CN106638674B - A kind of band anchor retaining wall and design method combined with main structure - Google Patents
A kind of band anchor retaining wall and design method combined with main structure Download PDFInfo
- Publication number
- CN106638674B CN106638674B CN201611223249.4A CN201611223249A CN106638674B CN 106638674 B CN106638674 B CN 106638674B CN 201611223249 A CN201611223249 A CN 201611223249A CN 106638674 B CN106638674 B CN 106638674B
- Authority
- CN
- China
- Prior art keywords
- retaining wall
- anchor pole
- anchor
- main structure
- wall
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
-
- 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
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The present invention relates to a kind of band anchor retaining wall combined with main structure, retaining wall bottom is connected with main structure, and aseismatic joint is arranged between retaining wall wall and main structure, and anchor pole is arranged in retaining wall upper end.On retaining wall top, setting anchor pole resists earth lateral pressure, can effectively reduce the moment of flexure and shearing of retaining wall root；Retaining wall bottom is connected with main building basement bottom board or top plate, and the basement overall stiffness of main building is made full use of to prevent retaining wall from sliding.After foundation trench backfilling of earthwork, the soil body generates the soil pressure for acting on retaining wall, soil bolt is capable of providing a pulling force in contrast at this time, reduce bending moment in wall, reduce wall thickness to reach, reduce wall steel bar dosage, controls the purpose of wall basal crack width and top horizontal displacement, can be widely used for the higher-height Structural Engineering of retaining walls body, as subsidence observation, Slope Architectural close to high slope barricade.
Description
Technical field
The present invention relates to a kind of retaining walls being connected with main structure, reduce wall thickness by setting anchor pole, reduce wall
Body bottom reinforcement bars dosage controls wall basal crack width and top horizontal displacement.It is adjacent with main structure suitable for retaining wall,
And the higher-height Structural Engineering of wall, as subsidence observation, Slope Architectural close to high slope barricade.
Background technique
Retaining wall bear outside the soil body generate horizontal loading, when the retaining walls height degree adjacent with main structure compared with
The higher area of height, especially level of ground water, this load can make the bottom of the retaining wall of higher wall generate very big moment of flexure
And shearing, according to the gravity retaining wall disengaged with main structure, it is larger to will cause wall thickness, excavate range and cost compared with
It is high.After retaining wall bottom is connected with main structure, not only can thoroughly avoid retaining wall occur sliding rupture, also can avoid by
The retaining wall caused by foundation pit side-wall backfilling of earthwork leakiness sinks, tilts.For Slope Architectural, often only soil is faced in unilateral side,
If retaining wall and main structure are completely combined, since the flat in-plane stiffness of retaining wall plays the role of shear wall, flat with retaining wall
Under capable geological process, construction torsion deformation can be considerably beyond Criterion restriction.Only retaining wall wall and main structure are disengaged, and
It is designed by cantilever design, can avoid causing main structure anti-side rigidity asymmetry, but wall bottom moment is larger, wall body slit is wide
Degree and wall top deformation are not easy to meet Criterion restriction requirement, and it is wide to reduce crack in order to reduce quantity of reinforcement according to conventional design thinking
Degree, will certainly increase retaining wall wall thickness, and the increase of wall thickness can bring the increase for excavating range, concrete amount and cost again.
Summary of the invention
It is an object of the invention to provide the resistant slide power of retaining wall using main structure, is resisted with soil bolt and reduce gear
Cob wall bottom moment reduces earth-retaining wall thickness and arrangement of reinforcement to reach, controls the purpose of wall body slit and top displacement.
The present invention adopts the following technical scheme that, a kind of band anchor retaining wall combined with main structure, retaining wall bottom
Portion is connected with main structure, and aseismatic joint is arranged between retaining wall wall and main structure, and anchor pole is arranged in retaining wall upper end.
