CN206457843U - A kind of band anchor retaining wall being combined with agent structure - Google Patents
A kind of band anchor retaining wall being combined with agent structure Download PDFInfo
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- CN206457843U CN206457843U CN201621442142.4U CN201621442142U CN206457843U CN 206457843 U CN206457843 U CN 206457843U CN 201621442142 U CN201621442142 U CN 201621442142U CN 206457843 U CN206457843 U CN 206457843U
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- Prior art keywords
- retaining wall
- agent structure
- wall
- retaining
- anchor pole
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- 239000003795 chemical substances by application Substances 0.000 claims abstract description 30
- 239000002689 soil Substances 0.000 claims abstract description 22
- 238000006073 displacement reaction Methods 0.000 abstract description 4
- 238000010008 shearing Methods 0.000 abstract description 2
- 229910000831 Steel Inorganic materials 0.000 abstract 1
- 238000005452 bending Methods 0.000 abstract 1
- 239000010959 steel Substances 0.000 abstract 1
- 230000002787 reinforcement Effects 0.000 description 4
- 238000010276 construction Methods 0.000 description 3
- 238000004873 anchoring Methods 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000001681 protective effect Effects 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000000205 computational method Methods 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The utility model is related to a kind of band anchor retaining wall being combined with agent structure, and retaining wall bottom is connected with agent structure, and aseismatic joint is set between retaining walls body and agent structure, and anchor pole is set in retaining wall upper end.Set anchor pole to resist earth lateral pressure on retaining wall top, the moment of flexure and shearing of retaining wall root can be effectively reduced；Retaining wall bottom is connected with main building basement bottom board or top plate, makes full use of the basement integral rigidity of main building to prevent retaining wall from sliding.After foundation trench backfilling of earthwork, the soil body acts the soil pressure in retaining wall, now soil bolt can provide a pulling force in contrast, reduce bending moment in wall, reduce wall body thickness to reach, reduce the purpose of wall steel bar consumption, control wall body basal crack width and top horizontal displacement, can be widely used for the higher Structural Engineering of retaining walls height degree, such as subsidence observation, Slope Architectural close to high slope barricade.
Description
Technical field
The utility model is related to a kind of retaining wall being connected with agent structure, by setting anchor pole to reduce wall body thickness, drop
Parapet body bottom reinforcement bars consumption, control wall body basal crack width and top horizontal displacement.Suitable for retaining wall and agent structure
It is adjacent, and the higher Structural Engineering of wall height degree, such as subsidence observation, Slope Architectural close to high slope barricade.
Background technology
Retaining wall bear outside the soil body produce horizontal loading, when the retaining walls height degree adjacent with agent structure compared with
The higher area of height, especially level of ground water, this load can make the bottom compared with the retaining wall of high-wall body produce very big moment of flexure
And shearing, according to the gravity retaining wall disengaged with agent structure, wall thickness can be caused larger, excavate scope and cost compared with
It is high.After retaining wall bottom is connected with agent structure, not only can thoroughly avoid retaining wall occur sliding rupture, can also avoid by
Retaining wall sinks, tilted caused by foundation pit side-wall backfilling of earthwork leakiness.For Slope Architectural, often only soil is faced in one side,
If retaining wall is completely combined with agent structure, because the flat in-plane stiffness of retaining wall plays shear wall effect, flat with retaining wall
Under capable geological process, construction torsion deformation can be considerably beyond Criterion restriction.Only retaining walls body and agent structure are disengaged, and
Designed by cantilever design, can avoid causing agent structure anti-side rigidity asymmetric, but wall body bottom moment is larger, and wall body slit is wide
Degree and the deformation of wall top are difficult to meet Criterion restriction requirement, according to conventional design thinking, in order to reduce quantity of reinforcement, reduce crack wide
Degree, will certainly increase retaining wall wall thickness, and the increase of wall thickness can bring the increase for excavating scope, concrete amount and cost again.
The content of the invention
The purpose of this utility model is the resistant slide power that retaining wall is provided using agent structure, is subtracted with soil bolt resistance
Few retaining wall bottom moment, so as to reach the purpose of reduction earth-retaining wall thickness and arrangement of reinforcement, control wall body slit and top displacement.
