CN107237343A - A kind of many wall type nodular diaphragm walls as bridge foundation for soft soil foundation - Google Patents
A kind of many wall type nodular diaphragm walls as bridge foundation for soft soil foundation Download PDFInfo
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- CN107237343A CN107237343A CN201710681410.0A CN201710681410A CN107237343A CN 107237343 A CN107237343 A CN 107237343A CN 201710681410 A CN201710681410 A CN 201710681410A CN 107237343 A CN107237343 A CN 107237343A
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- soft soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
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- General Life Sciences & Earth Sciences (AREA)
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Abstract
The present invention provides a kind of many wall type nodular diaphragm walls as bridge foundation for soft soil foundation, including：Rigid Pile, diaphram wall wall, the Rigid Pile and diaphram wall wall are reinforced concrete structure, and be structure as a whole at the top of diaphram wall wall with Rigid Pile, middle part section, bottom are inlaid with the middle part of the diaphram wall wall and is inlaid with end section, the middle part section is structure as a whole with end section with diaphram wall wall；The middle part section is middle part in cylinder, the tapered structure in two ends；The end section is bottom in cylinder, the tapered structure in top.The present invention increases the frictional force between wall and the soil body by section portion, the structure between the soil body is more stablized, and so as to give full play to native bearing capacity between wall, is particularly suitable for use in soft soil foundation.
Description
Technical field
The present invention relates to technical field of buildings, more particularly to a kind of many wall type nodular diaphram walls for soft soil foundation
Bridge foundation.
Background technology
Highway or railroad bridge are built in soft foundation, it will face the problems such as base stabilization and large deformation, to ensure
Structure safety, its Bridge Pier must take necessary reinforcement measure.And it is current, the science of bridge building of soft soil foundation is mostly using tradition
Pile foundation (cast-in-place concrete pile or prefabricated pile) is reinforced.For the pile foundation in soft base, its side friction can not be obtained
Fully play, to ensure that its pile body of foundation bearing capacity is often deeper into supporting course, so as to cause the waste on material.Cause
This, new bridge foundation form is developed in soft base and seems particularly necessary.In recent years, diaphram wall as collection earth-retaining, hold
The foundation structure of weight and waterproof " three-in-one ", is widely used in science of bridge building.Due to using mechanization rapid construction, underground connects
Continuous foundation of wall has the features such as work efficiency is high, cost is low, ground is applied widely, noise is small, and powerful rigidity and close with ground
The good characteristic of the property also makes it particularly suited for Longspan Bridge basis.
At present, diaphragm walls as bridge foundation technology is state-of-the-art surely belongs to Japan, wherein " many wall bases " is based on tradition
Well shaft type diaphram wall and a kind of more new bridge foundation form for developing, overhead road of city, iron in Japan
Application is achieved in the foundation structure of the bridges such as road.Compared with well shaft type basis, the wall side friction on many walls basis obtained compared with
Significantly lifted, but compared with single wall basis or pile foundation, the performance degree of its frictional resistance still has larger room for promotion.
Section stake is a kind of new prestressed reinforced concrete pipe pile, and stake outer wall is in laemodipodiform, is widely used in Japan.When
When section stake produces sedimentation under load action, it can be formed to save the cylinder shear surface in a diameter of of portion footpath, its pile side friction leads to
The often greater than common stake of same diameter.Correlative study shows that, as friction pile, the frictional resistance for saving stake can than the frictional resistance of pipe stake
Increase 50%.But compared with diaphragm walls as bridge foundation, section stake integral rigidity is smaller, and its bearing capacity and anti-seismic performance are inclined
It is weak.
The content of the invention
The technical problems to be solved by the invention exist for the traditional pile foundation bridge foundation of existing Soft Ground
Side friction plays the problems such as insufficient, bearing capacity is on the weak side, it is proposed that a kind of many wall type nodular undergrounds for soft soil foundation
Diaphragm wall bridge foundation.The basis increases the frictional force between wall and the soil body by section portion, makes structure between the soil body more
It is stable, so as to give full play to native bearing capacity between wall.By wall number, spacing and the distribution form of connection and reasonable arrangement,
Appropriate section portion position is determined simultaneously, basis can be made to obtain preferable bearer properties.
