CN106638674A - Anchor rod retaining wall combined with main structure and design method - Google Patents
Anchor rod retaining wall combined with main structure and design method Download PDFInfo
- Publication number
- CN106638674A CN106638674A CN201611223249.4A CN201611223249A CN106638674A CN 106638674 A CN106638674 A CN 106638674A CN 201611223249 A CN201611223249 A CN 201611223249A CN 106638674 A CN106638674 A CN 106638674A
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- retaining wall
- anchor pole
- anchor
- soil
- wall
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- 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
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- 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 invention relates to an anchor rod retaining wall combined with a main structure. The bottom of the retaining wall is connected with the main structure. An anti-shock seam is arranged between a retaining wall body and the main structure, and an anchor rod is arranged at the upper end of the retaining wall. The anchor rod is arranged on the upper portion of the retaining wall for resisting the pressure of the soil side, and the bending moment and shear force at the root of the retaining wall can be effectively reduced; and the bottom of the retaining wall is connected with a floor or a roof of a basement of a main building, and the overall stiffness of the basement of the main building is fully used for preventing the retaining wall from sliding. After foundation trench soil backfilling, the soil body generates the soil pressure acting on the retaining wall, at the moment the soil anchor rod can provide tension against the soil pressure, the bending moment of the wall body is reduced, accordingly the purposes that the thickness of the wall body is reduced, the consumption of rebars of the wall body is lowered, and the bottom crack width and the top horizontal displacement of the wall body are controlled are achieved, and the anchor rod retaining wall can be widely applied to structural engineering of retaining walls with the high wall bodies, such as high slope retaining walls next to sunken plazas and slope buildings.
Description
Technical field
The present invention relates to a kind of retaining wall being connected with agent structure, by arranging anchor pole wall body thickness is reduced, wall is reduced
Body bottom reinforcement bars consumption, control wall body basal crack width and top horizontal displacement.It is adjacent with agent structure suitable for retaining wall,
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 of the retaining wall compared with 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, also can avoid by
Retaining wall sinks, inclines 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
Design by cantilever design, can avoid causing agent structure anti-side rigidity asymmetric, but wall body bottom moment is larger, wall body slit width
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 width
Degree, will certainly increase retaining wall wall thickness, and increasing for wall thickness can bring the increase for excavating scope, concrete amount and cost again.
The content of the invention
It is an object of the invention to provide the resistant slide power of retaining wall using agent structure, with soil bolt opposing gear is reduced
Cob wall bottom moment, so as to reach retaining wall thickness and arrangement of reinforcement are reduced, and control 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 in combination with agent structure, retaining wall bottom
Portion is connected with agent structure, and between retaining walls body and agent structure aseismatic joint is arranged, and in retaining wall upper end anchor pole is arranged.
The anchor pole is by the body of rod, anchor pole protection beam, enlarged footing and dowel；The body of rod is connected by enlarged footing and dowel, anchor pole
The protection beam parcel soil bolt body of rod；Retaining walls body arranges dark beam with anchor pole junction.
The anchor pole protection beam bottom is provided with concrete bearing bed course.
Present invention also offers a kind of band anchor retaining wall method for designing in combination with agent structure, including following step
Suddenly：
Retaining wall lower end is connected with agent structure, using agent structure the resistant slide power of retaining wall, anchor pole one end and gear are provided
Cob wall connects, and the other end is fixed in the soil layer of retaining wall side by enlarged footing and dowel；Anchor pole is combined with retaining wall composition
Stress system, common opposing 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 arranges concrete protective beam, and anchor pole arranges dark beam with retaining wall junction；
Wherein 1）Anchor pole inclination angle is horizontal by less than 10 ° of ﹣ or more 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）The 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）4）Anchor pole tie point 2 ~ 3m below retaining wall top on retaining wall.
The anchor pole inclination angle is horizontal by 15 °.
