transmits via the soil that fill up single cell structure 200 inside in order to the structure of support earth back pressure power P.
Above single cell structure 200, build a kind of structure (for example road).
Earth back pressure power P is based on the fringe conditions of U type single cell structure 200.
Referring to Fig. 8, begin to apply earth back pressure power P from the back side of single cell structure.In Fig. 4, earth back pressure power P is applied to the bend 210 of sheet pile.
In Fig. 4, equilibrium of forces is the notion of frictional force F (F=μ N) corresponding to earth back pressure power P.
Have the earth back pressure power P and the mutual balance of frictional force F that apply direction relatively.
N is illustrated in the vertical force that acts on the linear portion 220 of sheet pile.
The basic conception of the background technology of Fig. 4 may be summarized as follows: the earth back pressure power P and the frictional force F balance of effect on the bend 210 of single cell structure 200.
Detailed description of the present invention
Technical problem
The present invention provides the reinforcement self-supporting soil-baffling structure of new ideas; It utilizes the self-supporting soil block of the arching formation reinforcement local method that produces owing to the frictional force between soil particle and the thin plate, and resists the soil pressure that is applied to the excavation space through the deadweight of using self-supporting soil.
The present invention provides the reinforcement self-supporting that utilizes arching soil-baffling structure, and the back side that it is positioned at the excavation space can not become the obstacle of excavation work like this, thereby can use big excavation space.Therefore, can in the confined space of the intensive business district that is located of highrise building, carry out excavation work easily and effectively.
The present invention provides reinforcement self-supporting soil-baffling structure; It can be through making the connecting portion of thin plate become the rigidity that the compound section utilizes the connecting portion of top fastening devices and bottom fastening devices increase series sheet group; Owing to top fastening devices and simple assembling and the dismounting thin plate connecting portion be convenient to of bottom fixture structure, therefore after the construction completion, collect mounted thin plate easily simultaneously.
Settling mode
Owing to the present invention relates to utilize the reinforcement self-supporting soil-baffling structure of arching, therefore the summary of arching at first will be described, then will arching be described with regard to civil engineering.
A) summary of arching
With the summary of describing arching hereinafter with reference to figure 5.
When opened in the hole of the diameter d that in containing sand and box base plate in the box that upper cover plate is opened, forms, sand discharged (referring to Fig. 5 (a)) downwards via the hole of diameter d.
Yet even when still open in the hole of diameter d, the discharging 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 opened, contained sand was by backplanes support.When opened in the hole of diameter d, contained sand was because the deadweight W of sand is discharged to a certain extent, and when sand formed the arch of arc, discharging stopped.
Even when having the deadweight W of sand, sand is no longer discharging and by the arch support of arc, this phenomenon can be called as arching also.
Owing to the deadweight W of sand cause with the power of sand via the hole discharging of diameter d, and because the equilibrium of forces that the restriction sand that the frictional force between four vertical planes of sand and box causes discharges can produce arching.
Arching can be the state of the frictional force balance that produces when the power that sand is discharged via the hole of diameter d contacts with four vertical planes with sand closely.
Therefore, only when the big or small approximate equilibrium of the amount of frictional force and diameter d, just can produce arching.When the size of diameter d is compared with the amount of frictional force when too big, sand can be continuously via the hole discharging of diameter d so that arching maybe not can produce.
When the hole of diameter d be open the time, the deadweight W of sand applies via the hole of diameter d, thus sand through deadweight W via the discharging of the hole of diameter d.However, sand still can continuously not discharge.When shown in Fig. 5 (b), forming the arch of arc, sand can not discharge again and the discharging of sand stops.
Shear stress is created between the sand grains with sand that discharges via the hole of diameter d and the discharging of restriction sand mutually.Said mutual shear stress supports to the deadweight W of sand of the arch of arc.
The arch of arc by sand grains by sand that is discharged and restriction the state reset of the shear stress that produces between the sand grains of discharging sand.
Shown in Fig. 5 (b), arch makes progress with respect to the direction of the deadweight W that applies sand and forms arc characteristicly.
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 with reference to figure 8 hereinafter.
Though the safety problem of soil structure is the problem on the three-dimensional, said safety problem is explained with two-dimensional approach usually.This is that the normal soil structure with length and width degree B and long length L possibly almost have two-dimentional fringe conditions because compare with the excavation height H.
Even when explaining safety problem through three dimensional constitution, compare with two-dimensional state, because the effect of arching, active earth pressure can show and reducing and passive earth pressure can increase to a certain extent, the result is than two-dimensional interpretation acquisition safety to a greater extent like this.
Fig. 8 is the 2 d plane picture of soil-baffling structure with width B and length L of Fig. 6.
Because soil pressure P representes the soil pressure at same excavation height H place, so the amount of soil pressure P is identical.
B representes the width between the thin plate, and L representes the successively length of the thin plate of installation.
Frictional force F equals μ P
O(F=μ P
O), wherein μ representes friction factor and P
OThe expression earth pressue at rest.P
OThe direction that applies be the direction vertical with thin plate.
Frictional force F distributes shown in earth back pressure power p generation and shear stress τ such as Figure 22 or Fig. 9.Shear stress τ reduces towards central part O gradually.
Because the arch of the arc that forms among Fig. 5 (b) is the state that sand grains is reset, therefore will describe the arch of arc with regard to civil engineering.