A kind of many wall type nodular diaphragm walls as bridge foundation for soft soil foundation, including：Rigid Pile, underground are continuous
Wall wall, the Rigid Pile and diaphram wall wall be at the top of reinforced concrete structure, and diaphram wall wall with
Rigid Pile is structure as a whole, and middle part section, bottom are inlaid with the middle part of the diaphram wall wall and is inlaid with end section, institute
Middle part section is stated to be structure as a whole with diaphram wall wall with end section；
The middle part section is middle part in cylinder, the tapered structure in two ends；
The end section is bottom in cylinder, the tapered structure in top.
Further, it is as described above to be used for many wall type nodular diaphragm walls as bridge foundation of soft soil foundation, it is described in
Portion is saved uses plain concrete construction with end section.
Further, it is as described above to be used for many wall type nodular diaphragm walls as bridge foundation of soft soil foundation, describedly
Lower diaphragm wall wall divides wall including three rows, and three row divides wall to use perpendicular to the zigzag shape that is arranged side by side in bridge axle direction
Formula, divides the middle part and bottom of wall to be inlaid with the middle part section and is saved with end in every row.
Further, it is as described above to be used for many wall type nodular diaphragm walls as bridge foundation of soft soil foundation, it is described in
The central point saved with end is saved on the center line of described point of thickness of wall body in portion.
Further, it is as described above to be used for many wall type nodular diaphragm walls as bridge foundation of soft soil foundation, it is described in
2 times of a diameter of point of thickness of wall body of the mediate cylindrical of portion's section；Thereon, it is divide wall thick 1 times that hypocentrum is highly consistent.
Further, it is as described above to be used for many wall type nodular diaphragm walls as bridge foundation of soft soil foundation, the end
Cylinder diameter on portion's section is 1.5 times of point wall thickness, and upper vertebral height is thick 2 times of point wall.
Further, many wall type nodular diaphragm walls as bridge foundation as described above for soft soil foundation, it is described firm
Property cushion cap length and width be 5-20m, thickness is 3-6m；The thickness for dividing wall is 1.5-3m, and length is 5-20m, a height of 10-50m.
Beneficial effect：
(1) frictional force between wall and the soil body is increased by section portion, the structure between the soil body is more stablized, so as to
Native bearing capacity between wall is enough given full play to, soft soil foundation is particularly suitable for use in；(2) basic integral rigidity is big, and horizontal bearing capacity is high,
Shock resistance is strong, and the larger ground continuous wall base arrangement of reinforcement of rigidity is few, and steel are saved than stake.(3) connect with traditional well shaft type underground
Continuous wall bridge foundation compares, and many wall type nodular wall soil resistance under cap and wall body side frictions are highly improved, and vertically carry energy
Power is increased substantially；(4) many wall type nodular wall lower walls sections are not attached using joint, and easy construction, process is few, engineering
Low cost, while noise is low, environmental protection.
Brief description of the drawings
Fig. 1 is diaphragm wall bridge foundation structure chart of the present invention；
Fig. 2 is diaphragm wall bridge foundation top view of the present invention；
Fig. 3 is diaphragm wall bridge foundation front view of the present invention；
Fig. 4 is diaphragm wall bridge foundation left view of the present invention；
Fig. 5 is diaphragm wall bridge foundation perspective view of the present invention；
Fig. 6 is present invention middle part section structural representation；
Fig. 7 is that structural representation is saved in end of the present invention；
Fig. 8 is diaphragm wall bridge foundation construction block diagram of the present invention.
