CN106968241A - Continuous underground wall structure and retaining design construction method - Google Patents
Continuous underground wall structure and retaining design construction method Download PDFInfo
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- CN106968241A CN106968241A CN201710366481.1A CN201710366481A CN106968241A CN 106968241 A CN106968241 A CN 106968241A CN 201710366481 A CN201710366481 A CN 201710366481A CN 106968241 A CN106968241 A CN 106968241A
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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
- E02D5/20—Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ
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Abstract
The invention provides a kind of continuous underground wall structure and retaining design construction method, it is related to underground construction technology field, continuous underground wall structure includes multiple support columns played a supportive role, multiple position-limited racks for preventing support column from relatively moving and the capping beam for fixing support column and position-limited rack；Support column is provided with the first cavity of bottom opening, support column and position-limited rack are arranged at intervals and are detachably connected, the second cavity of bottom opening is formed between support column and adjacent position-limited rack, foundation soil is filled with first cavity and the second cavity, capping beam is detachably connected with multiple support columns and multiple position-limited racks.Solve construction of diaphragm wall of the prior art cause reinforcing bar, the waste of coagulation soil resource and when transport transfer construction the mud that produces or the earthwork and caused by the high technical problem of labour cost.
Description
Technical field
The present invention relates to underground construction technology field, in particular to a kind of continuous underground wall structure and retaining design
Construction method.
Background technology
Diaphram wall is that foundation engineering uses a kind of trench machine on the ground, along the periphery axle of deep excavation project
Line, under the conditions of mud off, excavates out after a long and narrow deep trouth, clear groove, steel reinforcement cage is hung in groove, tremie method is then used
Underwater concreting with tremie method builds up a unit groove section, so carries out paragraph by paragraph, and continuous reinforced concrete wall together is built up in underground
Wall, as intercepting water, antiseepage, load-bearing, water-retaining structure.
The retaining design formed using aforesaid way needs campshed after the completion of a large amount of reinforcing bars, concrete, but basement construction
It is i.e. ineffective, it can not also reclaim, cause greatly waste；Meanwhile, substantial amounts of mud or earthwork production are also had in the process
It is raw, transfer etc. is transported to it and also generates very high labour cost, it is impossible to the demand of people is met.
The content of the invention
It is an object of the invention to provide a kind of continuous underground wall structure and retaining design construction method, to solve existing skill
Construction of diaphragm wall in art cause reinforcing bar, the waste of coagulation soil resource and during because of transport transfer construction the mud that produces or
Cubic metre of earth and cause the high technical problem of labour cost.
The present invention provides a kind of continuous underground wall structure, including multiple support columns played a supportive role, multiple is used to prevent
The position-limited rack of the support column relative movement and the capping beam for fixing the support column and the position-limited rack；
The support column is provided with the first cavity of bottom opening, and the support column and the position-limited rack are arranged at intervals, institute
Support column is stated between the adjacent position-limited rack and is formed the second cavity of bottom opening, first cavity and described second empty
Intracavitary is filled with foundation soil, and the capping beam is fixedly connected with multiple support columns and multiple position-limited racks.
Further；The support column is the steel pipe of both ends open, and the cross section of the steel pipe is annular.
Further；The position-limited rack is H profile steel, and the H profile steel includes two flange plates arranged in parallel and company
The web of the flange plate is connect, two flange plates are located at the edge of the web homonymy and the lateral wall of the adjacent steel pipe
Abut.
Further；Angle between the end face at flange plate edge inner face adjacent thereto is obtuse angle.
Further；The external diameter of the steel pipe is 800-2000mm, and wall thickness is 100-250mm.
Further；0.5d ＜ h1＜ d, wherein, h1For the height of the web (22), d is the external diameter of the steel pipe (1).
Further；The height h of the web (22)1=0.8d.