The utility model adopts the following technical scheme that, a kind of band anchor retaining wall being combined with agent structure, earth-retaining
Wall bottom is connected with agent structure, and aseismatic joint is set between retaining walls body and agent structure, and anchor pole is set in retaining wall upper end.
The anchor pole protects beam, enlarged footing and dowel by the body of rod, anchor pole；The body of rod is connected by enlarged footing and dowel, anchor pole
Protect the beam parcel soil bolt body of rod；Retaining walls body sets concealed beam with anchor pole junction.
The anchor pole protection beam bottom is provided with concrete bearing bed course.
Agent structure described in the utility model refers to：It is placed on foundation, receives, undertakes and transmit construction project institute
There is upper load, maintain the system of systems of the organic connections of superstructure globality, stability and security.
The utility model provides the resistant slide power of retaining wall using agent structure, and retaining wall bottom is reduced with soil bolt resistance
Portion's moment of flexure, so as to reach the purpose of reduction earth-retaining wall thickness and arrangement of reinforcement, control wall body slit and top displacement.
Brief description of the drawings
Fig. 1 is structural representation of the present utility model.
Fig. 2 is Fig. 1 A-A zoomed-in views.
Embodiment
Referring to Fig. 1-2, the utility model includes the band anchor retaining wall being combined with agent structure, retaining wall bottom and master
Body structure is connected, and aseismatic joint 8 is set between retaining walls body 1 and agent structure, and anchor pole is set in retaining wall upper end.
The anchor pole protects beam 5, enlarged footing 3 and dowel 4 by the body of rod 2, anchor pole；The body of rod 2 is connected by enlarged footing 3 and dowel 4
Connect, the anchor pole protection beam parcel body of rod 2；Retaining walls body 1 sets concealed beam 7 with anchor pole junction.
Anchor pole protection beam 5 bottom is provided with concrete bearing bed course 6.
Retaining wall lower end is connected with agent structure, using agent structure provide retaining wall resistant slide power, anchor pole one end with
Retaining wall is connected, and the other end is fixed on by enlarged footing and dowel in the soil layer of retaining wall side；Anchor pole is constituted with retaining wall to be joined
Close stress system, common resistance outside soil pressure.Anchor pole is placed in retaining wall middle and upper part, between soil excavation face and retaining wall
Anchor rod body sets concrete protective beam, and anchor pole sets concealed beam with retaining wall junction.
The selection of design parameter and computational methods
According to《Rock soil anchor（Rope）Technical regulation》（CECS22:2005）In regulation, 1）Preferably avoid and water at anchor pole inclination angle
The scope that 10 ° ~+10 ° of Heisei ﹣；2）Thickness of earth covering on anchor rod anchored section is not preferably less than 4.5m；3）The freedom length of anchor pole
1.5m should be not less than through Potential failure surface；4）The length of free segment is no less than 5.0m.Because less level inclination can
Bigger horizontal component and the longer arm of force are provided, it is more favourable to reducing bottom moment, it is proposed that level inclination takes 15 °.For anchor
Bar tie point height on barricade can be chosen as follows.The free segment of anchor pole described in the utility model refers to utilize elasticity
Elongation passes to pulling force the shank portion of anchoring body；Slip-crack surface refers to that the song of the continuous insertion of failure by shear formation occurs for the soil body
Face.
Rational pulling force effect point should meet anchor pole and barricade comprehensive cost is most saved, and first selectes retaining wall according to engineering experience
Sectional dimension, rock-bolt length and sectional dimension.In order to which larger moment of flexure is provided in retaining wall bottom by the longer arm of force, with
The purpose for reducing bottom moment is reached, anchor rod anchored point is preferably positioned at the top of barricade.When it is anchor rod anchored at the top of the retaining wall when, by
It is smaller in the inclination angle of anchor pole, meeting the above-mentioned 2nd）Under the regulation of bar, the length of free segment reaches 4.5/sin（15°）=17.4m, leads
Cause rock-bolt length long, it is uneconomical to be not easy to construction, influence easily is produced on close to buildings in urban area.And work as rock-bolt length
One timing, anchor point translates downwards 1m, and valid bonding length can increase 1*cos（15°）/tan（15°）=3.6m is corresponding free
Segment length can reduce 3.6m.According to CECS：The regulation of 7.5.3 bars in 2005, the anchoring depth of soil bolt takes 6 ~ 12m, therefore
Anchor point preferably takes 2 ~ 3m under wall top.