Embodiment
To make the object, technical solutions and advantages of the present invention clearer, below technical scheme in the present invention carry out it is clear
Chu, it is fully described by, it is clear that described embodiment is a part of embodiment of the invention, rather than whole embodiments.It is based on
Embodiment in the present invention, it is every other that those of ordinary skill in the art are obtained under the premise of creative work is not made
Embodiment, belongs to the scope of protection of the invention.
As shown in figure 1, provided by the present invention for many wall type nodular diaphragm walls as bridge foundation of soft soil foundation, bag
Include：Rigid Pile 2, diaphram wall wall 4, the Rigid Pile 2 and diaphram wall wall 4 are armored concrete knot
It is structure as a whole, is inlayed at the middle part of the diaphram wall wall 4 with Rigid Pile 2 at the top of structure, and diaphram wall wall 4
There are middle part section 3, bottom to be inlaid with end section 5, the middle part section 3 is structure as a whole with end section 5 with diaphram wall wall 4；
The middle part section 3 is middle part in cylinder, the tapered structure in two ends；The end section 5 is that bottom is tapered in cylinder, top
Structure, is bridge superstructure 1 above Rigid Pile 2.
Specifically, the section cage structure at the middle part and end be in order to increase basis frictional resistance, its special construction shape
Formula is the facility based on construction, feasibility and the stability of grooving and considered.Specific reason is：For ease of construction, the present invention
The construction in middle section portion is formed by slotting attachment (Fig. 8) with spinfunction and carries out soil body digging, thus formed cone and
The space form of cylinder, then mud off, last grouting maintenance formation.If being designed as other shapes, such as triangle,
Its feasibility of constructing is low (to need complicated equipment, it is necessary to partial excavation, its efficiency of construction in inside soil body formation triangle body slotted eye
It is low), while fall damage easily occurs for the soil body.
Preferably, the middle part section 3 uses plain concrete construction with end section 5.
Specifically, because section portion does not consider arrangement of reinforcement, its starting point is also the feasibility that take into account construction.If in reinforcing bar
Cage considers the arrangement of reinforcement in section portion when making, then when steel reinforcement cage is transferred, because the section of steel reinforcement cage is compared to for the pit of top
The reinforcement location in section portion has been had more, caving in and destroying for hole wall certainly will be caused.In basic practice of construction (Fig. 8), connect with underground
Section portion space can not be touched in the steel reinforcement cage plane that continuous wall upper sump groove shape is similar and sectional area is smaller, its decentralization process,
Therefore after being in the milk, base matrix is reinforced concrete structure, and section portion is plain concrete construction.In view of the presence in section portion, it is led
It is to be to increase the frictional resistance and end resistance on basis to act on, and for foundation wall, itself is not subject to substantially larger
Basic axial compressive force, therefore general plain concrete material can meet the condition of work in section portion.
Preferably, the diaphram wall wall 4 divides wall including three rows, and three row divides wall to use perpendicular to bridge axle
The zigzag form that is arranged side by side in direction, divides the middle part and bottom of wall to be inlaid with the middle part section 3 and is saved with end in every row
5。
Preferably, the central point of the middle part section 3 and end section 5 is on the center line of described point of thickness of wall body.
Specifically, to save material and simplifying process, the design in section portion is not passed through entirely along a certain depth of whole wall
Logical arrangement.It is simplified rear to be transmitted along wall center line by load to its upper for ground continuous wall base, if will
Section portion is arranged in beyond the center line of thickness of wall body, then the performance of section portion side friction, which just occurs, deviates base center line
Situation, foundation wall will produce eccentric force, then produce unfavorable turning moment, basic stability can be by corresponding
Influence.
Preferably, 2 times of a diameter of point of thickness of wall body of the mediate cylindrical of the middle part section 3；Thereon, hypocentrum height
Consistent is 1 times of point wall thickness.
Specifically, the purpose that the application is designed as described above is：Section portion using less material and can meet slurry trench stability
Property under conditions of, play preferable bearer properties.
Preferably, the cylinder diameter on the end section 5 is 1.5 times of point wall thickness, and upper vertebral height is a point wall
Thick 2 times.