Further；The thickness h of the flange plate (21)2Scope is 100-250mm, the thickness h of the web (22)3Model
Enclose for (1/4-1/3) h2。
The present invention also provides a kind of retaining design construction method, and underground is connected using continuous underground wall structure described above
Continuous wall is designed, and is in turn included the following steps：
S1：Smooth location, marking out needs the specific region of construction diaphram wall；
S2：In the region of mark, steel pipe and H profile steel are sink to designated depth, multiple successively using high-frequency vibratory hammer
Continuous assembly is formed every the steel pipe and H profile steel of design, is joined end to end by assembly described in multistage, going along with sb. to guard him for closing is formed
System；
S3：Capping beam is poured on the assembly, makes capping beam while being fixedly connected with steel pipe and H profile steel；
S4：The two ends of conventional shaped steel or concrete-pile are set to be detachably connected the adjacent or relative assembly respectively,
For in closed area foundation soil hollow out after balance the do not construct earthwork of side of the assembly assembly applied
Pressure；
S5：Foundation soil is excavated in the region that the assembly is surrounded, basement structure of constructing；
S6：After basement completion, remove capping beam, remove conventional shaped steel or concrete-pile, and using high-frequency vibratory hammer according to
Secondary extraction steel pipe and H profile steel.
Further；Before the S2 steps, it is installed with place for ensureing that steel pipe and H profile steel vertically sink to underground
The first through hole that can be passed through for the steel pipe and H profile steel and the second through hole are interval with pile frame, the pile frame.
The continuous underground wall structure and the beneficial effect of retaining design construction method provided relative to prior art, the present invention
It is as follows：
The continuous underground wall structure that the present invention is provided includes multiple spaced support columns and position-limited rack, multiple support columns
Continuous wall shape assembly is formed with multiple position-limited racks, position-limited rack is relatively moved for hithermost two support columns, also simultaneously
Support column and position-limited rack are fixedly connected with by capping beam simultaneously, to ensure the integrally-built stabilization of wall shape assembly.
Meanwhile, during support column and position-limited rack sink to underground, make the first cavity and the second cavity of bottom opening
Interior to be filled with foundation soil, foundation soil further enhancing the support strength of support column and position-limited rack, also by the first cavity and the
The setting of two cavitys, reduces the weight of support column and position-limited rack, and both directly can sink to underground in ground grading, subtract
Lack the process that grooving is fetched earth, save labour cost.
Also mutually it is detachably connected between support column, position-limited rack and capping beam by setting, completes basement construction
Afterwards, the support column and position-limited rack of steel construction can recyclings, it is to avoid the waste of steel.
The retaining design construction method that the present invention is provided, marks out the region for needing to construct, then in the region first
Steel pipe and H profile steel are sunk to by designated depth by high-frequency vibratory hammer successively, wherein, the high-frequency vibrational energy of high-frequency vibratory hammer accelerates
Soft of soil, reduces steel pipe and H profile steel and the resistance of surrounding foundation soil, and efficiency is sunk in raising；The steel pipe and H of multiple spaced designs
During shaped steel sinks to, the cavity in steel pipe and H profile steel is gradually filled by foundation soil, until sinking to designated depth, all without there is mud
Soil overflows, the process for reducing transport transfer foundation soil, saves labour cost；Meanwhile, H profile steel plays position-limiting action to steel pipe
While, additionally it is possible to effectively prevent the foundation soil in cavity to be lost in.Then, (underground of section setting is represented into multiple assemblys
Continuous wall construction) adjacent formed on enclosed retaining design of head and the tail pour capping beam, and capping beam is concrete structure, and it solidifies
Fix steel pipe and H profile steel simultaneously afterwards, it is ensured that the integrally-built stability of diaphragm wall；Then, then conventional shaped steel or coagulation are passed through
Native stake removably connects adjacent or relative assembly, it is ensured that after the foundation soil in closed area is dug out, balance outside
The pressure that is caused to assembly of foundation soil.After the completion of basement construction, the conventional shaped steel of dismounting or concrete-pile, concrete knot
The capping beam of structure can also be removed by percussion vibration from steel pipe and H profile steel, now, then be extracted successively by high-frequency vibratory hammer
Both are carried out reclaiming wait utilization next time after simply maintenance, complete whole work progress by steel pipe and H profile steel.
Brief description of the drawings
, below will be to specific in order to illustrate more clearly of the specific embodiment of the invention or technical scheme of the prior art
The accompanying drawing used required in embodiment or description of the prior art is briefly described, it should be apparent that, in describing below
Accompanying drawing is some embodiments of the present invention, for those of ordinary skill in the art, before creative work is not paid
Put, other accompanying drawings can also be obtained according to these accompanying drawings.
