CN104404915B - The cross section defining method of coupling member - Google Patents
The cross section defining method of coupling member Download PDFInfo
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- CN104404915B CN104404915B CN201410602239.6A CN201410602239A CN104404915B CN 104404915 B CN104404915 B CN 104404915B CN 201410602239 A CN201410602239 A CN 201410602239A CN 104404915 B CN104404915 B CN 104404915B
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- 230000008878 coupling Effects 0.000 title claims abstract description 97
- 238000010168 coupling process Methods 0.000 title claims abstract description 97
- 238000005859 coupling reaction Methods 0.000 title claims abstract description 97
- 238000000034 method Methods 0.000 title claims description 22
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 255
- 239000010959 steel Substances 0.000 claims abstract description 255
- 238000010276 construction Methods 0.000 claims abstract description 75
- 239000003566 sealing material Substances 0.000 claims description 10
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 8
- 238000007789 sealing Methods 0.000 description 4
- 238000002347 injection Methods 0.000 description 3
- 239000007924 injection Substances 0.000 description 3
- 239000002689 soil Substances 0.000 description 3
- 238000004873 anchoring Methods 0.000 description 2
- 210000000078 claw Anatomy 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000007921 spray Substances 0.000 description 2
- 239000004606 Fillers/Extenders Substances 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 230000008602 contraction Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 239000003607 modifier Substances 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 230000007935 neutral effect Effects 0.000 description 1
- 238000012856 packing Methods 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
-
- 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
- E02D5/08—Locking forms; Edge joints; Pile crossings; Branch pieces
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/06—Moles; Piers; Quays; Quay walls; Groynes; Breakwaters ; Wave dissipating walls; Quay equipment
- E02B3/066—Quays
Abstract
The present invention can allow the connecting structure of construction error to a certain degree by being formed, thus provide a kind of application property excellent and can reduce construction cost, reasonably the link wall construction of steel pipe sheet pile and steel sheet pile and construction method thereof.By steel sheet pile (2) by spaced intervals by the steel pipe sheet pile (1) of driving piles connected to each other with formed link wall construction time, the coupling member (3) with continuous print slit (3a) is in the longitudinal direction set at the sidepiece of steel pipe sheet pile (1) and from length direction, the end of steel sheet pile (2) is embedded in slit (3a) part.The play (u) of the regulation for absorbing steel pipe sheet pile (1) construction error is each other provided with at this linking part.By arranging the sufficient space that can absorb construction error at steel pipe sheet pile (1) and the linking part of steel sheet pile (2), even if thus steel pipe sheet pile (2) produces due to construction, and piling extends, piling is shunk, and also can easily carry out being fitted together to and arranging to the end of steel sheet pile (2).
Description
The divisional application that the application is the applying date is on 01 12nd, 2011, application number is 201180005274.4 (PCT/JP2011/050312), denomination of invention is the application of " the link wall construction of steel pipe sheet pile and steel sheet pile and construction method thereof "
Technical field
The present invention relates to a kind of cross section defining method of coupling member.
Background technology
In the retaining wall that mole, retaining wall are such, due to soil pressure, water pressure and act on the power making soil blocking component bending, its result, retaining wall produces flexural deformation to the action direction of power, according to different situations, can worry to produce and slide, collapses.
In the design of retaining wall, in order to not produce above-mentioned slip, collapse and bury to enough degree of depth, and, in order to the deflection of wall is suppressed to structure defined permissible value below and application has the wall member of sufficient cross section rigidity, from the view point of economy, in the scope meeting above-mentioned condition, decide optimal component, cross section, length.Further, because wall is high, foundation condition, earthquake time the difference of earthquake degree can cause the length of wall member injection ground, therefore, the application property of the abundant excellence of component is very important.
Usually, as retaining wall, have as shown in Figure 6, (a) free-standing structure (Japanese: self-supporting Agencies makes: gravity retaining wall structure), (b) anchoring type (Japanese: control え formula) structure, (c) horizontal brace formula (Japanese: cut beam type) structure, separately use according to purposes.Particularly, land used is restricted and can not guarantees that the situation in sufficient space is inferior overleaf, the free-standing structure of application (a).
In free-standing structure, as an example, such as use cap (hat) shape steel sheet pile 2 as shown in Figure 7, but, less and need the situation of sufficient wall rigidity inferior at the deflection that there is the high mole of higher wall, retaining wall and wall allow, mostly use as shown in Figure 8 be provided with on steel pipe chimeric coupling member 3, the steel pipe sheet pile 1 of cross section excellent rigidity.
Steel sheet pile and steel pipe sheet pile have the excellent injection to ground injection, and with scene need there is various construction method accordingly.Such as, when requiring construction at a high speed, use vibropiling (vibratoryhammer) method etc., and, there is the city area of house owed by a citizen etc. nearby, steel sheet pile and steel pipe sheet pile be can apply can carry out low vibration, low noise construction hydraulic pressure method of press-fitting etc., the wall member of application property excellence.