Specifically, the purpose that the application is designed as described above is：Section portion using less material and can meet slurry trench stability
Property under conditions of, play preferable bearer properties.
Preferably, the length and width of the Rigid Pile 2 is 5-20m, and thickness is 3-6m；The thickness for dividing wall is 1.5-3m, long
Spend for 5-20m, a height of 10-50m.
Specific construction step such as Fig. 8 institute of the present invention for many wall type nodular diaphragm walls as bridge foundation of soft soil foundation
Show, specifically include as follows：
(1) construction of guide wall：The effect for leading wall is that grooving is oriented to, prevents the landslide of groove section and benchmark etc., itself is cast-in-place steel
Reinforced concrete, is arranged on main wall body both sides, section is in inverted "L" shaped.
(2) mud prepares：Digging in-situ pulp storage tank and stirring pool, mud enter pulp storage tank after stirring pool stirs and stored up
Deposit.Under any circumstance, it must ensure that mud liquid level descends water level above Ground in groove, while not lower than leading wall top surface.
(3) grooving is constructed：Diaphram wall is divided into some unit groove sections along wall length direction, adopted by unit groove section
Use hydraulic grab trenching construction.Chute forming machine light influence for proposing slow play, reducing to cell wall during grooving, will remain mud
Liquid level.
(4) groove milling of section portion is constructed：Middle part section be plain concrete construction, the middle part of continuous wall body located underground, in disk+
Upper and lower cone construction；End section is also plain concrete construction, the end of continuous wall body located underground, in disk+upper cone
Body is constructed；In construction, by the groove milling equipment with spinfunction, carried out in the middle part of existing diaphram wall cell body with end
Groove milling is worked so that the space for meeting nodular spot size size is produced inside cell body.
(5) fabrication of reinforcing cage is laid：Steel reinforcement cage should according to underground continuous wall body design reinforcement and unit groove section division
To make.By special reinforcing steel cage platform for making, fine setting-out carries out fabrication of reinforcing cage and installation of embedded parts with positioning, it is ensured that its
Make quality and built-in fitting is correct in place.
(6) casting concrete：During placing concrete, poured into a mould simultaneously, at the same speed, continuously toward supporting leg using concrete mixer
Underwater concrete, it is ensured that underwater concrete overflows bottom land simultaneously, it is continuous afterwards toward diaphram wall pouring underwater concrete.
Finally it should be noted that：The above embodiments are merely illustrative of the technical solutions of the present invention, rather than its limitations；Although
The present invention is described in detail with reference to the foregoing embodiments, it will be understood by those within the art that：It still may be used
To be modified to the technical scheme described in foregoing embodiments, or equivalent substitution is carried out to which part technical characteristic；
And these modification or replace, do not make appropriate technical solution essence depart from various embodiments of the present invention technical scheme spirit and
Scope.
Claims (7)
1. a kind of many wall type nodular diaphragm walls as bridge foundation for soft soil foundation, it is characterised in that including：Rigid Pile
(2), diaphram wall wall (4), the Rigid Pile (2) and diaphram wall wall (4) they are reinforced concrete structure, and
It is structure as a whole, is inlayed at the middle part of the diaphram wall wall (4) with Rigid Pile (2) at the top of diaphram wall wall (4)
It is embedded with middle part section (3), bottom and is inlaid with end section (5), the middle part section (3) and end section (5) and diaphram wall wall (4)
It is structure as a whole；
The middle part section (3) is middle part in cylinder, the tapered structure in two ends；
The end section (5) is bottom in cylinder, the tapered structure in top.
2. many wall type nodular diaphragm walls as bridge foundation according to claim 1 for soft soil foundation, its feature exists
In the middle part section (3) uses plain concrete construction with end section (5).
3. many wall type nodular diaphragm walls as bridge foundation according to claim 2 for soft soil foundation, its feature exists
In the diaphram wall wall (4) divides wall including three rows, and it is zigzag perpendicular to bridge axle direction that three row divides wall to use
Be arranged side by side form, divides the middle part and bottom of wall to be inlaid with the middle part section (3) and end section (5) in every row.