Fig. 1 is the structural representation after steel pipe in continuous underground wall structure provided in an embodiment of the present invention and H profile steel fixation；
Fig. 2 is the schematic top plan view after steel pipe in continuous underground wall structure provided in an embodiment of the present invention and H profile steel fixation；
Fig. 3 is the structural representation of H profile steel in continuous underground wall structure provided in an embodiment of the present invention；
Fig. 4 is the structural representation of capping beam in continuous underground wall structure provided in an embodiment of the present invention.
Icon：1- steel pipes；2-H shaped steel；The cavitys of 3- first；The cavitys of 4- second；5- capping beams；21- flange plates；
22- webs；The projections of 51- first；The projections of 52- second.
Embodiment
Technical scheme is clearly and completely described below in conjunction with accompanying drawing, it is clear that described implementation
Example is a part of embodiment of the invention, rather than whole embodiments.Based on the embodiment in the present invention, ordinary skill
The every other embodiment that personnel are obtained under the premise of creative work is not made, belongs to the scope of protection of the invention.
In the description of the invention, it is necessary to explanation, term " " center ", " on ", " under ", "left", "right", " vertical ",
The orientation or position relationship of the instruction such as " level ", " interior ", " outer " be based on orientation shown in the drawings or position relationship, merely to
Be easy to the description present invention and simplify description, rather than indicate or imply signified device or element must have specific orientation,
With specific azimuth configuration and operation, therefore it is not considered as limiting the invention.In addition, term " first ", " second ",
" the 3rd " is only used for describing purpose, and it is not intended that indicating or implying relative importance.
In the description of the invention, it is necessary to illustrate, unless otherwise clearly defined and limited, term " installation ", " phase
Even ", " connection " should be interpreted broadly, for example, it may be being fixedly connected or being detachably connected, or be integrally connected；Can
To be mechanical connection or electrical connection；Can be joined directly together, can also be indirectly connected to by intermediary, Ke Yishi
The connection of two element internals.For the ordinary skill in the art, with concrete condition above-mentioned term can be understood at this
Concrete meaning in invention.
Fig. 1 is the structural representation after steel pipe in continuous underground wall structure provided in an embodiment of the present invention and H profile steel fixation；
Fig. 2 is the schematic top plan view after steel pipe in continuous underground wall structure provided in an embodiment of the present invention and H profile steel fixation；Fig. 3 is this
The structural representation of H profile steel in the continuous underground wall structure that inventive embodiments are provided；Fig. 4 is underground provided in an embodiment of the present invention
The structural representation of capping beam in continuous wall construction.
Embodiment one
As Figure 1-Figure 4, the embodiment of the present invention provides a kind of continuous underground wall structure, including multiple plays a supportive role
Support column, multiple position-limited racks and capping beam for fixing support column and position-limited rack for being used to prevent that support column from relatively moving
5；Support column is provided with the first cavity 3 of bottom opening, and support column and position-limited rack be arranged at intervals and be detachably connected, support column and
Formed between adjacent position-limited rack in the second cavity 4 of bottom opening, the first cavity 3 and the second cavity 4 and be filled with foundation soil, pressure
Back timber 5 is detachably connected with multiple support columns and multiple position-limited racks.
Continuous underground wall structure provided in an embodiment of the present invention includes multiple spaced support columns and position-limited rack, multiple
Support column and multiple position-limited racks form continuous wall shape assembly, and position-limited rack is relatively moved for hithermost two support columns,
Support column and position-limited rack are also fixedly connected with by capping beam 5 simultaneously simultaneously, to ensure the integrally-built stabilization of wall shape assembly.
Meanwhile, during support column and position-limited rack sink to underground, make the first cavity 3 and the second cavity of bottom opening
Foundation soil is filled with 4, foundation soil further enhancing the support strength of support column and position-limited rack, also by the He of the first cavity 3
The setting of second cavity 4, reduces the weight of support column and position-limited rack, and both directly can sink to ground in ground grading
Under, the process that grooving is fetched earth is reduced, labour cost is saved.
Also mutually it is detachably connected between support column, position-limited rack and capping beam 5 by setting, completes basement construction
Afterwards, the support column and position-limited rack of steel construction can recyclings, it is to avoid the waste of steel.