And, as conventional art, in non-patent literature 1 (goods catalogue of ア Le セ ロ ー Le ミ ッ タ Le company), record following technology: by chimeric with the connector portions 32c of Z bar sheet pile (being linked up by two Z bar sheet piles 32 and be formed as in fact the steel sheet pile of the form identical with the steel sheet pile of Fig. 7) for the joint member 33 of hook cross section arranged on steel pipe sheet pile 1 as shown in Figure 9 and form wall construction.
And, in patent document 1, as the mole employing steel pipe sheet pile and straight line sheet pile, record the mole formed in the following manner, namely, between the steel pipe sheet pile arranged separating predetermined distance, module extender board pile holder is located at from the bottom of this steel pipe sheet pile to position that is identical with foundation of sea floor face or slightly top.
In addition, in patent document 2, as the connecting structure of special-shaped walled structure component, record following connecting structure: the wall of the crossover location be connected to each other in planned sheet pile wall by the tubular jiont treatment with slit, this planned sheet pile wall is that the mode by being fitted together to each other with joint by multiple steel sheet pile is formed, and enables the end of the steel sheet pile of another planned sheet pile wall be embedded in the slit of this tubular joint.
Patent document 1: Japanese Unexamined Patent Publication 02-213508 publication
Patent document 2: Japan Patent No. 4231429 publication
Non-patent literature 1: " SteelSheetPilingGeneralCatalogue2008 ", ArcelorMittal, 2008, p.34.
In the wall construction described in above-mentioned non-patent literature 1, usually, first separate predetermined distance and steel pipe sheet pile is driven piles, afterwards, with the form making steel pipe sheet pile connected to each other, steel sheet pile is driven piles.
But, due to the narrow space of linking part, be difficult to during construction linking part is fitted together to, in order to carry out the chimeric of linking part, need to arrange separately the template of contraposition and driving piles etc. on the basis of tight management.Therefore, there is the increase of construction cost, spend on-the-spot operation labour and the problem of time.
And, due to the difference of situation, due to piling during construction extend (elongationduetodriving), piling shrinks (shrinkageduetodriving) and can not fitting member, and have to after temporarily extracting the component arranged, again drive piles etc., thus, rising, the claim for eot of significantly construction cost is likely caused.
On the other hand, also consider alternately to drive piles to steel tube component and steel sheet pile along wall direction, but, in this situation, also piling labour is consumed due to the narrow space of linking part and time, each component need to carry out the replacing etc. of piling machinery, cause consuming the situation that construction labour and time and construction cost increase significantly thus, so unreasonable.
Further, consider sealing, owing to there is no to arrange the space being used for filling sealing material fully, thus, be also difficult to play sufficient water stopping function as wall.
In the invention described in structure steel pipe sheet pile and straight line sheet pile linked and patent document 1, also there is the problem identical with the invention described in non-patent literature 1.
Summary of the invention
The present invention seeks to solve the problem in conventional art as described above, its object is to by the connecting structure by the link wall construction of steel pipe sheet pile connected to each other for the steel pipe sheet pile carrying out at spaced intervals driving piles and steel sheet pile being set as by steel sheet pile the construction error that can allow to a certain degree, thus provide a kind of application property excellent and can reduce construction cost, reasonably the link wall construction of the cross section defining method of coupling member, steel pipe sheet pile and steel sheet pile and construction method thereof.
The application provides a kind of cross section defining method of coupling member, be used at spaced intervals by the cross section defining method of the coupling member in the link wall construction of the steel pipe sheet pile of driving piles steel pipe sheet pile connected to each other and steel sheet pile by steel sheet pile, it is characterized in that, above-mentioned link wall construction is, there is the coupling member of the approximate circular cross-section of continuous print slit in the longitudinal direction by the sidepiece setting at above-mentioned steel pipe sheet pile and from length direction, the end of above-mentioned steel sheet pile is embedded in above-mentioned slit section, thus the end of above-mentioned coupling member and steel sheet pile is linked, the play for absorbing above-mentioned steel pipe sheet pile construction error is each other provided with at the linking part of the end of this coupling member and steel sheet pile, and, above-mentioned coupling member is circular, relation between its external diameter Φ (mm) and thickness of slab t (mm) meets the relation of formula (1),
Formula 1
70+2t≤Φ≤270…(1)，
Further, the cross section of above-mentioned coupling member is determined, with the condition making coupling member meet formula (2),
Formula 2
Wherein, Φ is the external diameter of coupling member, and t is the thickness of slab of coupling member, σ
ythe yield stress of coupling member steel used, P
ybe the used load making steel sheet pile reach surrender, b is the length of the length direction of coupling member and steel sheet pile tabling.