When soil stress correction problem is handled as two-dimensional problems; If an element stress application (shown in Figure 23 (a)) to soil; So only normal stress σ 1 is applied to said element and plane with σ 3, and promptly I-I plane and III-III plane (it is two vertical planes of 0 for shear stress) exists.The normal stress σ 1 that is applied to vertical plane (being I-I plane and III-III plane) is called as main stress bar with σ 3.Normal stress σ 1 is a major principal stress, and normal stress σ 3 is a minimum principal stress.
Shown in Figure 23 (b), except that vertical stress σ, also be necessary to apply shear stress τ to the plane except that principal stress plane (being I-I plane and III-III plane).
When beginning from the I-I plane with shear stress τ and the vertical stress σ of angle α on the a-a plane that counterclockwise tilts with τ-when the α relational expression was expressed, shear stress τ on the a-a plane and vertical stress σ were the point " a " of Figure 23 C.When angle α changes from 0 ° to 180 °, the some a track may draw diameter two ends for the some I with the some III Mohr's stress circle C, with respect to the some A on the axle σ, the some I represent major principal stress σ 1 and the some III represent minimum principal stress σ 3.
Can represent as follows according to the vertical stress σ of Mohr's stress circle C acquisition point a and the result of shear stress τ.
σ＝1/2(σ1+σ3)+1/2(σ1-σ3)cos2α①
τ＝1/2(σ1-σ3)sin2α ②
When α=90 °, τ=0 and σ=σ 1.
When rotation during soil particle, the shear stress τ of some a be 0 and soil particle only receive main stress bar.
It is 0 state that the arch of the arc of Fig. 5 (b) (forming through resetting of sand grains) is in shear stress τ, promptly only receives the state of main stress bar.
With the arch of describing the arc of the operation generation of passing through earth back pressure power p hereinafter with reference to figure 9.
When applying earth back pressure power p to soil particle, reset soil particle with the principal direction of stress that rotates through the effect of frictional force F.
When the point with continuous principal direction of stress connects under the state of shear stress τ=0 (promptly only applying main stress bar) owing to the resetting (shown in Fig. 5 (b)) of sand grains, form the ogive of arc.
The soil block that exists on the same ogive plays the effect of the arch beam that supports soil pressure.
The support of sand deadweight W that is arranged on the arch top of arc among Fig. 5 (b) is based on the above-mentioned functions of arch.
In Fig. 9, No. 1, a plurality of arch arcs, No. 2, No. 3, No. 4 ..., and the arch of representing with the arc of stablizing time interval for n number.The arch arc supports the highest earth back pressure power p No. 1 and the degree of earth back pressure power p reduces along with the increase of number.Locate not apply earth back pressure power n number at the arch arc.In the regional A of arch arc n number, earth back pressure power p is 0.Because regional A is backboard 30 present places, so earth back pressure power p is not applied to backboard 30.
Because earth back pressure power p is not applied to the regional A of backboard 30, so backboard 30 do not work to be used to support the element of construction of soil pressure, only is used to prevent the effect of soil toward dirty protection assembly but play.
By contrast, different with the present invention, corresponding to backboard 30 according to the bend 210 of the single cell structure 200 of background technology for being used to support the element of construction of earth back pressure power p.Therefore, consider structural mechanics, the bend 210 of single cell structure 200 is different fully with backboard 30 of the present invention.
Because arching, earth back pressure power p No. 2 from No. 1, arch arc to the arch arc, No. 3, No. 4 ... and reduce gradually for n number.Owing to must be 0 near the earth back pressure power p among the regional A of backboard 30, the soil in the thin plate that therefore is arranged in parallel forms soil block, and soil block plays free-standing structure with respect to earth back pressure power p.
The free-standing structure that Figure 10 illustration produces because of arching.
Referring to Figure 10, dynamic balance and reinforced earth between free-standing structure and the earth back pressure power p are similar.That is, earth back pressure power p is supported by the deadweight W of the soil block of free-standing structure.
The notion of the free-standing structure that causes because of arching is the diverse new ideas of notion with the single cell structure 200 of the U type with Fig. 4.
Will be described below the structure of the reinforcement self-supporting soil-baffling structure that utilizes arching.
Referring to Figure 13 and Figure 14; The present invention discloses the reinforcement self-supporting soil-baffling structure that utilizes arching; Wherein soldier pile 10 is installed in width B place and perpendicular to the ground; Soldier pile 10 has in the flange 12 of the soldier pile that is inserted with backboard 30 10 1 ends the vertically soldier pile insertion section 14a of global formation; Thin plate protuberance 22a inserts and is connected to soldier pile insertion section 14a, and thin plate protuberance 22a continuously inserts among the 22a ' of thin plate insertion section, and compression support plate protuberance 46a inserts and be coupled to thin plate insertion section 22a '; And continuously the length L of thin plate 20 and the relational expression between the width B between the thin plate 20 are 0.5≤L/B≤3.0 in the scope of angle of internal friction Φ=10～34 of soil ° and in the scope of adhesion C=0.0～5.0ton/m2, can not be applied to the backboard 30 of front like this owing to arching earth back pressure power.
Relational expression 0.5≤L/B≤3.0 utilize angle of internal friction Φ and adhesion C to calculate through 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 surpassed 3.0, the length of thin plate 20 increased, and thin plate 20 is installed is no longer had economic benefit.When the infield was the business district, the arguement on relevant border may appear.And the very difficult thin plate 20 of collecting.