The anchor pole is made of the body of rod, anchor pole protection beam, enlarged footing and dowel；The body of rod is connected by enlarged footing with dowel,
Anchor pole protects beam to wrap up the soil bolt body of rod；Concealed beam is arranged in retaining wall wall and anchor pole junction.
Anchor pole protection beam bottom portion is provided with concrete bearing bed course.
The present invention also provides a kind of band anchor retaining wall design methods combined with main structure, including following step
It is rapid:
Retaining wall lower end is connected with main structure, provides the resistant slide power of retaining wall, anchor pole one end using main structure
It is connect with retaining wall, the other end is fixed in the soil layer of retaining wall side by enlarged footing and dowel；Anchor pole and retaining wall form
Coaction system, it is common to resist outside soil pressure；Anchor pole is placed in retaining wall middle and upper part, between soil excavation face and retaining wall
Anchor rod body setting anchor pole protect beam, concealed beam is arranged in anchor pole and retaining wall junction；
Wherein 1) anchor pole inclination angle horizontal by be less than 10 ° of ﹣ or be greater than+10 °；2) anchor pole is fixed on retaining wall side
The thickness of earth covering on anchoring section in soil layer is not less than 4.5m；3) length of free section is no less than 5.0m；Anchor pole is free
Section passes through Potential failure surface length and is not less than 1.5m；4) anchor pole on retaining wall tie point away from 2 ~ 3m of earth-retaining wall top.
The anchor pole inclination angle is horizontal by 15 °.
Wherein: main structure refers to: being placed on foundation, receives, undertakes and transmit all top lotuses of construction project
It carries, maintains the system of systems of superstructure globality, stability and the organic connections of safety；Free section, which refers to, utilizes bullet
Property elongation pulling force is passed to the shank portion of anchoring body；Potential failure surface refers to that continuously passing through for failure by shear formation occurs for the soil body
Logical curved surface.
The present invention provides the resistant slide power of retaining wall using main structure, and it is curved to resist reduction retaining wall bottom with soil bolt
Square reduces earth-retaining wall thickness and arrangement of reinforcement to reach, controls the purpose of wall body slit and top displacement.
Detailed description of the invention
Fig. 1 is the structural diagram of the present invention.
Fig. 2 is the 1-1 view of Fig. 1.
Fig. 3 is structural computational model figure of the invention.
Fig. 4 is that anchor rod anchored position determines schematic diagram.
Specific embodiment
Referring to Fig. 1-2, the present invention includes the band anchor retaining wall combined with main structure, retaining wall bottom and main body knot
Structure is connected, and aseismatic joint is arranged between retaining wall wall and main structure, and anchor pole is arranged in retaining wall upper end.
The anchor pole is made of the body of rod, anchor pole protection beam, enlarged footing and dowel；The body of rod is connected by enlarged footing with dowel,
Anchor pole protects beam to wrap up the soil bolt body of rod；Concealed beam is arranged in retaining wall wall and anchor pole junction.
Anchor pole protection beam bottom portion is provided with concrete bearing bed course.
Retaining wall lower end is connected with main structure, using main structure provide retaining wall resistant slide power, anchor pole one end with
Retaining wall connection, the other end are fixed in the soil layer of retaining wall side by enlarged footing and dowel；Anchor pole and retaining wall composition join
Stress system is closed, it is common to resist outside soil pressure.Anchor pole is placed in retaining wall middle and upper part, between soil excavation face and retaining wall
Anchor rod body is arranged anchor pole and protects beam, and concealed beam is arranged in anchor pole and retaining wall junction.
The selection and calculation method of design parameter
The selection of 1 design parameter
According to the regulation in " rock soil anchor (rope) technical regulation " (CECS22:2005), 1) anchor pole inclination angle is preferably avoided and water
The range that 10 ° ~+10 ° of Heisei ﹣；2) thickness of earth covering on anchor rod anchored section is not preferably less than 4.5m；3) freedom length of anchor pole
Potential failure surface should be passed through and be not less than 1.5m；4) length of free segment is no less than 5.0m.Since lesser level inclination can
Bigger horizontal component and the longer arm of force are provided, bottom moment is more advantageous to reducing, it is proposed that level inclination takes 15 °.For anchor
Bar connects point height on barricade and can choose as follows.