Wherein：Agent structure is referred to：It is placed on foundation, receives, undertakes and transmit all top lotuses of construction project
Carry, maintain the system of systems of the organic connections of superstructure globality, stability and security；Free section is referred to and utilizes bullet
Property elongation pulling force is passed to the shank portion of anchoring body；Potential failure surface refers to that the soil body occurs continuously passing through for failure by shear formation
Logical curved surface.
The present invention provides the resistant slide power of retaining wall using agent structure, reduces retaining wall bottom with soil bolt opposing curved
Square, so as to reach retaining wall thickness and arrangement of reinforcement are reduced, and control the purpose of wall body slit and top displacement.
Description of the drawings
Fig. 1 is the structural representation of the present invention.
Fig. 2 is the 1-1 views of Fig. 1.
Fig. 3 is the structural computational model figure of the present invention.
Fig. 4 determines schematic diagram for anchor rod anchored position.
Specific embodiment
Referring to Fig. 1-2, the present invention includes the band anchor retaining wall in combination with agent structure, retaining wall bottom and body junction
Structure is connected, and between retaining walls body and agent structure aseismatic joint is arranged, and in retaining wall upper end anchor pole is arranged.
The anchor pole is by the body of rod, anchor pole protection beam, enlarged footing and dowel；The body of rod is connected by enlarged footing and dowel, anchor pole
The protection beam parcel soil bolt body of rod；Retaining walls body arranges dark beam with anchor pole junction.
The anchor pole protection beam bottom is provided with concrete bearing bed course.
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 connects, and the other end is fixed in the soil layer of retaining wall side by enlarged footing and dowel；Anchor pole and retaining wall composition connection
Close stress system, common opposing outside soil pressure.Anchor pole is placed in retaining wall middle and upper part, between soil excavation face and retaining wall
Anchor rod body arranges concrete protective beam, and anchor pole arranges dark beam with retaining wall junction.
The selection of design parameter and computational methods
The selection of 1 design parameter
According to《Rock soil anchor（Rope）Technical regulation》（CECS22:2005）In regulation, 1）Preferably avoid straight at ﹣ at anchor pole inclination angle
10 ° ~+10 ° of scope；2）Thickness of earth covering on anchor rod anchored section is not preferably less than 4.5m；3）The freedom length of anchor pole should be passed through
Potential failure surface is not less than 1.5m；4）The length of free segment is no less than 5.0m.Because less level inclination can be provided more
Big horizontal component and the longer arm of force, it is more favourable to reducing bottom moment, it is proposed that level inclination takes 15 °.For anchor pole is in gear
Tie point height can be chosen as follows on wall.
As shown in figure 3, rational pulling force effect point should meet anchor pole and barricade comprehensive cost is most saved, first according to engineering experience
The sectional dimension of selected retaining wall, rock-bolt length and sectional dimension, structural computational model is as shown in Figure 3.It is longer in order to pass through
The arm of force provides larger moment of flexure in retaining wall bottom, and to reach the purpose for reducing bottom moment, anchor rod anchored point is preferably positioned over gear
Wall top；But as shown in figure 4, when it is anchor rod anchored in retaining wall top when, because the inclination angle of anchor pole is less, meeting the above-mentioned 2nd
Under the regulation of bar, the length of free segment reaches 4500/sin（15°）=17387mm, causes rock-bolt length long, uneconomical to be not easy to
Construction, easily impact is produced in urban area on close to buildings.And work as the timing of rock-bolt length one, anchoring depth is L, anchor point
H is translated downwards, and valid bonding length can increase as L+H*cos（15°）/tan（15°）=L+3.6H, corresponding freedom length can
Reduce 3.6H.According to CECS22：The regulation of 7.5.3 bars in 2005, the anchoring depth of soil bolt takes 6 ~ 12m, therefore anchor point
Preferably take and can use under wall top 6/3.6 ~ 12/3.6=1.67 ~ 3.33m, it is proposed that 2 ~ 3m of value.