When L/B does not reach 0.5, the rigidity of assembly (for example thin plate 20) can reduce so that assembly power inadequate.
Referring to Figure 24, when the amount of L/B reduced in scope 0.5≤L/B≤3.0, construction had economic benefit.For this reason, can scope 0.5≤L/B≤3.0 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 in scope Φ=14～22 ° and adhesion C be C=0.0～5.0ton/m2.
When scope was 1.5≤L/B≤3.0, the angle of internal friction Φ of soil was that Φ=10～14 ° and adhesion C are in scope C=0.0～5.0ton/m2.
Thin plate insertion section 22a ' is formed at an 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 an end of thin plate 20, and contrary 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 the compression support plate 40, so 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 portions.
For instance; When thin plate protuberance 22a is connected to soldier pile 10 and thin plate insertion section 22a ' and is connected to compression support plate 40; The shape of soldier pile 10 connecting portions should be soldier pile insertion section 14a, and the shape of compression support plate 40 connecting portions should be compression and supports protuberance 46a.By contrast, the shape of soldier pile 10 connecting portions should be soldier pile protuberance 14a ', and the shape of compression support plate 40 connecting portions should be compression support plate insertion section 46a '.
Because soldier pile protuberance 14a ' and compression support plate insertion section 46a ' may change according to the shape of thin plate 20 connecting portions; Therefore soldier pile protuberance 14a ' and compression support plate insertion section 46a ' are not carried out illustration among the figure, and be to use soldier pile insertion section 14a and the compression support plate protuberance 46a that is positioned at the same position place.
And; When the contrary S type turn of bilge 22b ' that is connected to soldier pile 10 and thin plate 20 as the S of thin plate 20 type turn of bilge 22b is connected to compression support plate 40; The shape of soldier pile 10 connecting portions should be contrary S type turn of bilge 14b ', and the shape of compression support plate 40 connecting portions should be S type turn of bilge 46b.
By contrast, the shape of soldier pile 10 connecting portions should be S type turn of bilge 14b, and the shape of compression support plate 40 connecting portions should be contrary S type turn of bilge 46b '.
Because contrary S type turn of bilge 14b ' changes according to the shape of thin plate 20 connecting portions, therefore do not illustrate contrary S type turn of bilge 14b ' among the figure, and be to use the S type turn of bilge 14b that is positioned at the same position place.
Therefore; Because the shape that is connected of soldier pile 10 and compression support plate 40 connects shape according to the left side of thin plate 20 and is connected shape with the right side and changes; Therefore for ease of explanation, the shape that is connected of thin plate protuberance 22a and thin plate insertion section 22a ' is described as the instance that connects shape.
The connection of soldier pile 10 is shaped as soldier pile insertion section 14a or soldier pile protuberance 14a ', perhaps is S type turn of bilge 14b or contrary S type turn of bilge 14b '.
The connection of compression support plate 40 is shaped as compression support plate protuberance 46a or compression support plate insertion section 46a ', perhaps is S type turn of bilge 46b or contrary S type turn of bilge 46b '.Because S type turn of bilge 46b or contrary S type turn of bilge 46b ' are the left sides according to thin plate 20 to be connected shape and is connected shape and selects with right, in therefore scheming not illustration and be to use the S type turn of bilge 14b that is positioned at the same position place against S type turn of bilge 46b '.
Rigidity and secondary moment for the area I that increases thin plate 20 come firmly splint fixation connecting portion 22 through top fastening devices 50a and bottom fastening devices 50b.
Though the connecting portion 22 of thin plate 20 is firmly fixing by top fastening devices 50a and bottom fastening devices 50b; But top fastening devices 50a is fixed by coupling bolt 56a; Coupling bolt 56a passes thin plate 20, attach pad 52a and coupling plate 54a, and attach pad 52a and coupling plate 54 are positioned at the both sides of thin plate 20 connecting portions 22 in order.Bottom fastening devices 50b comprises the first cutting part 52b and the second cutting part 56b.Be inclined upwardly surperficial 524b and hook ladder 526b is formed at the first cutting part 52b place, and swivel plate 54b and spring 59b are formed at the second cutting part 56b place.Upper end inclined surface 542b is formed at around the upper end of the swivel plate 54b of hinge 58b rotation.Lower end swivelling chute 546b is formed at the lower end of swivel plate 54b, and vertical insertion groove 544b is formed in the vertical surface of swivel plate 54b.Insert the spring 59b connection among the spring insertion groove 548b and be fixed to spring fitting device 562b.
The swivel plate 54b that is formed among the second cutting part 56b puts the hinge 58b rotation at 582b place through the elastic force of spring 59b around being installed in axle, makes the upper end inclined surface 542b of swivel plate 54b hooked by the hook ladder 526b of the first cutting part 52b.
The lower end swivelling chute 546b of swivel plate 54b forms very deeply, is enough to let swivel plate 54b rotate smoothly, can not hooked by the bottom of thin plate 20.
When the upper and lower of thin plate 20 connecting portions through top fastening devices 50a and bottom fastening devices 50b firmly fixedly the time, two adjacent sheet 20 become a compound section, and utilize the secondary moment of area I to make rigidity be improved.
Next, hereinafter is explained the length L of continuous thin plate 20 and is produced the relation of the width B between two thin plates 20 of arching.