In the cross section defining method of this coupling member, can be filled with sealing material in above-mentioned coupling member.
In the cross section defining method of this coupling member, it can be the stop dog component be provided with in the end of above-mentioned steel sheet pile for preventing the end of above-mentioned steel sheet pile from deviating from from above-mentioned slit.
In the cross section defining method of this coupling member, can be above-mentioned steel sheet pile be has the steel sheet pile in smooth interval with the both ends in axially rectangular cross section.
In the cross section defining method of this coupling member, can be above-mentioned steel sheet pile be U-shaped steel sheet pile.
In addition, the invention of the technical scheme 1 of the application is the link wall construction of a kind of steel pipe sheet pile and steel sheet pile, it is by connected to each other by the steel pipe sheet pile of driving piles at spaced intervals by steel sheet pile, it is characterized in that, there is the coupling member of continuous print slit in the longitudinal direction by the sidepiece setting at above-mentioned steel pipe sheet pile and from length direction, the end of above-mentioned steel sheet pile is embedded in above-mentioned slit section, thus the end of above-mentioned coupling member and steel sheet pile is linked, the play for absorbing above-mentioned steel pipe sheet pile construction error is each other provided with at the linking part of the end of this coupling member and steel sheet pile.
In principle, first the present invention's imagination separates predetermined distance and drives piles to steel pipe sheet pile, afterwards, with the form making steel pipe sheet pile connected to each other, steel sheet pile is driven piles in steel pipe sheet pile each other, in this situation, even if there is the pile driving rig of the pile driving rig of steel pipe sheet pile or pile-driving method and steel sheet pile or the different situation of pile-driving method, also can when not one by one modifier or pile-driving method construct continuously.
On this basis, when the end of steel sheet pile being embedded in the slit section of the coupling member being arranged at steel pipe sheet pile, owing to being formed with the play of regulation, thus, even if having construction error to a certain degree in the steel pipe sheet pile interval each other of piling, also along the setting position of wall direction adjustment steel sheet pile, and can successfully can construct.
Namely, in the invention described in non-patent literature 1, have to use certain moduli plate and construct with degree of precision, construction becomes difficulty, and the worst is there is situation about can not construct, relative to this, in the present invention, do not require execution control excessive like that, can application property be improved, and the shortening of duration, the reduction of cost can be sought.
Technical scheme 2 is link wall constructions of steel pipe sheet pile according to technical scheme 1 and steel sheet pile, it is characterized in that, is filled with sealing material in above-mentioned coupling member.
This is the situation needing water stopping function in wall construction, guarantees the sufficient space arranging play and fill needed for sealing material in advance, thus can give sealing to wall construction at the linking portion of the end of coupling member and steel sheet pile.
Technical scheme 3 is link wall constructions of steel pipe sheet pile according to technical scheme 1 or 2 and steel sheet pile, it is characterized in that, being provided with the stop dog component for preventing the end of above-mentioned steel sheet pile from deviating from from above-mentioned slit in the end of above-mentioned steel sheet pile.
Particularly, in construction, stop dog component has the larger effect departed from for preventing the end of steel sheet pile from deviating from from the slit of coupling member.
Technical scheme 4 is link wall constructions of steel pipe sheet pile according to technical scheme 1,2 or 3 and steel sheet pile, it is characterized in that, above-mentioned coupling member is circular, and the relation between its external diameter Φ (mm) and thickness of slab t (mm) meets the relation of formula (1).
Formula 1
70+2t≤Φ≤270…(1)
Usually at the both ends of steel sheet pile, there is claw (joint), but, if the internal diameter of coupling member is more than 70mm (external diameter is (70+2t) more than mm), then do not require that excessive execution control just can easily and steel sheet pile tabling.On the other hand, when the diameter of coupling member is excessive, likely application property is produced and hinder, but if the diameter of coupling member is below 270mm, then application property is good.
Technical scheme 5 is link wall constructions of steel pipe sheet pile according to technical scheme 4 and steel sheet pile, it is characterized in that, external diameter Φ (mm) and the thickness of slab t (mm) of above-mentioned coupling member also meet the condition of formula (2).
Formula 2
Wherein, Φ is the external diameter of coupling member,
T is the thickness of slab of coupling member,
σ
ythe yield stress of coupling member steel used,
P
ythe used load making steel sheet pile reach surrender,
B is the length of the length direction of coupling member and steel sheet pile tabling.
If the shape of the coupling member of steel wall also meets formula (2), then more effectively reduce material cost
Technical scheme 6 is link wall constructions of steel pipe sheet pile according to technical scheme 1 to 5 and steel sheet pile, it is characterized in that, above-mentioned steel sheet pile has the steel sheet pile in smooth interval with the both ends in axially rectangular cross section.
As this representative at both ends with the steel sheet pile in smooth interval, hat steel sheet pile etc. as shown in Figure 7 can be used.