2 retaining wall computational methods
As shown in figure 3, anchor pole can be reduced to pull bar, retaining wall cantilever segment is highly H to retaining wall calculation diagram, and total height is H+
H1, away from wall apex distance from for X, axis force of anchor application point is H-X away from basement roof distance to bolt action point, Triangle Load Distribution
Maximum is q, calculate Fig. 3 shown in redundant structure internal force can obtain retaining wall key position bending moment design load M1, M2,
M3 and axis force of anchor, if axis force of anchor needs to select rock-bolt length or section again more than the design load of anchor pole.
Referring to the invention will be further described shown in Fig. 1 and Fig. 2.
a）1. the present invention includes retaining wall, and the soil bolt body of rod 2., 3., 4., protect dowel soil bolt enlarged footing by anchor pole
Beam 5., protection beam body end concrete cushion 6., the dark beam of wall body 7., aseismatic joint 8., agent structure outer wall of basement 9., basement
Top board 10., superstructure, waterproof cover composition soil bolt and the symphyogenetic structural system of retaining wall.
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 the dark beam of wall body.
c）Anchor bar body between retaining wall and soil excavation face arranges concrete protective beam and is 5. wrapped up, and prevents machinery from returning
Fill out or tamping apparatus produces destruction to the body of rod, 6. protection beam is provided with concrete bearing bed course with soil body junction, it is ensured that end is not
There is excessive sinking.
d）8. retaining wall arranges aseismatic joint with agent structure so as to disengage with agent structure, it is to avoid retaining wall is to body junction
Structure is antitorque to have a negative impact；Retaining wall top can arrange the waterproof cover being connected with agent structure.
Claims (5)
1. a kind of band anchor retaining wall in combination 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. according to claim 1 with anchor retaining wall, it is characterised in that：The anchor pole is by the body of rod, anchor pole protection beam, expansion
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 arranges dark beam.
3. according to claim 2 with anchor retaining wall, it is characterised in that：Anchor pole protection beam bottom is provided with concrete
Upholstery layer.
4. a kind of band anchor retaining wall method for designing in combination with agent structure, comprises the following steps：
Retaining wall lower end is connected with agent structure, using agent structure the resistant slide power of retaining wall, anchor pole one end and gear are provided
Cob wall connects, and the other end is fixed in the soil layer of retaining wall side by enlarged footing and dowel；Anchor pole is combined with retaining wall composition
Stress system, common opposing 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 arranges concrete protective beam, and anchor pole arranges dark beam with retaining wall junction；
Wherein 1）Anchor pole inclination angle is horizontal by less than 10 ° of ﹣ or more 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）The 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）4）Anchor pole tie point 2 ~ 3m below retaining wall top on retaining wall.
5. method for designing 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 |
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| CN106638674A true CN106638674A (en) | 2017-05-10 |
| CN106638674B CN106638674B (en) | 2019-04-02 |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107059916A (en) * | 2017-05-11 | 2017-08-18 | 山东同圆设计集团有限公司 | A kind of retaining wall disengaged with body structure portion and its construction method |
| 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 |
| CN115752319A (en) * | 2022-10-18 | 2023-03-07 | 天津风霖物联网科技有限公司 | Automatic horizontal displacement monitoring system and monitoring method |
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| JPS58199927A (en) * | 1982-05-18 | 1983-11-21 | Kajima Corp | Edge releasing method of steel member in cement-based hardened object |
| 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 |
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| JPS58199927A (en) * | 1982-05-18 | 1983-11-21 | Kajima Corp | Edge releasing method of steel member in cement-based hardened object |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107059916A (en) * | 2017-05-11 | 2017-08-18 | 山东同圆设计集团有限公司 | A kind of retaining wall disengaged with body structure portion and its construction method |
| 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 |
| WO2019100870A1 (en) * | 2017-11-22 | 2019-05-31 | 清华大学 | Design method for vertical anchor bolt retaining wall |
| 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 |
| CN115752319A (en) * | 2022-10-18 | 2023-03-07 | 天津风霖物联网科技有限公司 | Automatic horizontal displacement monitoring system and monitoring method |
| 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 |
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| Publication number | Publication date |
|---|---|
| CN106638674B (en) | 2019-04-02 |
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