The earth back pressure power that dummy is added to the per unit area of width B between the thin plate 20 is p, and the summation P of soil pressure can be expressed as P=p * B so.
P＝p×B (1)
That is, the soil block between continuous thin plate 20 applies the summation P of the soil pressure p of expression formula (1).When the deadweight of soil block is W, the summation P of deadweight W opposing 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 representes Rankine coefficient of active earth pressure Ka=tan2 (45 °-Φ/2), and Φ representes angle of internal friction, and r representes the Unit Weight of soil, and H representes the degree of depth excavated, and C representes adhesion.
Suppose continuous thin plate 20 and be F that frictional force F is as follows so with frictional force between the soil block that continuous thin plate 20 contacts.
F＝2×L(P
O×μ×C′)＝2×L(r×H×KO×μ+C′)(3)
L representes the length of continuous thin plate 20, P
OThe expression earth pressue at rest, μ representes friction factor, C ' expression friction adhesion.
The soil pressure that dummy is added to cob wall is Pt, and the relational expression between earth back pressure power P and the frictional force F is as follows so.
Pt＝P-F (4)
In equality 4, owing to the regional A that can not be applied to Figure 24 because of the arching soil pressure, so Pt becomes 0 (Pt=0).
P-F＝0 (5)
In equality 5, (during F >=P), the soil block that in the space that width B and length L by continuous thin plate 20 define, exists maybe be because arching and standing alone, and W keeps self-respect when F is equal to or greater than P.
F≥P (6)
When in equality 3 and the 2 ' substitution equality 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, through the lower limit of expression formula 7 acquisitions according to the L/B of the variation of angle of internal friction Φ and adhesion C.
[condition]
Cutting depth H=10 (m), the Unit Weight r=1.7 (t/m of soil block
3), coefficientoffriction=[tan (2/3 Φ)], Rankine coefficient of active earth pressure Ka=tan
2(45 °-Φ/2), Rankine coefficient of active earth pressure Kp=tan
2(45 °+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 the L/B that obtains through expression formula 7 of scope (it is a variable) (with adhesion C=0.0～5.0 (ton/m
2) scope (it is a variable) be illustrated in the chart of Figure 24.Can from Figure 24, obtain following result.
1) at the border of adhesion C=0 and C=5.0 (ton/m
2) between the expression L/B maximum value and minimum value.
2) when L/B in angle of internal friction Φ=10～34 ° and adhesion C=0.0～5.0 (ton/m
2) wide-ultra spend at 3 o'clock, can find out earth back pressure power because arching and be not applied to backboard.
3) yet, when L/B surpassed 3, the length of thin plate needed very longly continuously, so just no longer includes economic benefit.And, when L/B less than 0.5 the time, the rigidity of thin plate reduces so that assembly power maybe be not enough.Therefore, in the present invention, the scope of L/B is limited to 0.5≤L/B≤3.0.
4) promptly, the relational expression of the width B between the length L of continuous thin plate 20 and two adjacent sheet 20 is in angle of internal friction Φ=10～34 ° and adhesion C=0.0～5.0 (ton/m
2) scope in be 0.5≤L/B≤3.0 o'clock, can find out because arching earth back pressure power can not be applied to the backboard of front.
5) relational expression of the width B between the length L of continuous thin plate 20 and two thin plates 20 is in angle of internal friction Φ=14～22 ° and adhesion C=0.0～5.0 (ton/m
2) scope in be 0.5≤L/B≤1.5 o'clock, can find out because arching earth back pressure power can not be applied to the backboard of front.
6) promptly, the relational expression of the width B between the length L of continuous thin plate 20 and two thin plates 20 is in angle of internal friction Φ=10～14 ° and adhesion C=0.0～5.0 (ton/m
2) scope in be 1.5≤L/B≤3.0 o'clock, can find out because arching earth back pressure power can not be applied to the backboard of front.
Even when L/B satisfies the scope of 0.5≤L/B≤3.0; Inadequate or building possibly not be continuously to set up in the business district because from the space, fringe area on the border in adjacent territory; Therefore also there is restriction in construction, so that the length of thin plate maybe not can satisfy above-mentioned scope continuously.Solving a kind of method of the above-mentioned restriction in the construction, is the curtailment that compensates continuous thin plate through the passive earth pressure that the insert depth Hb owing to Figure 21 causes.Insert depth Hb is minimum 1.0m, can improve the safety of wall assembly like this and keep the depth of frost penetration.
Beneficial effect
According to the present invention, in the self-supporting soil block of reinforced earth type, through utilizing the arching between soil particle and the thin plate, earth back pressure power can not be applied to backboard.Therefore, be applied to the opposing that the earth back pressure power of excavating the space may receive the deadweight of self-supporting soil block.Thereby compare, but construction energy efficiency height and tool economic benefit with conventional sheet pile.
Because utilize the reinforcement self-supporting soil-baffling structure of arching to be positioned at the back side in excavation space, therefore said structure can't be disturbed excavation work, thereby can use the heavy excavation space.Therefore, can be easily in the little space of the business district of highrise building dense arrangement and carry out excavation work efficiently.
Because the connecting portion of thin plate becomes the compound section through top fastening devices and bottom fastening devices, therefore not only rigidity is improved, and the structure of top fastening devices and bottom fastening devices also is simplified.Therefore, the easy assembly and disassembly of thin plate connecting portion have been installed thin plate after construction is accomplished and have also been collected easily, like this construction of thin plate and collection work efficient height and having an economic benefit.