In this case, by interval play is set to and the width of par is corresponding, thus can allow and construction error that this interval is corresponding.
Technical scheme 7 is link wall constructions of steel pipe sheet pile according to technical scheme 1 to 6 and steel sheet pile, and it is characterized in that, above-mentioned steel sheet pile is U-shaped steel sheet pile.
When both ends do not have the U-shaped steel sheet pile in smooth interval, by utilizing the play of linking part to make U-shaped steel sheet pile along the fore-and-aft direction displacement of wall construction, thus successfully link operation can be carried out.
This utilizes play substantially identical with the situation of technical scheme 1 to 7 to the effect improving application property mainly in order to carry out the adjustment of the wall position of wall construction.
Technical scheme 9 is construction methods of the link wall construction of steel pipe sheet pile according to any one of technical scheme 1 to 8 and steel sheet pile, it is characterized in that, first separate predetermined distance to drive piles to above-mentioned steel pipe sheet pile, afterwards, to make above-mentioned steel pipe sheet pile form connected to each other drive piles to above-mentioned steel sheet pile.
In the present invention, be used for guaranteeing the structure of the play corresponding with construction error at steel pipe sheet pile with the linking part of steel sheet pile by being formed, even if thus the construction error produced in the steel pipe sheet pile interval each other of piling to a certain degree, also can directly link, can the steel pipe sheet pile of construction excellence and the link wall construction of steel sheet pile.
Further, when requiring sealing, by filling sealing material to the space being provided with play, thus can easily tackle.
For deviating from of steel sheet pile end during construction, stop dog component is set by the linking part at steel sheet pile, thus can prevents steel sheet pile end from departing from from the linking part of steel pipe sheet pile.
Accompanying drawing explanation
Fig. 1 represents the structure of the steel pipe sheet pile of one embodiment of the present invention and the linking part of steel sheet pile, wherein, (a) of Fig. 1 is top view when not having construction error, (b) of Fig. 1 is the interval of steel pipe sheet pile top view when being less than design, and (c) of Fig. 1 is the interval of steel pipe sheet pile top view when being greater than design.
(a) of Fig. 2, (b) of Fig. 2 are the top views of the example representing the coupling member being arranged at steel pipe sheet pile respectively.
(d) of (a) ~ Fig. 3 of Fig. 3 is the top view represented for linking the steel sheet pile between steel pipe sheet pile, wherein, (a) of Fig. 3 is the situation of hat steel sheet pile, (b) of Fig. 3 is the situation of linear steel sheet pile, (c) of Fig. 3 is the situation of U-shaped steel sheet pile, and (d) of Fig. 3 is the situation of Z bar sheet pile.
(c) of (a) ~ Fig. 4 of Fig. 4 is the top view of the example of the linking part being illustrated respectively in steel sheet pile end when being provided with stop dog component.
(b) of (a) of Fig. 5, Fig. 5 represent make steel sheet pile relative to steel pipe sheet pile eccentric and be linked to steel pipe sheet pile when the top view of structure, wherein, (a) of Fig. 5 is the situation of hat steel sheet pile, and (b) of Fig. 5 is the situation of linear steel sheet pile.
(c) of (a) ~ Fig. 6 of Fig. 6 represents the example of common soil-baffling structure in the past, wherein, (a) of Fig. 6 is the sectional view of free-standing structure, (b) of Fig. 6 is the sectional view of anchoring type structure, and (c) of Fig. 6 is the stereogram of horizontal brace structure.
Fig. 7 is the sectional view of the form of the hat steel sheet pile represented in the past.
Fig. 8 is the top view of an example of the steel pipe plate pile lining represented in the past.
Fig. 9 represents an example (structure described in non-patent literature 1) of the link wall construction be made up of steel pipe sheet pile in the past and Z bar sheet pile, wherein, (a) of Fig. 9 is the top view linking wall construction, and (b) of Fig. 9 is the top view of the blank area representing steel pipe sheet pile and Z bar sheet pile in detail.
Figure 10 is the analysis chart of the stress distribution in the linking part of the embodiment of Fig. 1.
Figure 11 be to when the thickness of slab t of coupling member being fixed as 11mm and external diameter Φ being set to 100mm, 125mm, 165.2mm, 200mm, produce distortion or motion time load p and the relation of the external diameter Φ figure that carries out numerical analysis and represent.
The structure of linking part of the present invention is replaced with semi girder and carries out the figure of modelling by Figure 12.
Figure 13 represents to utilize the Flexural cantilever model of Figure 12 to carry out analyzing and the figure of the relation of the thickness of slab t of coupling member obtained and the diameter of phi of coupling member.
Figure 14 is the figure of the relation representing thickness of slab t when the external diameter Φ of coupling member being fixed as 200mm and thickness of slab being set to 11mm, 14mm, 16mm, that drawn by the FEM analysis result of connector portions and load p.