Specifically, continuous underground wall structure in the present embodiment is described in detail below：
In order to ensure the intensity of support column, as depicted in figs. 1 and 2, the present embodiment sets support column to be steel pipe 1, specifically,
, can be very for the round steel pipe 1 that cross section is annular, its steel design and in the first cavity 3 under the support of foundation soil
The earthwork of the good side that prevents from not constructing is caved in；Meanwhile, round steel pipe 1 is other shapes of steel pipe 1 (such as side compared to cross section
Pipe), in the case that ability longitudinal section area is certain, steel usage amount is less, and then weight is lighter, and convenient construction, investment reduction takes
With.
Further, as shown in figure 3, the present embodiment sets position-limited rack to be H profile steel 2, it is apparent from, H profile steel 2 includes two mutually
The flange plate 21 and the web 22 of connection flange plate 21 be arrangeding in parallel, by setting two flange plates 21 to be located at the homonymy of web 22
Edge is abutted with the lateral wall of adjacent steel pipe 1, multiple steel pipes 1 and H profile steel 2 is mutually abutted in this way and is formed continuous assembly
Afterwards, two flange plates 21 of H profile steel 2 can prevent the steel pipe 1 at two ends from relatively moving, and make under the pressure for the earthwork do not constructed, steel
Pipe 1 will not be ejected from continuous assembly, it is ensured that the stabilization of continuous composite unit structure.
Meanwhile, H profile steel 2 forms the second cavity 4 of all round closure after being abutted with steel pipe 1, it is therefore prevented that ground in the second cavity 4
Overflow in the loss of soil, the gap of the foundation soil or mud of the one end that further it also avoid not constructing between H profile steel 2 and steel pipe 1
It is lost in, it is ensured that diaphragm wall intercepts water, antiseepage function.
Further, the angle that the present embodiment is also set up between the end face inner face adjacent thereto at the edge of flange plate 21 is
Obtuse angle.Now, be that the end face at the edge of flange plate 21 is abutted with the lateral surface of steel pipe 1, rather than flange plate 21 end face and its phase
The intersecting side of adjacent inner face is abutted with the lateral surface of steel pipe 1, it is ensured that H profile steel 2 and steel pipe 1 sink to underground or extracted from underground
When, the contact portion between H profile steel 2 and steel pipe 1 will not excessive wear.
Further, the steel pipe 1 in the present embodiment is on the basis of Land leveling, directly to be sunk to by high-frequency vibratory hammer
Underground, it is necessary to consider the soil compaction effect produced therewith during sinking to squeezing into soil layer, soil compaction effect is easily caused neighbouring applied
The steel pipe 1 or H profile steel 2 of work deform, are broken, misplace or floated, and influence the shaping of diaphragm wall.And the power and steel of soil compaction effect
The diameter of pipe 1 and the thickness of tube wall have direct relation, and the present embodiment sets the external diameter of steel pipe 1 to be 800-2000mm, and wall thickness is
100-250mm, when the steel pipe 1 in the number range sinks, foundation soil is not the surrounding for being pressed against steel pipe 1, but is squeezed into
In first cavity 3, and the height of foundation soil can be higher than the height that steel pipe 1 sinks in the first cavity 3, reduces the soil compaction of steel pipe 1
Effect, further ensures the stability of continuous composite unit structure.
On the basis of the determination of the external diameter of steel pipe 1,0.5d ＜ h are also set up1＜ d, wherein, h1For the height of web 22, d is steel
The external diameter of pipe 1.The height size of web 22 decides the position that the edge of flange plate 21 is contacted with the lateral surface of steel pipe 1, if its height
It is too small, then H profile steel 2 can not spacing steel pipe 1 well, the stress of steel pipe 1 easily releases when excessive；If it is highly excessive, whole
In assembly, H profile steel 2 just increases the surface area accounting for side foundation soil of not constructing, makes flange plate 21 by side of not constructing
The bigger pressure of foundation soil, easily deforms flange plate 21, does not also meet the original intention that H profile steel 2 mainly plays position-limiting action.
It is preferred that, the present embodiment sets the height h of web 221=0.8d, height herein, can H profile steel 2 and steel pipe 1 it
Between play the role of also play spacing steel pipe 1 well in the case of slightly gap, meanwhile, the height of web 22 adds flange plate
21 thickness makes the gross thickness of H profile steel 2 almost identical with the external diameter of steel pipe 1, makes the thickness of the diaphragm wall of shaping almost consistent, protects
Demonstrate,prove the stability of diaphragm wall each position anti-pressure ability.