Description of drawings
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 frictional force and the relational expression between the earth back pressure power of the sheet piling method of Fig. 2 and Fig. 3.
Fig. 5 is the figure that the aperture that forms in the base plate that is illustrated in via box gives off the arcuation attitude that causes owing to arching behind the sand that fills up box of scheduled volume.
The phantom drawing of the state that Fig. 6 inside that to be illustration formed by the thin plate that continuously is connected between the soldier pile is filled up by soil.
Fig. 7 is illustration has removed native state from the state of Fig. 6 a phantom drawing.
Fig. 8 is the plan view that the earth back pressure power of illustration Fig. 6 reaches the state of dynamic balance.
Fig. 9 be in the plan view of illustration Fig. 8 with respect to earth back pressure power, according to the arching of earth back pressure power and wherein earth back pressure power be not applied to the figure of shearing stress distribution of the graphical state explanation of regional A.
Figure 10 is the phantom drawing of the relational expression between illustration earth back pressure power and the soil block W that passes through arching formation.
The relation of the equilibrant force 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 forming.
Figure 13 is the illustration phantom drawing of the 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 installed in the state of thin plate connecting portion of the present invention.
Figure 15 is the phantom drawing of shape of the connecting portion of illustration thin plate and soldier pile according to another embodiment of the present invention.
Figure 16 is the phantom drawing of the state of its middle and upper part fastening devices of illustration connecting portion of being installed in Figure 15.
Figure 17 is the phantom drawing of shape of the connecting portion of illustration thin plate and soldier pile according to another embodiment of the present invention.
Figure 18 is the decomposition diagram that illustration is installed in the bottom fastening devices of thin plate connecting portion of the present invention.
Figure 19 and Figure 20 state after the state that just is being mounted of illustration bottom of the present invention fastening devices and bottom fastening devices are installed respectively.
Figure 21 is that illustration soldier pile 10 of the present invention is installed deeplyer so that receive the cross-sectional view of the state of passive earth pressure than design of surface with thin plate 20 through Embedded Division Hb.
The distribution of the shear stress τ that Figure 22 illustration causes owing to frictional force F.
The relation of Figure 23 illustration stress and soil distortion.
Figure 24 is a chart of showing the L/B result who utilizes the variable of angle of internal friction Φ and adhesion C and obtain.
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 ': contrary 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 bolt
50b: bottom fastening devices
52b: first cutting part, 524b: the surface that is inclined upwardly, 526b: hook ladder
54b: swivel plate, 542b: upper end inclined surface, 544b: vertical insertion groove, 546b: lower end swivelling chute
548b: spring insertion groove
56b: second cutting part, 562b: spring fitting device
58b: hinge, 582b: axle point
59b: spring
B: width
L: length
The specific embodiment
Will be with reference to the underground excavation construction method of appended graphic description according to use reinforcement self-supporting soil-baffling structure of the present invention.Said method comprising the steps of:
(a) width of soldier pile 10 being got to the boundary face that will excavate is that B and vertical depth are in the ground of H;
(b) in the length L of continuous thin plate 20 and the relational expression between the width B between the thin plate 20 scope and adhesion C=0.0～5.0ton/m in angle of internal friction Φ=10～34 of soil °
2Scope in be under the condition of 0.5≤L/B≤3.0; Thin plate protuberance 22a is inserted among the soldier pile insertion section 14a that flange 12 places of soldier pile 10 form and interconnects; Continuously thin plate protuberance 22a is inserted among the 22a ' of thin plate insertion section, and compression support plate protuberance 46a is inserted among the 22a ' of thin plate insertion section and interconnects;
(c) progressively carry out underground excavation from ground to desired depth h
1, then the top from soldier pile 10 begins to insert backboard 30;
(d) when to desired depth h
1Excavation accomplish after, to desired depth h
2Carry out further excavation, then the top from soldier pile 10 begins to insert backboard 30;
(e) through repetitive operation (c) and (d) accomplish underground excavation.
In operation (b), continuously the length L of thin plate 20 and the relational expression between the width B between the thin plate 20 are 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), continuously the length L of thin plate 20 and the relational expression between the width B between the thin plate 20 are 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 or business district that building one by one occur inadequate, have restriction in the construction, so that the length of thin plate possibly can't satisfy above-mentioned scope continuously from the space, fringe area on the border in adjacent territory.(as shown in Figure 21) in this case preferably makes it will receive passive earth pressure deeply than vertical depth H (it is the degree of depth of design of surface) through the Embedded Division Hb that soldier pile 10 and thin plate 20 are installed.Do the mobile and relevant safety of falling down that can improve like this with reinforcement self-supporting soil-baffling structure.When the suitable L/B of unmet, soil pressure can be applied to the backboard 30 of front, can confirm width B and length L through structural calculation like this.