Referring to the utility model will be further described shown in Fig. 1 and Fig. 2.
a）The utility model includes retaining wall body 1, and the soil bolt body of rod 2, soil bolt enlarged footing 3, dowel 4, anchor pole is protected
Guard beam 5, protection beam body end concrete cushion 6, wall body concealed beam 7, aseismatic joint 8, agent structure outer wall of basement 9, underground ceiling
Plate 10, superstructure 11, soil bolt and the structural system of retaining wall synergy that waterproof cover 12 is constituted.
b）The spaced set soil bolt at a certain elevation location in retaining wall middle and upper part, larger draw is provided when needing anchor pole
During power, can also anchor pole end set enlarged footing, soil bolt Bar Anchorage in at wall body concealed beam.
c）Anchor bar body between retaining wall and soil excavation face sets concrete protective beam to be wrapped up, and prevents mechanical backfill
Or tamping apparatus produces destruction to the body of rod, protection beam is provided with concrete bearing bed course with soil body junction, it is ensured that end does not occur
Excessive sink.
d）Retaining wall sets aseismatic joint with agent structure, it is disengaged with agent structure, it is to avoid retaining wall is to agent structure
It is antitorque to have a negative impact；The settable waterproof cover being connected with agent structure at the top of retaining wall.
Claims (3)
1. a kind of band anchor retaining wall being combined with agent structure, it is characterised in that：Retaining wall bottom is connected with agent structure,
Aseismatic joint is set between retaining walls body and agent structure, anchor pole is set in retaining wall upper end.
2. band anchor retaining wall according to claim 1, it is characterised in that：The anchor pole is protected beam by the body of rod, anchor pole, expanded
Major part and dowel；The body of rod is connected by enlarged footing and dowel, the anchor pole protection beam parcel soil bolt body of rod；Retaining walls body and anchor
Bar junction sets concealed beam.
3. band anchor retaining wall according to claim 2, it is characterised in that：Anchor pole protection beam bottom is provided with concrete branch
Upholstery layer.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621442142.4U CN206457843U (en) | 2016-12-27 | 2016-12-27 | A kind of band anchor retaining wall being combined with agent structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621442142.4U CN206457843U (en) | 2016-12-27 | 2016-12-27 | A kind of band anchor retaining wall being combined with agent structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206457843U true CN206457843U (en) | 2017-09-01 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201621442142.4U Expired - Fee Related CN206457843U (en) | 2016-12-27 | 2016-12-27 | A kind of band anchor retaining wall being combined with agent structure |
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| Country | Link |
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| CN (1) | CN206457843U (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106638674A (en) * | 2016-12-27 | 2017-05-10 | 中信建筑设计研究总院有限公司 | Anchor rod retaining wall combined with main structure and design method |
| CN109403321A (en) * | 2018-09-14 | 2019-03-01 | 中国人民解放军陆军勤务学院 | Construction method of filling slope prestressed anchor cable |
| CN109457726A (en) * | 2018-12-29 | 2019-03-12 | 仵社教 | A kind of barricade and its optimum design method with shear resisting board |
| CN109403321B (en) * | 2018-09-14 | 2024-07-26 | 中国人民解放军陆军勤务学院 | Construction method of prestressed anchor cable for filling side slope |
-
2016
- 2016-12-27 CN CN201621442142.4U patent/CN206457843U/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106638674A (en) * | 2016-12-27 | 2017-05-10 | 中信建筑设计研究总院有限公司 | Anchor rod retaining wall combined with main structure and design method |
| CN106638674B (en) * | 2016-12-27 | 2019-04-02 | 中信建筑设计研究总院有限公司 | A kind of band anchor retaining wall and design method combined with main structure |
| CN109403321A (en) * | 2018-09-14 | 2019-03-01 | 中国人民解放军陆军勤务学院 | Construction method of filling slope prestressed anchor cable |
| CN109403321B (en) * | 2018-09-14 | 2024-07-26 | 中国人民解放军陆军勤务学院 | Construction method of prestressed anchor cable for filling side slope |
| CN109457726A (en) * | 2018-12-29 | 2019-03-12 | 仵社教 | A kind of barricade and its optimum design method with shear resisting board |
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| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20170901 |
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| CF01 | Termination of patent right due to non-payment of annual fee |