Detailed description of the invention
Below, with reference to the accompanying drawings the present invention is described.In addition, the present invention is not limited to embodiment shown below.
Fig. 1 represents the structure of the steel pipe sheet pile of one embodiment of the present invention and the linking part of steel sheet pile, wherein, (a) of Fig. 1 is top view when not having construction error, (b) of Fig. 1 is the interval of steel pipe sheet pile top view when being less than design, and (c) of Fig. 1 is the interval of steel pipe sheet pile top view when being greater than design.
Link wall construction of the present invention is the structure for steel pipe sheet pile 1 and steel sheet pile 2 being linked up, and is provided with the space for absorbing construction error at its linking part.That is, exist
By steel sheet pile 2 by connected to each other for the steel pipe sheet pile 1 carrying out at spaced intervals driving piles and formed link wall construction time, there is the coupling member 3 of continuous print slit 3a in the longitudinal direction by the sidepiece setting at steel pipe sheet pile 1 and from length direction, the end of steel sheet pile 2 is embedded in slit 3a part, thus coupling member 3 is linked with the end of steel sheet pile 2, be provided with the play u for absorbing steel pipe sheet pile 1 construction error each other at this coupling member 3 and the linking part of the end of steel sheet pile 2.
At steel pipe sheet pile 1 with the link wall construction of steel sheet pile 2, in different situations, prepare construction machineries different respectively to construct wall construction for steel pipe sheet pile 1, steel sheet pile 2.In this situation, consider application property and imagine following situation, that is, first steel pipe sheet pile 1 being driven piles, afterwards steel sheet pile 2 is driven piles, or, first steel sheet pile 2 is driven piles, afterwards steel pipe sheet pile 1 is driven piles.
Now, if steel pipe sheet pile 1 is less with the space of the linking part of steel sheet pile 2, then construction becomes difficulty, in the worst case, because linking part is interfered mutually, damage occurs and maybe can not drive piles when can worry to drive piles.
Therefore, as shown in Figure 1, by guaranteeing the space corresponding with allowed steel pipe sheet pile 1 construction error each other at steel pipe sheet pile 1 fully with the linking part of steel sheet pile 2, can the steel pipe sheet pile 1 of construction excellence and the link wall construction of steel sheet pile 2.In addition, in this case, for the object of carrying out constructing with higher construction precision, template also can be used to carry out contraposition, while construct.
Namely, by arranging the sufficient space that can absorb construction error at steel pipe sheet pile 1 and the linking part of steel sheet pile 2, even if thus the construction piling producing steel sheet pile 2 extends ((b) with reference to Fig. 1), piling is shunk ((c) with reference to Fig. 1), also can easily carry out being fitted together to and arranging to the end of steel sheet pile 2.
For the coupling member of steel pipe sheet pile 1, it does not limit by special, as long as can guarantee the component in sufficient space in order to ensure application property, it is such as by the coupling member 3 being provided with slit 3a in steel pipe as shown in Figure 2 ((a) with reference to Fig. 2), combination angle steel 43 be formed with the component ((b) with reference to Fig. 2) etc. of slit 43a between angle steel 43.
And, for steel sheet pile, its shape is also not particularly limited, as long as can be chimeric with the coupling member of steel pipe sheet pile, it be such as the hat steel sheet pile 2 ((a) with reference to Fig. 3) shown in Fig. 3, linear steel sheet pile 12 ((b) with reference to Fig. 3), U-shaped steel sheet pile 22 ((c) with reference to Fig. 3), Z bar sheet pile 32 ((d) with reference to Fig. 3) etc.
Wherein, for Fig. 3 (a) shown in, the steel sheet pile 2 of the cap shaped at the arm of the transverse direction of connector portions 2b, 2c with smooth interval (par 2a), it is compared with the U-shaped steel sheet pile 22 of (c) of normally used Fig. 3, easily extend piling when constructing with steel pipe sheet pile, play u that contraction phase of driving piles is corresponding sets, application property is also excellent.
Herein, for the structure of Fig. 1 ((a) of Fig. 3 is also identical), the preferable shape of coupling member 3 is described.
When the diameter of coupling member 3 is too small, it becomes difficulty with the chimeric of steel sheet pile 2.The internal diameter of coupling member 3 is preferably more than 70mm.Such as, be in the hat steel sheet pile of 900mm at width, both ends have connector portions 2b, the 2c that length is approximately 50mm, if the internal diameter of coupling member 3 is more than 70mm, then do not need excessive execution control just can easily with steel sheet pile tabling.On the other hand, from the view point of application property, the external diameter of coupling member 3 is preferably below 270mm.