In operation (b); Top fastening devices 50a is through using the 56a coupling of coupling bolt and being fixed to the upper end of thin plate 20 connecting portions; Coupling bolt 56a passes thin plate 20, attach pad 52a and coupling plate 54a, and attach pad 52a and coupling plate 54a are positioned at the two ends of thin plate 20 in order.Bottom fastening devices 50b comprises the swivel plate 54b that is formed among the second cutting part 56b; The second cutting part 56b rotates around hinge 58b through the elastic force of spring 59b, makes the upper end inclined surface 542b of swivel plate 54b hooked by the hook ladder 526b of the first cutting part 52b.Swivel plate 54b comprises the upper end inclined surface 542b that is formed at swivel plate 54b upper end, be formed at the lower end swivelling chute 546b in the swivel plate 54b lower end and be formed at the vertical insertion groove 544b in the vertical plane of swivel plate 54b.
Hereinafter is described the installation of top fastening devices 50a and bottom fastening devices 50b and is removed.
The thin plate 20 that is formed with the second cutting part 56b is installed in thin plate 20 backs that are formed with the first cutting part 52b in installation, and bottom fastening devices 50b structurally is installed in this way.
Removing of thin plate 20 after the installation is in proper order identical with said sequence.That is, after at first removing thin plate 20, remove thin plate 20 with second cutting part 56b with first cutting part 52b.If reversed is installed so and is removed all and can't carry out.
The assembly and disassembly of hereinafter explanation bottom fastening devices 50b.
At first, assembling bottom fastening devices 50b.When the thin plate protuberance 22a of the thin plate that will have the second cutting part 56b 20 is inserted into the thin plate insertion section 22a ' of the thin plate 20 with first cutting part 52b (it is installed in underground) when middle; Thin plate insertion section through vertical-type vertically guides around the swivel plate 54b of hinge 58b rotation, makes swivel plate 54b be in plumbness (referring to Figure 15).
When the swivel plate 54b that keeps plumbness meets the first cutting part 52b (as shown in Figure 16); The elastic force of the spring 59b of swivel plate 54b through being fixed to spring fitting device 562b rotates towards the first cutting part 52b, makes the upper end inclined surface 542b of swivel plate 54b hooked by the hook ladder 526b of the first cutting part 52b.
In swivel plate 54b rotation, the lower end swivelling chute 546b from the bottom of the second cutting part 56b and the second cutting part 56b vertical insertion groove 544b that discharges the swivel plate 54b the second cutting part 56b that inserts thin plate 20 and the bottom of inserting the second cutting part 56b respectively.
Specifically, because swivel plate 54b centers on hinge 58b rotation, so the second cutting part 56b that the degree of depth of the lower end swivelling chute 546b of swivel plate 54b formation makes its rotation can not receive thin plate 20 hinders.
Therefore, fastening devices 50b in bottom is firmly fixing under the state that the upper end of swivel plate 54b inclined surface 542b is hooked by the hook ladder 526b of the first cutting part 52b.
When dismounting bottom fastening devices 50b; When the upper end of swivel plate 54b inclined surface 542b is hooked by the hook ladder 526b of the first cutting part 52b; If the thin plate 20 with first cutting part 52b at first by on draw in the row dismounting; Then the thin plate insertion section 22a ' of vertical-type guides into swivel plate 54b vertical, makes swivel plate 54b be in plumbness.When the thin plate with first cutting part 52b 20 by on when drawing, swivel plate 54b keeps plumbness, the vertical insertion groove 544b of swivel plate 54b and lower end swivelling chute 546b are inserted among the second cutting part 56b of thin plate 20 once more.Therefore, when the thin plate with first cutting part 52b 20 by on when drawing, swivel plate 54b can disturb the thin plate 20 with first cutting part 52b hardly, makes the thin plate 20 with first cutting part 52b be easy to dismounting.
Be convenient to the simple structure assembling or dismantle because bottom fastening devices 50b has, so the assembly and disassembly operating efficiency is very high, and the rigidity of thin plate 20 is improved also continuously.
Claims (10)
1. reinforcement self-supporting soil-baffling structure that utilizes arching; Wherein soldier pile is installed in width B place and perpendicular to the ground; Said soldier pile 10 has in the flange 12 of the soldier pile that is inserted with backboard 30 10 1 ends the vertically soldier pile insertion section 14a of global formation; Thin plate protuberance 22a inserts and is connected to said soldier pile insertion section 14a; Thin plate protuberance 22a inserts among the 22a ' of thin plate insertion section continuously; Compression support plate protuberance 46a inserts and also to be coupled to said thin plate insertion section 22a ', and continuously the relational expression between the width B between the continuous thin plate of length L and two group of thin plate group 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 the said earth back pressure power of arching can not be applied to the backboard 30 of front.
2. the reinforcement self-supporting soil-baffling structure that utilizes arching according to claim 1, the relational expression of the width B between the length L of wherein said continuous thin plate 20 and said two the thin plate groups are in the scope of angle of internal friction Φ=14～22 ° and adhesion C=0.0～5.0 (ton/m
2) scope in be 0.5≤L/B≤1.5.
3. the reinforcement self-supporting soil-baffling structure that utilizes arching according to claim 1, the relational expression of the width B between the length L of wherein said continuous thin plate 20 and said two the thin plate groups are in the scope of angle of internal friction Φ=10～14 ° and adhesion C=0.0～5.0 (ton/m
2) scope in be 1.5≤L/B≤3.0.
4. the reinforcement self-supporting soil-baffling structure that utilizes arching according to claim 1 and 2; The connecting portion of wherein said soldier pile 10 comprises soldier pile insertion section 14a or soldier pile protuberance 14a ', and the connecting portion of said thin plate 20 that is coupled to the said connecting portion of said soldier pile comprises thin plate protuberance 220a or thin plate insertion section 22a '.