Further, because the position that H profile steel 2 plays the pressure for supporting side foundation soil of not constructing in the present embodiment is the wing
Listrium 21, in order to ensure the intensity of flange plate 21, the thickness for also setting up flange plate 21 is 100-250mm, simultaneously, it is also considered that arrive
Web 22 is smaller by vertical load herein, in order to further save steel, is ensureing the stable situation of the bulk strength of H profile steel 2
Under, the thickness h of web 22 is set3Scope is (1/4-1/3) h2, wherein, h2For the thickness of flange plate 21.
Further, as shown in figure 4, capping beam 5 is made up of concrete in the present embodiment, the lower end interval of capping beam 5 is set
There are multiple projections 52 of first projection 51 and second, the first projection 51 and the second projection 52 are respectively sleeved at the first cavity 3 and described
In second cavity 4.
Specifically, being that after the completion of steel pipe 1 and H profile steel 2 are fixed, the foundation soil in the first cavity 3 and the second cavity 4 is taken
Go out a part, make reserved a part of space of the first cavity 3 and the second cavity 4, subsequent placing concrete, concrete is filled in
The part of one cavity 3 and the second cavity 4 is the first projection 51 and the second projection 52, and makes the first projection 51 in the case where continuing to pour
With the second projection 52 one entirety of formation, the capping beam 5 now formed is further ensured that interfixing for steel pipe 1 and H profile steel 2,
It ensure that the stabilization of continuous underground wall structure.
Embodiment two
The embodiment of the present invention provides a kind of retaining design construction method, by using continuous underground wall structure described above
Diaphram wall is designed, in turn included the following steps：
S1：Smooth location, marking out needs the specific region of construction diaphram wall；
S2：In the region of mark, steel pipe 1 and H profile steel 2 are sink to designated depth successively using high-frequency vibratory hammer, it is multiple
The steel pipe 1 and H profile steel 2 of spaced design form continuous assembly, are joined end to end by multistage assembly, form going along with sb. to guard him for closing
System；
S3：Capping beam 5 is poured on assembly, makes capping beam 5 while being fixedly connected with steel pipe 1 and H profile steel 2；
S4：The two ends of conventional shaped steel or concrete-pile are set to be detachably connected the adjacent or relative assembly respectively,
For in closed area foundation soil hollow out after balance the do not construct earthwork of side of the assembly assembly applied
Pressure；
S5：Foundation soil is excavated in the region that assembly is surrounded, basement structure of constructing；
S6：After basement completion, remove capping beam 5, remove conventional shaped steel or concrete-pile, and using high-frequency vibratory hammer according to
Secondary extraction steel pipe 1 and H profile steel 2.
Retaining design construction method provided in an embodiment of the present invention, marks out the region for needing to construct, then at this first
Steel pipe 1 and H profile steel 2 are sunk to by designated depth by high-frequency vibratory hammer successively in region, wherein, the high-frequency of high-frequency vibratory hammer is shaken
Kinetic energy accelerates soft of soil, reduces steel pipe 1 and H profile steel 2 and the resistance of surrounding foundation soil, and efficiency is sunk in raising；Multiple intervals are set
During the steel pipe 1 and H profile steel 2 of meter are sunk to, the cavity in steel pipe 1 and H profile steel 2 is gradually filled by foundation soil, specified until sinking to
Depth, all without there is soil spilling, the process for reducing transport transfer foundation soil saves labour cost；Meanwhile, 2 pairs of H profile steel
While steel pipe 1 plays position-limiting action, additionally it is possible to effectively prevent the foundation soil in cavity to be lost in.Then, in multiple assembly (generations
The continuous underground wall structure that telogenesis section is set) adjacent formed on enclosed retaining design of head and the tail pour capping beam 5, capping beam 5
For concrete structure, it fixes steel pipe 1 and H profile steel 2 simultaneously after solidifying, it is ensured that the integrally-built stability of diaphragm wall；Then,
Adjacent or relative assembly is removably connected by conventional shaped steel or concrete-pile again, it is ensured that the ground in closed area
After soil is dug out, the pressure that the foundation soil on the outside of balance is caused to assembly.After the completion of basement construction, the conventional shaped steel of dismounting
Or concrete-pile, the capping beam 5 of concrete structure can also be removed by percussion vibration from steel pipe 1 and H profile steel 2, now, then
Extract steel pipe 1 and H profile steel 2 successively by high-frequency vibratory hammer, both are carried out to reclaim wait utilization next time after simply maintenance, completed
Whole work progress.