Further, the supporting capacity of the wall body of Fig. 1 is determined by any one in the surrender of steel sheet pile 2 or the distortion (with reference to Figure 10) of coupling member 3.That is, when there is surrender or distortion for one, there is surplus in another in intensity.Therefore, make above-mentioned surrender and be out of shape condition (shape) most effective substantially simultaneously produced.Below, use calculated example that this condition is described.
Figure 11 represent to when the thickness of slab t of coupling member 3 being fixed as 11mm and external diameter Φ being set to 100mm, 125mm, 165.2mm, 200mm, produce distortion or motion time load p and the relation of the external diameter Φ result of carrying out numerical analysis and obtaining.In this analysis example, the yield stress of steel is set to the σ=400N/mm being equivalent to ordinary steel
2and, in order to make coupling member 3 and steel sheet pile 2 in the total length of length direction (in Fig. 10, being the direction vertical with paper) (in calculating, 1mm is set to unit length) upper tabling, apply the model of bilinearity (biliner).
In fig. 11, be the front and back of 125mm at external diameter Φ, the slope of straight line changes.This illustrates the above-mentioned distortion when reaching load p or move and dissimilate in the front and back that external diameter Φ is 125mm, specifically, this illustrates: at Φ < 125mm place, mainly steel sheet pile 2 is surrendered, at Φ > 125mm place, mainly coupling member 3 deforms.
Then, the external diameter Φ of coupling member 3 and the relation of thickness of slab t at the such slope variation point place of Figure 11 is obtained.Herein, for the structure of linking part, in order to simplify, imagine at the such semi girder of Figure 12 that (length is L, and depth direction length is b, and thickness of slab is the model that top t) is applied with load p.In addition, strictly, length L represents that the position be fixed from coupling member 3 and the steel pipe main body of steel pipe sheet pile 1 acts on the length at the position of the slit 3a of coupling member 3 to load, but, herein, in order to simplify, this length L etc. is all the external diameter of coupling member 3 and be studied.
In the model, the fixed end of beam occurs moment of deflection M, the cross section rigidity I of beam and the stress σ of beam generation are represented by formula (a) ~ formula (c) respectively.
Mathematical expression (3)
M＝P·L…(a)
Mathematical expression (4)
Mathematical expression (5)
Wherein, b is depth direction length,
T is the thickness of slab of beam (coupling member 3),
Y is distance from neutral axis (neutralaxis) to beam-ends and t/2.
Herein, P is set at used load sheet pile being reached surrender
ytime, the load acting on one-sided beam when surrender occurs sheet pile is P
y/ 2.Herein, above-mentioned slope variation point is the condition that beam (coupling member) and sheet pile occur to be out of shape/to surrender simultaneously, that is, it is in load p
y/ 2 when acting on beam, the stress of beam reaches yield stress σ
ycondition.Therefore, by when being out of shape in above-mentioned condition substitution formula (c), mathematical expression (6) is obtained.
Mathematical expression (6)
Further, according to the formula (d) derived by above-mentioned Flexural cantilever model, the length L of beam is replaced with the external diameter Φ (that is, following formula (2) ') of coupling member 3, and accuracy when this formula to be applied to the structure of Fig. 1 by checking.
Mathematical expression (7)
Wherein, Φ is the external diameter of coupling member 3,
T is the thickness of slab of coupling member 3,
σ y is the yield stress of coupling member 3 steel used,
Py is the used load making steel sheet pile 2 reach surrender,
B is the length of the length direction of coupling member 3 and steel sheet pile 2 tabling.
The used load Py at the slope variation point place in Figure 11 is Py=0.125 (kN/mm).And, when depth length b being set to b=1 (mm) and the yield stress σ y of steel used for coupling member being set to σ y=400 (N/mm when being envisioned for ordinary steel as mentioned above
2), when above-mentioned condition is substituted into formula (2) ', obtain following relation.That is,
Mathematical expression (8)
T=11 (mm) is substituted into formula (2) " time, Φ ≈ 129.5 (mm), this with analyzed the solution, the i.e. Φ=125mm that draw by FEM very to heavens consistent (with reference to Figure 13).
Further, as other checking, the FEM carried out when the external diameter of coupling member 3 being fixed as Φ=200mm, thickness of slab is set to Φ=200mm and thickness of slab is set to 11mm, 14mm, 16mm analyzes.The results are shown in Figure 14.According to Figure 14, be the front and back place of 14mm at thickness of slab, the slope of straight line changes.On the other hand, according to formula (2) ", the thickness of slab t when substituting into Φ=200mm is t ≈ 13.7mm, this example also with utilize FEM to analyze and the slope variation point obtained is consistent very to heavens.
For the steel pipe sheet pile 1 of reality, carry out coupling member 3 add man-hour, install time, consider that the diameter of coupling member 3, slit width or welding etc. exist deviation to a certain degree.Preferably steel pipe sheet pile 1 is set to the thickness of slab of the thickness of slab t of coupling member 3 and slope variation point equal or be greater than slope variation point thickness of slab structure, namely meet the structure of formula (2).