As shown in figure 3, reasonable pulling force effect point should meet anchor pole and barricade comprehensive cost most saves, first according to engineering experience
Sectional dimension, rock-bolt length and the sectional dimension of selected retaining wall, structural computational model are as shown in Figure 3.It is longer in order to pass through
The arm of force provides biggish moment of flexure in retaining wall bottom, and to achieve the purpose that reduce bottom moment, anchor rod anchored point is preferably placed in gear
Wall top portion；But as shown in figure 4, since the inclination angle of anchor pole is smaller, meeting the above-mentioned 2nd when retaining wall top when anchor rod anchored
Under the regulation of item, the length of free segment reaches 4500/sin(15°)=17387mm causes rock-bolt length too long, uneconomical to be also not easy
Construction, easily has an impact close to buildings in urban area.And when one timing of rock-bolt length, anchoring depth L, anchor point
Translation H, valid bonding length can increase as L+H*cos(15 downwards°)/tan(15°)=L+3.6H, corresponding freedom length can
Reduce 3.6H.According to the regulation of 7.5.3 item in CECS22:2005, the anchoring depth of soil bolt takes 6 ~ 12m, therefore anchor point
It preferably takes and can use 6/3.6 ~ 12/3.6=1.67 ~ 3.33m under wall top, it is proposed that 2 ~ 3m of value.
2 retaining wall calculation methods
Retaining wall calculation diagram is as shown in figure 3, anchor pole can be reduced to pull rod, and retaining wall cantilever segment height is H, and total height is
H+H1, bolt action point are X away from wall top distance, and axis force of anchor position is H-X, Triangle-Profile lotus away from basement roof distance
Load maximum value be q, calculate Fig. 3 shown in statically indeterminate structure the available retaining wall key position of internal force bending moment design value M1,
M2, M3 and axis force of anchor need to select rock-bolt length or section again if axis force of anchor is greater than the design value of anchor pole.
Referring to the invention will be further described shown in Fig. 1 and Fig. 2.
A) present invention include retaining wall 1., the soil bolt body of rod 2., soil bolt enlarged footing 3., dowel 4., anchor pole protection
Beam 5., protection beam body end concrete cushion 6., wall concealed beam 7., aseismatic joint 8., main structure outer wall of basement 9., basement
Top plate 10., superstructure, waterproof cover composition soil bolt and retaining wall synergy structural system.
B) at the retaining wall 1. a certain elevation location in middle and upper part spaced set soil bolt 2., 3., 4., when needing anchor pole
When larger pulling force is provided, also enlarged footing can be set 3. in anchor pole end, 7. 4. soil bolt reinforcing bar is anchored in locates with wall concealed beam.
C) the anchor bar body setting anchor pole between retaining wall and soil excavation face protects beam 5. to be wrapped up, and prevents mechanical backfill
Or tamping apparatus generates destruction to the body of rod, 6. protection beam and soil body junction are equipped with concrete bearing bed course, guarantee that end is not sent out
Raw excessive sink.
D) 8. retaining wall and main structure setting aseismatic joint, disengage it with main structure, avoid retaining wall to main body knot
Structure is antitorque to have an adverse effect；The settable waterproof cover being connected with main structure at the top of retaining wall.