In above-mentioned S4 steps, adjacent assembly refers to the assembly for forming certain angle around the corner, passes through conventional type
After steel or concrete-pile connection, it is ensured that both will not be tilted to construction area under the pressure of the earthwork for side of not constructing.
Further, in order that steel pipe 1 and H profile steel 2 vertically sink to the position specified, the present embodiment is also in S2 steps
Before, ground on the scene is installed with for ensureing steel pipe 1 and the vertical pile frame for sinking to underground of H profile steel 2, meanwhile, it is interval with pile frame
The first through hole that can be passed through for steel pipe 1 and H profile steel 2 and the second through hole, make to sink to underground by first through hole and the second through hole
Steel pipe 1 and H profile steel 2 can mutually abut, be further ensured that the stabilization of composite unit structure.
It is worth mentioning, the present embodiment is primarily adapted for use in the structure that ground is soft sandy soil, and sandstone is mixed with some
Under ground environment, certain abrasion, or even difficulty of sinking may be caused to steel pipe 1 and the bottom of H profile steel 2, in order that this method
The environment of sand stone layer in small, broken bits is also applied for, can be in steel pipe 1 and the sinking watching of H profile steel 2 in the first cavity 3 and the second cavity
Poured water in 4, coordinate high-frequency vibratory hammer further to liquefy sand stone layer in small, broken bits, steel pipe 1 and H profile steel 2 is efficiently quickly sunk to finger
Depthkeeping degree.
Finally it should be noted that：Various embodiments above is merely illustrative of the technical solution of the present invention, rather than its limitations；To the greatest extent
The present invention is described in detail with reference to foregoing embodiments for pipe, it will be understood by those within the art that：Its according to
The technical scheme described in foregoing embodiments can so be modified, or which part or all technical characteristic are entered
Row equivalent substitution；And these modifications or replacement, the essence of appropriate technical solution is departed from various embodiments of the present invention technology
The scope of scheme.
Claims (10)
1. a kind of continuous underground wall structure, it is characterised in that including multiple support columns played a supportive role, multiple be used to prevent institute
State the position-limited rack of support column relative movement and the capping beam (5) for fixing the support column and the position-limited rack；
The support column is provided with the first cavity (3) of bottom opening, and the support column and the position-limited rack are arranged at intervals and can
Dismounting connection, forms the second cavity (4) of bottom opening between the support column and the adjacent position-limited rack, described first is empty
It is filled with foundation soil in chamber (3) and second cavity (4), the capping beam (5) and multiple support columns and multiple described
Position-limited rack is detachably connected.
2. continuous underground wall structure according to claim 1, it is characterised in that the support column is the steel pipe of both ends open
(1), the cross section of the steel pipe (1) is annular.
3. continuous underground wall structure according to claim 2, it is characterised in that the position-limited rack is H profile steel (2), the H
Shaped steel (2) includes the web (22) of two flange plates (21) arranged in parallel and the connection flange plate (21), two institutes
Flange plate (21) is stated to abut with the lateral wall of the adjacent steel pipe (1) positioned at the edge of the web (22) homonymy.
4. continuous underground wall structure according to claim 3, it is characterised in that the end face at flange plate (21) edge with
Angle between its adjacent inner face is obtuse angle.
5. continuous underground wall structure according to claim 3, it is characterised in that the external diameter of the steel pipe (1) is 800-
2000mm, wall thickness is 100-250mm.
6. continuous underground wall structure according to claim 5, it is characterised in that 0.5d ＜ h1＜ d, wherein, h1For the abdomen
The height of plate (22), d is the external diameter of the steel pipe (1).
7. continuous underground wall structure according to claim 6, it is characterised in that the height h of the web (22)1=0.8d.