5. the reinforcement self-supporting soil-baffling structure that utilizes arching according to claim 1 and 2; Wherein compression support plate 40 comprises vertical component effect 42 and horizontal part 44, and the connecting portion of said compression support plate 40 comprises compression support plate protuberance 46a or has the compression support plate insertion section 46a ' of the said vertical component effect 42 of global formation.
6. the reinforcement self-supporting soil-baffling structure that utilizes arching according to claim 1 and 2; The said connecting portion of wherein said thin plate 20 is through using top fastening devices 50a and bottom fastening devices 50b firmly fixing; Wherein said top fastening devices 50a is fixed by coupling bolt 56a; Said coupling bolt 56a passes said thin plate 20, attach pad 52a and coupling plate 54a; Said attach pad 52a and said coupling plate 54a are positioned at the both sides of the said connecting portion of said thin plate 20 in order; Said bottom fastening devices 50b comprises the first cutting part 52b and the second cutting part 56b; Be inclined upwardly surperficial 524b and hook ladder 526b is formed at the said first cutting part 52b place, and swivel plate 54b and spring 59b be formed at the said second cutting part 56b place, and upper end inclined surface 542b is formed at around the upper end of the said swivel plate 54b of hinge 58b rotation; Lower end and vertical insertion groove 544b that lower end swivelling chute 546b is formed at said swivel plate 54b are formed on the vertical plane of said swivel plate 54b, and insert the said spring 59b connection in the said spring insertion groove and be fixed to spring fitting device 562b.
7. underground excavation construction method that uses reinforcement self-supporting soil-baffling structure, said method comprises:
(a) soldier pile 10 is got in the ground of the boundary face that will excavate, width is that B and vertical depth are H, and vertical depth H is the degree of depth of design of surface;
(b) in the length L of continuous thin plate 20 and the relational expression between the width B between the said thin plate scope and adhesion C=0.0～5.0ton/m in angle of internal friction Φ=10～34 of soil °
2Scope in be under the condition of 0.5≤L/B≤3.0; Thin plate protuberance 22a is inserted among the soldier pile insertion section 14a that flange 12 places of said soldier pile form and interconnects; Continuously said thin plate protuberance 22a is inserted among the 22a ' of thin plate insertion section, and compression support plate protuberance 46a is inserted in the said thin plate insertion section and interconnects;
(c) progressively carry out underground excavation from ground to desired depth h
1, then the top from said soldier pile begins to insert backboard;
(d) when to said desired depth h
1Excavation accomplish after, to desired depth h
2Carry out further excavation, then the top from said soldier pile 10 begins to insert said backboard 30; And
(e) through repetitive operation (c) and (d) accomplish said underground excavation.
8. method according to claim 7, wherein in operation (b), the relational expression between the width B between the length L of said continuous thin plate 20 and the said 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, wherein in operation (b), the relational expression between the width B between the length L of said continuous thin plate 20 and the said 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. according to claim 7 or 8 described methods; Wherein in operation (b); Top fastening devices 50a is fixed by coupling bolt 56a; Said coupling bolt 56a passes said thin plate 20, attach pad 52a and coupling plate 54a; Said attach pad 52a and said coupling plate 54a are positioned at the both sides of the said connecting portion of said thin plate 20 in order, and bottom fastening devices 50b comprises the first cutting part 52b and the second cutting part 56b, and be inclined upwardly surperficial 524b and hook ladder 526b are formed at the said first cutting part 52b place; And swivel plate 54b and spring 59b are formed at the said second cutting part 56b place; Upper end inclined surface 542b is formed at around the upper end of the said swivel plate 54b of hinge 58b rotation, and lower end and vertical insertion groove 544b that the lower end swivelling chute is formed at said swivel plate 58b are formed in the vertical plane of said swivel plate 54b, and inserts the said spring 59b connection in the said spring insertion groove and be 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 true CN102713079A (en) | 2012-10-03 |
| CN102713079B CN102713079B (en) | 2015-01-07 |
Family
ID=44483433
Family Applications (1)
| 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) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU175988U1 (en) * | 2017-06-02 | 2017-12-26 | Общество С Ограниченной Ответственностью "Производственная Фирма "Редар" | Retaining wall module |
Families Citing this family (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| AU348085S (en) * | 2013-02-21 | 2013-04-16 | Lite Guard Safety Solutions Pty Ltd | Shield panel |
| USD736961S1 (en) * | 2013-11-21 | 2015-08-18 | Lite Guard Safety Solutions Pty Ltd | Shield panel |