Mathematical expression (9)
In addition, the length of steel sheet pile component need not be the length identical with steel pipe sheet pile 1, and it also can be shorter than the length of steel pipe sheet pile 1, as wall, as long as it has the length of more than wall height and makes back side soil flow out.
Further, when expecting that wall structure has water stopping function, usually filling sealing material to linking part and implementing patching.Herein, when the narrow space of linking part, can not fill fully due to the filling difficulty of sealing material, thus, can worry can not play water stopping function fully.
Therefore, be formed as to fill sealing material at steel pipe sheet pile 1 with the linking part of steel sheet pile 2 the link wall construction being provided with sufficient space, thus sufficient water stopping function can be expected, and, the construction cost of patching, labour and time can be lowered.
As patching, there is following methods, that is, after wall is arranged, excavate linking part with water spray means etc., internally fill mortar, sealing material.Therefore, as the space of the linking part of steel pipe sheet pile and steel sheet pile, be preferably and water spray means can be utilized to carry out the size excavated.
As an example of the coupling member 3 of steel pipe sheet pile 1, there is the steel pipe type coupling member being provided with the slit 3a of about 30mm in as shown in (a) of Fig. 2, at normally used diameter to be Φ 165.2mm steel pipe, by applying this steel pipe type coupling member, even if thus after linking with steel sheet pile 2, the packing material of sealing also can be filled fully.
By arranging fully large space at steel pipe sheet pile 1 and the linking part of steel sheet pile 2, thus improve the workability of piling property, patching, but time too large in space, when can worry to drive piles, linking part departs from.
Therefore, as shown in (c) of (a) ~ Fig. 4 of Fig. 4, stop dog component 4 is set by the connector portions 2c (claw) at steel sheet pile 2, thus can prevents the connector portions 2c of this steel sheet pile 2 from departing from from the linking part of steel pipe sheet pile 1.
As stop dog component 4 now, consider to use round steel, deformed bar, band steel etc., also can use the component beyond this, be not particularly limited.In addition, stop dog component 4 need not be set in the whole total length of the length direction of steel sheet pile 2, by carrying out arranged discrete to stop dog component 4, thus processing cost can be suppressed, the deflection etc. of steel sheet pile 2 that component produces when arranging.
(a) due to Fig. 5 represents that to make hat steel sheet pile 2 eccentric and be linked to the situation of steel pipe sheet pile 1 relative to steel pipe sheet pile 1, by make the position of steel sheet pile 2 from the center axis of steel pipe sheet pile 1 and make as wall in the face of neat, the situation arranging decorative panel before wall is inferior, improves application property.
Equally, (b) of Fig. 5 represents that to make linear steel sheet pile 12 eccentric and be linked to the situation of steel pipe sheet pile 1 relative to steel pipe sheet pile 1.
description of reference numerals
1, steel pipe sheet pile; 2, steel sheet pile (hat steel sheet pile); 2a, par; 2b, 2c, connector portions; 3, coupling member; 3a, slit; 4, stop dog component; 12, linear steel sheet pile; 12b, connector portions; 22, U-shaped steel sheet pile; 22b, connector portions; 32, Z bar sheet pile; 32b, 32c, connector portions; 33, joint member; 43, angle steel; 43a, slit; U, play.
Claims (5)
1. a cross section defining method for coupling member, is to be used at spaced intervals by the cross section defining method of the coupling member in the link wall construction of the steel pipe sheet pile of driving piles steel pipe sheet pile connected to each other and steel sheet pile by steel sheet pile, it is characterized in that,
Above-mentioned link wall construction is, there is the coupling member of the approximate circular cross-section of continuous print slit in the longitudinal direction by the sidepiece setting at above-mentioned steel pipe sheet pile and from length direction, the end of above-mentioned steel sheet pile is embedded in above-mentioned slit section, thus the end of above-mentioned coupling member and steel sheet pile is linked, the play for absorbing above-mentioned steel pipe sheet pile construction error is each other provided with at the linking part of the end of this coupling member and steel sheet pile, and, above-mentioned coupling member is circular, relation between its external diameter Φ (mm) and thickness of slab t (mm) meets the relation of formula (1),
Formula 1
70+2t≤Φ≤270…(1)，
Further, the cross section of above-mentioned coupling member is determined, with the condition making coupling member meet formula (2),
Formula 2
Wherein, Φ is the external diameter of coupling member, and t is the thickness of slab of coupling member, σ
ythe yield stress of coupling member steel used, P
ybe the used load making steel sheet pile reach surrender, b is the length of the length direction of coupling member and steel sheet pile tabling.
2. the cross section defining method of coupling member according to claim 1, is characterized in that,
Sealing material is filled with in above-mentioned coupling member.