8. continuous underground wall structure according to claim 3, it is characterised in that the thickness h of the flange plate (21)2Scope
For 100-250mm, the thickness h of the web (22)3Scope is (1/4-1/3) h2。
9. a kind of retaining design construction method, it is characterised in that utilize the diaphram wall described in claim any one of 1-8
Structure is designed to diaphram wall, is in turn included the following steps：
S1：Smooth location, marking out needs the specific region of construction diaphram wall；
S2：In the region of mark, steel pipe (1) and H profile steel (2) are sink to designated depth successively using high-frequency vibratory hammer, it is multiple
The continuous assembly of steel pipe (1) and H profile steel (2) formation of spaced design, is joined end to end by assembly described in multistage, forms envelope
The retaining design closed；
S3：Capping beam (5) is poured on the assembly, makes capping beam (5) while being fixedly connected with steel pipe (1) and H profile steel (2)；
S4：Set the two ends of conventional shaped steel or concrete-pile to be detachably connected the adjacent or relative assembly respectively, be used for
The assembly is balanced after foundation soil is hollowed out in closed area not construct the pressure that the earthwork of side applies the assembly；
S5：Foundation soil is excavated in the region that the assembly is surrounded, basement structure of constructing；
S6：After basement completion, capping beam (5) is removed, conventional shaped steel or concrete-pile is removed, and using high-frequency vibratory hammer successively
Extract steel pipe (1) and H profile steel (2).
10. retaining design construction method according to claim 9, it is characterised in that before S2 steps, be installed with place
Can be for the steel pipe for ensureing to be interval with the vertical pile frame for sinking to underground of steel pipe (1) and H profile steel (2), the pile frame
And the first through hole that passes through of H profile steel (2) and the second through hole (1).
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| CN201710366481.1A CN106968241A (en) | 2017-05-23 | 2017-05-23 | Continuous underground wall structure and retaining design construction method |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111877314A (en) * | 2020-06-15 | 2020-11-03 | 浙江华展工程研究设计院有限公司 | Construction method for constructing underground continuous wall by adopting chain precast concrete piles |
| CN114164841A (en) * | 2021-12-14 | 2022-03-11 | 深圳中铁二局工程有限公司 | Foundation pit self-stabilizing double-row enclosure and construction method thereof |
| CN114934535A (en) * | 2022-06-02 | 2022-08-23 | 中铁十九局集团有限公司 | Grooving structure of impervious wall section and construction method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08333742A (en) * | 1995-06-08 | 1996-12-17 | Unyusho Kowan Gijutsu Kenkyusho | Double sheet-pile structure |
| CN1508362A (en) * | 2002-12-17 | 2004-06-30 | 株式会社德达渡 | Supporting article for preventing sand from subsiding |
| CN102605800A (en) * | 2012-04-06 | 2012-07-25 | 上海振中机械制造有限公司 | Underground continuous wall construction method |
| CN206800371U (en) * | 2017-05-23 | 2017-12-26 | 浙江省地矿建设有限公司 | Continuous underground wall structure and retaining design |
-
2017
- 2017-05-23 CN CN201710366481.1A patent/CN106968241A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08333742A (en) * | 1995-06-08 | 1996-12-17 | Unyusho Kowan Gijutsu Kenkyusho | Double sheet-pile structure |
| CN1508362A (en) * | 2002-12-17 | 2004-06-30 | 株式会社德达渡 | Supporting article for preventing sand from subsiding |
| CN102605800A (en) * | 2012-04-06 | 2012-07-25 | 上海振中机械制造有限公司 | Underground continuous wall construction method |
| CN206800371U (en) * | 2017-05-23 | 2017-12-26 | 浙江省地矿建设有限公司 | Continuous underground wall structure and retaining design |
Non-Patent Citations (1)
| Title |
|---|
| 中国建设工程造价管理协会编: "《建设工程造价管理理论与实务（三）》", 31 December 2011, 中国计划出版社 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111877314A (en) * | 2020-06-15 | 2020-11-03 | 浙江华展工程研究设计院有限公司 | Construction method for constructing underground continuous wall by adopting chain precast concrete piles |
| CN114164841A (en) * | 2021-12-14 | 2022-03-11 | 深圳中铁二局工程有限公司 | Foundation pit self-stabilizing double-row enclosure and construction method thereof |
| CN114934535A (en) * | 2022-06-02 | 2022-08-23 | 中铁十九局集团有限公司 | Grooving structure of impervious wall section and construction method |
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