4. many wall type nodular diaphragm walls as bridge foundation according to claim 3 for soft soil foundation, its feature exists
In the middle part section (3) saves the central point of (5) on the center line of described point of thickness of wall body with end.
5. many wall type nodular diaphragm walls as bridge foundation according to claim 3 for soft soil foundation, its feature exists
In 2 times of a diameter of point of thickness of wall body of the mediate cylindrical of the middle part section (3)；Thereon, hypocentrum is highly consistent for a point wall
1 times of body thickness.
6. many wall type nodular diaphragm walls as bridge foundation according to claim 3 for soft soil foundation, its feature exists
In the cylinder diameter on the end section (5) is 1.5 times of point wall thickness, and upper vertebral height is thick 2 times of point wall.
7. many wall type nodular diaphragm walls as bridge foundation according to claim 3 for soft soil foundation, its feature exists
In the length and width of the Rigid Pile (2) is 5-20m, and thickness is 3-6m；The thickness for dividing wall is 1.5-3m, and length is 5-20m,
A height of 10-50m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710681410.0A CN107237343A (en) | 2017-08-10 | 2017-08-10 | A kind of many wall type nodular diaphragm walls as bridge foundation for soft soil foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710681410.0A CN107237343A (en) | 2017-08-10 | 2017-08-10 | A kind of many wall type nodular diaphragm walls as bridge foundation for soft soil foundation |
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| CN107237343A true CN107237343A (en) | 2017-10-10 |
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| CN201710681410.0A Pending CN107237343A (en) | 2017-08-10 | 2017-08-10 | A kind of many wall type nodular diaphragm walls as bridge foundation for soft soil foundation |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113605368A (en) * | 2021-07-27 | 2021-11-05 | 广西交通设计集团有限公司 | Large-span arch bridge lattice type underground continuous wall for thick-covering-layer area and construction method |
| CN113836624A (en) * | 2021-09-23 | 2021-12-24 | 西南科技大学 | Calculation method for vertical compression settlement of segmental wall foundation |
| CN115233721A (en) * | 2022-06-23 | 2022-10-25 | 中铁大桥勘测设计院集团有限公司 | Wall type horizontal thrust resisting foundation structure and construction method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5589524A (en) * | 1978-12-28 | 1980-07-07 | Kajima Corp | Constructing method for underground structure |
| JP2010106458A (en) * | 2008-10-28 | 2010-05-13 | Ohbayashi Corp | Building and method for constructing the same |
| CN201574401U (en) * | 2009-12-28 | 2010-09-08 | 东南大学 | Underground continuous wall |
-
2017
- 2017-08-10 CN CN201710681410.0A patent/CN107237343A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5589524A (en) * | 1978-12-28 | 1980-07-07 | Kajima Corp | Constructing method for underground structure |
| JP2010106458A (en) * | 2008-10-28 | 2010-05-13 | Ohbayashi Corp | Building and method for constructing the same |
| CN201574401U (en) * | 2009-12-28 | 2010-09-08 | 东南大学 | Underground continuous wall |
Non-Patent Citations (1)
| Title |
|---|
| 吴九江 等: "地下连续墙基础在日本的多样化发展", 《工业建筑》 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113605368A (en) * | 2021-07-27 | 2021-11-05 | 广西交通设计集团有限公司 | Large-span arch bridge lattice type underground continuous wall for thick-covering-layer area and construction method |
| CN113836624A (en) * | 2021-09-23 | 2021-12-24 | 西南科技大学 | Calculation method for vertical compression settlement of segmental wall foundation |
| CN115233721A (en) * | 2022-06-23 | 2022-10-25 | 中铁大桥勘测设计院集团有限公司 | Wall type horizontal thrust resisting foundation structure and construction method |
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Application publication date: 20171010 |
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