Claims (5)
1. a kind of band anchor retaining wall combined with main structure, it is characterised in that: retaining wall lower end is connected with main structure,
Aseismatic joint is set between retaining wall wall and main structure, anchor pole is set in retaining wall upper end；Anchor pole one end is connect with retaining wall, separately
One end is fixed in the soil layer of retaining wall side；Anchor pole is placed in retaining wall middle and upper part, the anchor between soil excavation face and retaining wall
Club shaft is arranged anchor pole and protects beam, and concealed beam is arranged in anchor pole and retaining wall junction；
Wherein 1) anchor pole inclination angle horizontal by be less than 10 ° of ﹣ or be greater than+10 °；2) anchor pole is fixed on the soil layer of retaining wall side
In anchoring section on thickness of earth covering be not less than 4.5m；3) length of free section is no less than 5.0m；Free section is worn
Potential failure surface length is crossed not less than 1.5m；4) anchor pole on retaining wall tie point away from 2 ~ 3m of earth-retaining wall top.
2. band anchor retaining wall according to claim 1, it is characterised in that: the anchor pole is by the body of rod, anchor pole protection beam, expansion
Major part and dowel are constituted；The body of rod is connected by enlarged footing with dowel, and anchor pole protects beam to wrap up the soil bolt body of rod；Anchor pole passes through expansion
Major part and dowel are fixed in the soil layer of retaining wall side.
3. band anchor retaining wall according to claim 2, it is characterised in that: anchor pole protection beam bottom portion is provided with concrete branch
Upholstery layer.
4. the design method with anchor retaining wall that one kind is combined with main structure as described in claim 1, including it is following
Step:
Retaining wall lower end is connected with main structure, provides the resistant slide power of retaining wall, anchor pole one end and gear using main structure
Cob wall connection, the other end are fixed in the soil layer of retaining wall side by enlarged footing and dowel；Anchor pole is combined with retaining wall composition
Stress system, it is common to resist outside soil pressure；Anchor pole is placed in retaining wall middle and upper part, the anchor between soil excavation face and retaining wall
Club shaft is arranged anchor pole and protects beam, and concealed beam is arranged in anchor pole and retaining wall junction；
Wherein 1) anchor pole inclination angle horizontal by be less than 10 ° of ﹣ or be greater than+10 °；2) anchor pole is fixed on the soil layer of retaining wall side
In anchoring section on thickness of earth covering be not less than 4.5m；3) length of free section is no less than 5.0m；Free section is worn
Potential failure surface length is crossed not less than 1.5m；4) anchor pole on retaining wall tie point away from 2 ~ 3m of earth-retaining wall top.
5. design method according to claim 4, it is characterised in that: anchor pole inclination angle is horizontal by 15 °.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611223249.4A CN106638674B (en) | 2016-12-27 | 2016-12-27 | A kind of band anchor retaining wall and design method combined with main structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611223249.4A CN106638674B (en) | 2016-12-27 | 2016-12-27 | A kind of band anchor retaining wall and design method combined with main structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106638674A CN106638674A (en) | 2017-05-10 |
| CN106638674B true CN106638674B (en) | 2019-04-02 |
Family
ID=58832943
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201611223249.4A Active CN106638674B (en) | 2016-12-27 | 2016-12-27 | A kind of band anchor retaining wall and design method combined with main structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106638674B (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107059916B (en) * | 2017-05-11 | 2019-07-19 | 同圆设计集团有限公司 | A kind of retaining wall and its construction method with body structure portion disengagement |
| CN107893428A (en) * | 2017-11-22 | 2018-04-10 | 清华大学 | A kind of vertical anchor retaining wall design method |
| CN111254972A (en) * | 2018-11-30 | 2020-06-09 | 中衡卓创国际工程设计有限公司 | Retaining wall applied to unilateral soil retaining of sloping field building and construction method thereof |