3. the cross section defining method of coupling member according to claim 1, is characterized in that,
The stop dog component for preventing the end of above-mentioned steel sheet pile from deviating from from above-mentioned slit is provided with in the end of above-mentioned steel sheet pile.
4. the cross section defining method of coupling member according to claim 1, is characterized in that,
Above-mentioned steel sheet pile has the steel sheet pile in smooth interval with the both ends in axially rectangular cross section.
5. the cross section defining method of coupling member according to claim 1, is characterized in that,
Above-mentioned steel sheet pile is U-shaped steel sheet pile.
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
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| JP2010-084944 | 2010-04-01 | ||
| JP2010084944 | 2010-04-01 | ||
| CN201180005274.4A CN102713074B (en) | 2010-04-01 | 2011-01-12 | Connected wall structure consisting of steel pipe sheet piles and steel sheet pile, and method of constructing same |
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| CN201180005274.4A Division CN102713074B (en) | 2010-04-01 | 2011-01-12 | Connected wall structure consisting of steel pipe sheet piles and steel sheet pile, and method of constructing same |
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| CN104404915A CN104404915A (en) | 2015-03-11 |
| CN104404915B true CN104404915B (en) | 2016-01-20 |
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| CN201410602239.6A Active CN104404915B (en) | 2010-04-01 | 2011-01-12 | The cross section defining method of coupling member |
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| EP (1) | EP2554751A4 (en) |
| JP (1) | JP4998646B2 (en) |
| CN (2) | CN102713074B (en) |
| HK (1) | HK1171483A1 (en) |
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| JP5633502B2 (en) * | 2011-11-28 | 2014-12-03 | 新日鐵住金株式会社 | Wall structure |
| US11053655B2 (en) * | 2013-09-03 | 2021-07-06 | Lawrence S. Maxwell | Modular grid foundation |
| CN104120699B (en) * | 2014-05-20 | 2016-04-27 | 中交第二航务工程局有限公司 | Steel sheet pile bucket base man-made island dado structure |
| JP6394180B2 (en) * | 2014-08-26 | 2018-09-26 | 新日鐵住金株式会社 | Steel pipe sheet pile joint structure |
| JP6690118B2 (en) * | 2014-12-11 | 2020-04-28 | 日本製鉄株式会社 | Retaining wall |
| CN106836126A (en) * | 2016-12-07 | 2017-06-13 | 孟展 | New water and soil conservation protecting tube |
| CN108149673B (en) * | 2018-02-01 | 2024-02-20 | 刘德奇 | Concrete pile and continuous seepage-proofing water-stop wall spliced by adopting same |
| CN109763455B (en) * | 2018-12-29 | 2024-04-09 | 中交水运规划设计院有限公司 | Permeable breakwater |
| CN109610476A (en) * | 2019-01-31 | 2019-04-12 | 上海宝钢工程咨询有限公司 | Steel pipe Larsen sheet pile precipitation building enclosure |
| CN109736347B (en) * | 2019-03-28 | 2021-02-12 | 中交第一航务工程局有限公司 | Construction process of underwater foundation trench mud-blocking wall |
| CN113789796A (en) * | 2021-07-05 | 2021-12-14 | 长沙理工大学 | Steel sheet pile cofferdam construction method for high-flow-rate sandy gravel area |
| CN114837194A (en) * | 2022-05-15 | 2022-08-02 | 中冶建工集团有限公司 | Construction method for improving stability of PC (polycarbonate) composite pile |
| CN115419090A (en) * | 2022-09-03 | 2022-12-02 | 无锡大诚建设有限公司 | Steel sheet pile cofferdam of stable in structure |
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- 2011-01-12 JP JP2011545518A patent/JP4998646B2/en not_active Expired - Fee Related
- 2011-01-12 WO PCT/JP2011/050312 patent/WO2011125347A1/en active Application Filing
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- 2011-01-12 CN CN201180005274.4A patent/CN102713074B/en not_active Expired - Fee Related
- 2011-01-12 CN CN201410602239.6A patent/CN104404915B/en active Active
- 2011-01-12 EP EP11765249.5A patent/EP2554751A4/en not_active Withdrawn
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| Publication number | Publication date |
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| EP2554751A1 (en) | 2013-02-06 |
| JPWO2011125347A1 (en) | 2013-07-08 |
| MY164688A (en) | 2018-01-30 |
| CN102713074B (en) | 2015-03-25 |
| TW201139792A (en) | 2011-11-16 |
| CN104404915A (en) | 2015-03-11 |
| EP2554751A4 (en) | 2017-01-11 |
| TWI448608B (en) | 2014-08-11 |
| JP4998646B2 (en) | 2012-08-15 |
| WO2011125347A1 (en) | 2011-10-13 |
| HK1171483A1 (en) | 2013-03-28 |
| CN102713074A (en) | 2012-10-03 |
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