| USD737474S1 (en) * | 2013-11-21 | 2015-08-25 | Lite Guard Safety Solutions Pty Ltd | Shield panel |
| CN106480880B (en) * | 2015-08-28 | 2018-11-27 | 上海勘测设计研究院有限公司 | Recoverable soil nailing and the construction method for using recoverable soil nail |
| USD823484S1 (en) * | 2016-10-11 | 2018-07-17 | W ENGINEERING GmbH | Optimizing element for sheet piles |
| USD823483S1 (en) * | 2016-10-11 | 2018-07-17 | W ENGINEERING GmbH | Optimizing element for sheet piles |
| USD823099S1 (en) * | 2016-10-11 | 2018-07-17 | W ENGINEERING GmbH | Optimizing element for sheet piles |
| JP7102228B2 (en) * | 2017-05-22 | 2022-07-19 | ジオスター株式会社 | How to build concrete sheet pile members, earth retaining walls and earth retaining walls |
| CN107447769B (en) * | 2017-09-15 | 2022-11-29 | 浙江大学城市学院 | Simple detachable drainage curtain for underwater pile foundation inspection and measurement |
| USD863818S1 (en) * | 2017-10-16 | 2019-10-22 | Sheen World Technology Corporation | Venetian blind slat |
| US10094088B1 (en) * | 2017-10-31 | 2018-10-09 | Earth, Inc. | Sheet pile retaining wall system |
| USD837045S1 (en) * | 2017-12-12 | 2019-01-01 | Jens Rehhahn | Sheet pile |
| JP7077907B2 (en) * | 2018-10-16 | 2022-05-31 | 日本製鉄株式会社 | Abutment reinforcement structure |
| US11293161B2 (en) * | 2019-08-07 | 2022-04-05 | Structure Sight LLC | Retaining wall |
| CN110924401A (en) * | 2019-12-13 | 2020-03-27 | 武汉武水水利生态工程技术有限公司 | Construction foundation pit supporting mode for combined arching and bearing of mixing piles and cast-in-place piles |
| CN111090904B (en) * | 2019-12-23 | 2023-03-28 | 辽宁工程技术大学 | Soil pressure calculation method based on generalized double-shear stress yield criterion |
| 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 |
Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09111754A (en) * | 1995-10-17 | 1997-04-28 | Marufuji Shiitopairu Kk | Soldier pile cut-of wall construction method |
| JPH10273915A (en) * | 1997-03-31 | 1998-10-13 | Sato Benetsuku:Kk | Earth retaining wall |
| US20020054791A1 (en) * | 2000-07-28 | 2002-05-09 | William Dennis Nottingham | Earth retaining system such as a sheet pile wall with integral soil anchors |
| JP2005201009A (en) * | 2004-01-19 | 2005-07-28 | Takenaka Komuten Co Ltd | Earth retaining wall structure |
| JP2006104782A (en) * | 2004-10-06 | 2006-04-20 | Okumura Corp | Earth retaining method using soldier piles and horizontal sheet piles, and messer steel plate |
| JP2006112030A (en) * | 2004-10-12 | 2006-04-27 | Taisei Corp | Diaphragm wall |
| US20090123237A1 (en) * | 2005-08-09 | 2009-05-14 | Richard Heindl | Arrangement of sheet-pile components |
| KR20090050042A (en) * | 2009-04-29 | 2009-05-19 | 한창헌 | Connection method h pile and wide sheet pile |
| 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 |
| JP4382974B2 (en) * | 2000-09-11 | 2009-12-16 | 大成建設株式会社 | Connection structure of wall and sheet pile member |
Family Cites Families (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US912497A (en) * | 1907-07-29 | 1909-02-16 | Frank W Skinner | Locking the joints of adjacent units of sheet-piling or other structural elements. |
| 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 |
| 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 |
| US6893191B2 (en) * | 2002-07-19 | 2005-05-17 | Creative Pultrusions, Inc. | Wale and retaining wall system |
| US7056066B2 (en) * | 2004-08-25 | 2006-06-06 | Cmi Limited Corporation | Apparatus and method for inserting sheet piles into a soil formation |
| 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 CN CN201080048303.0A patent/CN102713079B/en not_active Expired - Fee Related
- 2010-12-09 WO PCT/KR2010/008812 patent/WO2011102595A2/en active Application Filing
- 2010-12-09 EP EP10846233.4A patent/EP2537988A4/en not_active Withdrawn
- 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
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09111754A (en) * | 1995-10-17 | 1997-04-28 | Marufuji Shiitopairu Kk | Soldier pile cut-of wall construction method |
| JPH10273915A (en) * | 1997-03-31 | 1998-10-13 | Sato Benetsuku:Kk | Earth retaining wall |
| US20020054791A1 (en) * | 2000-07-28 | 2002-05-09 | William Dennis Nottingham | 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 |
| JP2005201009A (en) * | 2004-01-19 | 2005-07-28 | Takenaka Komuten Co Ltd | Earth retaining wall structure |
| JP2006104782A (en) * | 2004-10-06 | 2006-04-20 | Okumura Corp | Earth retaining method using soldier piles and horizontal sheet piles, and messer steel plate |
| JP2006112030A (en) * | 2004-10-12 | 2006-04-27 | Taisei Corp | Diaphragm wall |
| US20090123237A1 (en) * | 2005-08-09 | 2009-05-14 | Richard Heindl | Arrangement of sheet-pile components |
| 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 |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU175988U1 (en) * | 2017-06-02 | 2017-12-26 | Общество С Ограниченной Ответственностью "Производственная Фирма "Редар" | Retaining wall module |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102713079B (en) | 2015-01-07 |
| WO2011102595A2 (en) | 2011-08-25 |
| KR20110095980A (en) | 2011-08-26 |
| EP2537988A4 (en) | 2015-11-18 |
| JP2013514472A (en) | 2013-04-25 |
| US20120076594A1 (en) | 2012-03-29 |
| WO2011102595A3 (en) | 2011-11-10 |
| JP5501478B2 (en) | 2014-05-21 |
| EP2537988A2 (en) | 2012-12-26 |
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