| CN115752319B (en) * | 2022-10-18 | 2023-08-15 | 天津风霖物联网科技有限公司 | Automatic horizontal displacement monitoring system and monitoring method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103452132A (en) * | 2013-09-05 | 2013-12-18 | 江苏省交通科学研究院股份有限公司 | Retaining wall |
| CN204510259U (en) * | 2015-03-11 | 2015-07-29 | 上海申元岩土工程有限公司 | There is the comprehensive retaining wall of anti-filter function |
| CN104912225A (en) * | 2015-06-05 | 2015-09-16 | 上海市园林设计院有限公司 | Joint structure of anti-seismic joint and construction method for joint structure |
| CN206457843U (en) * | 2016-12-27 | 2017-09-01 | 中信建筑设计研究总院有限公司 | A kind of band anchor retaining wall being combined with agent structure |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS58199927A (en) * | 1982-05-18 | 1983-11-21 | Kajima Corp | Edge releasing method of steel member in cement-based hardened object |
-
2016
- 2016-12-27 CN CN201611223249.4A patent/CN106638674B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103452132A (en) * | 2013-09-05 | 2013-12-18 | 江苏省交通科学研究院股份有限公司 | Retaining wall |
| CN204510259U (en) * | 2015-03-11 | 2015-07-29 | 上海申元岩土工程有限公司 | There is the comprehensive retaining wall of anti-filter function |
| CN104912225A (en) * | 2015-06-05 | 2015-09-16 | 上海市园林设计院有限公司 | Joint structure of anti-seismic joint and construction method for joint structure |
| CN206457843U (en) * | 2016-12-27 | 2017-09-01 | 中信建筑设计研究总院有限公司 | A kind of band anchor retaining wall being combined with agent structure |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106638674A (en) | 2017-05-10 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106677189B (en) | A kind of taper pile wall supporting type foundation pit supporting construction and its construction method | |
| US20200240270A1 (en) | I-Shaped Water-Retaining Dam For Underground Reservoir In Coal Mine | |
| CN106638674B (en) | A kind of band anchor retaining wall and design method combined with main structure | |
| CN204098049U (en) | A kind of protective reinforcing structure of broken rock mass slope | |
| CN103774675B (en) | Combined double-row-pile combined vertical prestress anchor rod supporting system and construction method thereof | |
| CN106522270B (en) | A kind of the pile foundation barricade antidetonation retaining structure and construction method of the buffer layer containing EPS | |
| CN104533453A (en) | Substep dynamic coupling support method for roadway fault fracture zone | |
| CN106013171B (en) | A kind of semi-rigid supporting construction semi-flexible and method of deep-foundation side wall | |
| CN108360547B (en) | Bridge composite foundation suitable for deep water and strong earthquake conditions | |
| CN109339029B (en) | Construction method for resisting uplift deformation in excavation of foundation pit above existing tunnel | |
| CN104532868B (en) | High abrupt change shape sloped region bridge anchor pull-type high cap pile group basis construction method | |
| CN104018490B (en) | A kind of Z-shaped square-section friction pile and construction method thereof | |
| CN105239586A (en) | Support structure for supporting foundation pit and method for supporting foundation pit | |
| CN107288046B (en) | Especially big high position mud-rock flow Self-resetting energy consumption is blocked structure and implementation | |
| CN104389307A (en) | Self-resetting slide-resistant pile structure with energy consumption function and implementation method thereof | |
| CN206457843U (en) | A kind of band anchor retaining wall being combined with agent structure | |
| CN207646746U (en) | A kind of arch interlocking pile formula foundation pit supporting construction | |
| CN104727340A (en) | High cutting slope anchor rope space framework supporting and retaining structure | |
| CN107938685A (en) | A kind of new diagonal brace composite support device | |
| CN204311456U (en) | Foundation ditch strengthening structure | |
| CN212248284U (en) | Steel pipe pile protection system for soft foundation mixed slope | |
| CN111549804B (en) | Cutting slope reinforced passive protection system and construction method thereof | |
| CN201502065U (en) | Anchor rod joint excavation compound basis | |
| CN216474962U (en) | Non-embedded type support pile structure | |
| CN113279374B (en) | Rock-fill dam top earthquake-resistant wave-proof structure and construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |