CN206844132U - Superelevation light supporting structure - Google Patents
Superelevation light supporting structure Download PDFInfo
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- CN206844132U CN206844132U CN201720770084.6U CN201720770084U CN206844132U CN 206844132 U CN206844132 U CN 206844132U CN 201720770084 U CN201720770084 U CN 201720770084U CN 206844132 U CN206844132 U CN 206844132U
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- anchorage
- wall
- arm
- pull bar
- king pile
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Abstract
King pile, secondary stake are vertically arranged the utility model discloses superelevation light supporting structure, including made of armored concrete, in king pile, above secondary stake, between king pile and secondary stake cushion cap is provided with, breast boards made of armored concrete is provided with king pile；The top of king pile and secondary stake, which is set, helps arm；The horizontal embedded steel tube on arm is helped；It is additionally provided with and anchorage wall is made by armored concrete, horizontal embedded steel tube on anchorage wall；Pull bar is passed through from helping in the embedded steel tube on arm and anchorage wall；The end of the pull bar of anchorage wall is fixed with anchorage；Help on the outside of arm, fixed positioned at the end for the pull bar helped on arm with anchorage；Anchorage external application concrete sealing off and covering anchorage.Go for Protean site condition.
Description
Technical field
The utility model belongs to technical field of civil engineering, is related to a kind of superelevation light supporting structure.
Background technology
China《Highway subgrade design specification》(JTGD30-2004) the retaining structure type available for embankment side slope proposed
And applicable elements have：1) gravity retaining wall (including balance weight retaining wall) is with being applied to general area, soaking district and earthquake
The retaining engineerings such as curb, embankment and the cutting in area.Wall height is not more than 12.0m.2) half gravity retaining wall is applied to use
On the higher or weak ground of the level of ground water of gravity retaining wall, wall height is not preferably greater than 12.0m.3) cantilever retaining wall preferably exists
The relatively low embankment section of foundation bearing capacity uses, and wall height is no more than 5.0m.4) counterfort retaining wall preferably foundation bearing capacity compared with
Low embankment section uses, although specification is pointed out up to 15.0m.But in actual applications, when wall height more than 10.0m, to general
Earthen foundation, antiskid and the stability against overturning of its foundation bearing capacity and retaining wall are difficult to meet to require, and baseplate width will connect
Nearly wall is high.5) anchor plate retaining wall preferably uses should not surpass in the inadequate regional curb wall of building stones or embankment formula retaining wall, wall height
Cross 10.0m.Reinforced earth retaining wall is used for the curb wall in general area or embankment formula retaining walls height is not more than 12.0m.Prop up above
Keep off structure type the shortcomings that be：One side supporting and retaining system height of embankment is limited, on the other hand only has an earth-retaining function, no load-bearing and anti-skid
Function, it is not suitable for coming down, caves in, on soft soil foundation.
《High light-duty supporting and retaining system technology and application》The supporting and retaining system knot available for embankment side slope proposed in works such as (Zhang Yufang works)
Structure type and applicable elements have：High light-duty Prestressed Anchor Cable Poling Board Wall is applied to the steep height of embankment 12.0m- of physical relief
16.0m embankment supporting and retaining system, the supporting construction has certain anti-skid function, but must possess after wall and be suitable for prestressed cable anchorage
Stratum, and enough anchor forces can be provided, not be suitable for large-scale embankment location.High light anchorage plate retaining wall is applicable
In height of embankment 12.0m-16.0m embankment supporting and retaining system, but should not use in antiskid location.
With developing rapidly for the construction such as highway, railway, to adapt to Protean site condition and a wide range of high roadbed
The needs of (height of embankment is more than 16.0m, side slope total height more than 24.0m) slope supporting.Combined type retaining structure is exactly at this
Turn into the hot issue of engineers and technicians' concern under kind foreign and domestic situation again.
Utility model content
In order to achieve the above object, the utility model provides a kind of superelevation light supporting structure, goes for thousand changes ten thousand
The site condition of change, when height of embankment has in 12.0m-24.0m, side slope total height in 16.0m-30.0m with common retaining wall
Comparativity.When height of embankment is in 24.0m-30.0m, side slope total height has comparativity in 28.0m-34.0m with bridge, meanwhile,
With load-bearing, anti-skid and earth-retaining triple functions.
The utility model erects the technical scheme adopted is that superelevation light supporting structure, including made of armored concrete
It is straight that king pile, secondary stake are set, cushion cap is provided with above king pile and secondary stake, between king pile and secondary stake, reinforcing bar is provided with king pile
Breast boards made of concrete；The top of king pile and secondary stake, which is set, helps arm；The horizontal embedded steel tube on arm is helped；It is additionally provided with by steel
Reinforced concrete is made anchorage wall, horizontal embedded steel tube on anchorage wall；Pull bar is passed through from helping in the embedded steel tube on arm and anchorage wall；
The end of the pull bar of anchorage wall is fixed with anchorage；Help on the outside of arm, fixed positioned at the end for the pull bar helped on arm with anchorage；Outside anchorage
With concrete sealing off and covering anchorage.
The beneficial effects of the utility model are to combine cantilevered pile plate wall, double friction pile, high light-duty prestress anchorage cable
The technical characterstic of pile plate wall, high light anchorage plate retaining wall and counterfort retaining wall, have load-bearing, anti-skid and supporting and retaining system triple functions concurrently
Superelevation light supporting structure.Relative to traditional high roadbed, high slope, high light supporting structure, this supporting construction is deforming
Flexibility of validity, structure type arrangement of control etc. is embodied well.It mainly has the following aspects
Feature：
1) layout pattern is flexible.Peg board and anchorage wall combining form maneuverability, strong adaptability.A) after can be according to retaining wall
Banket the position of the middle plane of fracture and anchorage wall is arranged to separate type (Fig. 1,2), monoblock type vertical and integral inclined formula by orientation
(Fig. 3,4).For separate type anchorage wall：Each anchorage wall independent effect, its set location is flexible, but whole between each pull bar
The body coordination ability is poor.For overall vertical anchorage wall：Construction is quick and easy, one-shot forming, the total tune between each pull bar
Ability is good, but lower floor's pull bar length is big.For integral inclined formula anchorage wall：Can rationally it be determined according to the position of the plane of fracture and orientation
The position of anchorage wall and gradient, so as to reduce lower floor's pull bar length, the total tune ability between each pull bar is good, but anchorage wall
After banket must first compaction in layers, and slope is formed according to anchorage wall gradient, construction is complicated.B) arm can will be helped to be arranged to anti-chair
Formula (Fig. 2).Because anti-chair form is helped during the platform of arm is not disposed on and bankets, but on the outside of side slope, therefore can be according to actual feelings
Condition plants flowers and plants etc. to coordinate surrounding landscape on platform.C) cushion cap set location can be changed according to actual conditions to adjust and assist
Adjust deformation and the internal force of top and the bottom structure.D) flexible reasonable Arrangement multilayer pull bar on arm can be helped each according to retaining wall height,
So as to improve earth-retaining height, and adjust and the internal force for coordinating top and the bottom structure and deformation.E) can be reasonable according to landform geological conditions
Flexible arrangement substructure (king pile, secondary stake below cushion cap), gives full play to load-bearing, anti-skid and supporting and retaining system triple functions.
2) cushion cap, king pile, secondary stake and pull bar form an indeterminate space structure, and integral rigidity and anti-skid ability are much larger than
Single row pillars retaining structure, high light-duty Prestressed Anchor Cable Poling Board Wall, high light anchorage plate retaining wall.Due to the setting of pull bar so that
Internal forces drastically decline, and its horizontal displacement substantially reduces.Simultaneously can be by applying prestressing force to pull bar is appropriate to enter one
Step reduces Internal forces and its horizontal displacement, and adjusts the distribution of cushion cap bottom vertical pressure, can supporting and retaining system than high light-duty prestressing force
The higher embankment side slope of anchor cable pile plate wall, high light anchorage plate retaining wall.
3) cushion cap top is banketed after gravity makes retaining structure entirety center of gravity and moves the ability for enhancing resistance soil pressure, is effectively carried
The high resistance to overturning of retaining structure.Simultaneously as the setting of cushion cap makes pile foundation be acted on by vertical force, pile body is improved
Shear-carrying capacity, and vertical load can be transferred to deeper soil layer.Therefore, either in terms of structure stress and settlement Control
Better than other retaining structure patterns.
4) this retaining structure is indeterminate space structure, can the distribution of adjust automatically Internal forces, be allowed to adapt to complicated and changeable
Loading condition, also can adjust the horizontal displacement of Internal forces and retaining structure by applying prestressing force to pull bar.
5) when potential water use or inadequate foundation bearing capacity be present in native (rock) layer in bottom, bottom pile foundation play it is anti-skid,
Load-bearing and earth-retaining triple functions.For steep slope region, effective anchor force is provided when good and hard stable rock-soil layer be present
When, anchorage pull bar can be changed to anchor pole (rope), or the form being combined using anchor pole (rope) with anchorage pull bar.
Brief description of the drawings
, below will be to embodiment in order to illustrate more clearly of the utility model embodiment or technical scheme of the prior art
Or the required accompanying drawing used is briefly described in description of the prior art, it should be apparent that, drawings in the following description are only
It is some embodiments of the utility model, for those of ordinary skill in the art, is not paying the premise of creative work
Under, other accompanying drawings can also be obtained according to these accompanying drawings.
Fig. 1 be used in the utility model embodiment help arm chair form pile plate wall combine anchorage wall supporting construction figure.
Fig. 2 is that used in the utility model embodiment counter helps arm chair form pile plate wall to combine anchorage wall supporting construction figure.
Fig. 3 be used in the utility model embodiment help arm chair form pile plate wall to combine overall vertical anchorage wall supporting knot
Composition.
Fig. 4 be used in the utility model embodiment help arm chair form pile plate wall to combine integral inclined formula anchorage wall supporting knot
Composition.
In figure, 1. king piles, 2. secondary stakes, 3. cushion caps, 4. breast boards, 5. help arm, 6. embedded steel tubes, 7. anchorages, 8. concrete,
9. cement mortar, 10. pull bars, 11. anchorage walls.
Embodiment
Below in conjunction with the accompanying drawing in the utility model embodiment, the technical scheme in the embodiment of the utility model is carried out
Clearly and completely describing, it is clear that described embodiment is only the utility model part of the embodiment, rather than whole
Embodiment.Based on the embodiment in the utility model, those of ordinary skill in the art are not under the premise of creative work is made
The every other embodiment obtained, belong to the scope of the utility model protection.
Superelevation light supporting structure, structure are vertical as shown in any forms of Fig. 1-4, including made of armored concrete
King pile 1, secondary stake 2 are set, are provided with cushion cap 3 above secondary stake 2, between king pile 1 and secondary stake 2, being provided with reinforcing bar on king pile 1 mixes
Breast boards 4 made of solidifying soil；The top of king pile 1 and secondary stake 2, which is set, helps arm 5；The horizontal embedded steel tube 6 on arm 5 is helped；It is additionally provided with
Anchorage wall 11 is made by armored concrete, horizontal embedded steel tube 6 on anchorage wall 11；Pull bar 10 is from helping on arm 5 and anchorage wall 11
Passed through in embedded steel tube 6；The end anchorage 7 of the pull bar 10 of anchorage wall 11 is fixed；Help on the outside of arm, positioned at the pull bar helped on arm 5
10 end anchorage 7 is fixed；The external application concrete eight sealing off and covering anchorage of anchorage 7.
As shown in Figure 1, 2, anchorage wall 11 can use separate type, and be vertically arranged, can be according to specific environment, will
King pile 1 sets the direction (such as Fig. 1) away from anchorage wall 11, and king pile 1 can be arranged close to the direction (such as Fig. 2) of anchorage wall 11；
As shown in Figure 3,4, anchorage wall 11 can use one, be specifically as follows (such as Fig. 3) being vertically arranged, or tilting
(such as Fig. 4).
, can be according to any in Fig. 1-4 using superelevation light supporting structure improvement high roadbed, the method for high slope engineering
Retaining structure, specifically follow the steps below：
Step 1, king pile 1, secondary stake 2 are vertically arranged, king pile 1 is made up with secondary stake 2 of armored concrete, can use manually digging hole
Bored concrete pile or mechanical hole perfusion post.The king pile 1 of below ground and the secondary one-time cast-forming of stake 2, more than ground king pile 1 with it is secondary
Stake 2 can be according to actual conditions using repeatedly cast, but joint part answers first dabbing, and splice should meet relevant code requirement.It is main
Stake 1 is no less than 600mm with secondary 2 footpaths of stake, and strength grade of concrete is not less than C25, and pile foundation depth meets design requirement；
Step 2, breast boards 4 of the cushion cap below 3 is constructed, and breast boards 4 is made up of armored concrete, can use cast-in-site,
Also precast assembly can be used.Breast boards 4 thickness of the cushion cap below 3 is 120-200mm, and strength grade of concrete is not less than C25；
Step 3, banket between stake and after stake and answer placement in layers to be compacted, lift height is not more than 50cm, away from king pile 1 and secondary stake 2
And banketing in the range of the distance 1.0m of breast boards 4 is compacted with baby roller (being less than 1 ton) or ramming machine, compactness is no less than
85%；
Step 4, cushion cap 3 is constructed, and king pile 1 sets cushion cap 3 to be made up of armored concrete with the secondary upper horizontal of stake 2, using existing
Field cast.The thickness of cushion cap 3 is no less than 400mm, and strength grade of concrete is not less than C25；
Step 5, cushion cap more than 3 helps that arm 5 is constructed with breast boards 4 and steel pipe 6 is pre-buried, helps arm 5 with breast boards 4 by reinforced concrete
Soil is made, and using cast-in-site, breast boards 4 can also use precast assembly.Spilled water hole, sluicing pitch of holes should be reserved on breast boards 4
2-3m, aperture 50-100mm, the thickness of more than 3 breast boards of cushion cap 4 is 150-200mm, and sandstone anti-filter should be set after breast boards 4
Layer.Help the thickness of arm 5 to be no less than 300mm, help the spacing 2-3m of arm 5, before helping the concrete of arm 5 to pour into a mould, should helped according to design attitude
Horizontal embedded steel tube 6 on arm 5, the internal diameter of embedded steel tube 6 should determine according to the pull bar diameter of design.Help arm 5 and the concrete of breast boards 4
Strength grade is not less than C25.
Step 6, anchorage wall 11 is constructed, and anchorage wall 11 is made up of armored concrete, using cast-in-site.It is mixed in anchorage wall 11
, should be according to design attitude before solidifying soil cast, the horizontal embedded steel tube 6 on anchorage wall 11, the internal diameter of steel pipe 6 should be according to the pull bar of design
10 diameter determines.The thickness of anchorage wall 11 is no less than 300mm, and strength grade of concrete is not less than C25；
Step 7, banketed after the breast boards 4 of cushion cap more than 3, banketed after breast boards 4 and answer compaction in layers, lift height is not more than
50cm, away from banketing with baby roller (being less than 1 ton) or beating in the range of the distance 1.0m for helping arm 5, breast boards 4 and anchorage wall 11
Tamping machine is compacted, and compactness is no less than 85%.Filling for soil should install according to the set location of pull bar 10 with pull bar 10, tensioning and lock
Determine handover progress；
Step 8, pull bar 10 position, install, in tensioning, locking, sealing off and covering anchorage concrete eight and hole grout injection 9 construction.Draw
Bar 10 uses deformed bar or steel strand wires.Pull bar 10 positions, install and tensioning fills handover progress with native after breast boards 4, directly
To top of the slope designed elevation.Before the installation of pull bar 10, first embankment to the design level height above 0.2m of pull bar 10, embankment compactness reaches
It after to regulation requirement can start that pull bar 10 is installed.When pull bar 10 is installed, should first it be compacted according to the design plane position of pull bar 10
The grooving of embankment surface, groove width 0.3m, the low 10cm of the designed elevation of depth ratio pull bar 10.The specification and quantity Ying Yushe of the material of pull bar 10
Meter requirement is consistent.When pull bar 10 is using prestress wire, non-bending steel cable should be used to make, steel strand wires are attached except two intermediate plate
Near outer, remainder first brushes twice of antifouling paint, then fills anti-corrosion grease, and outer casing internal diameter 17mm, wall thickness are not less than 1mm's
Hard plastic tube.Pull bar 10 is passed through from helping in the embedded steel tube 6 on arm 5 and anchorage wall 11, is embedded in the pull bar groove excavated.Will
End anchorage 7 positioned at the pull bar 10 of anchorage wall 11 installs, and is pointed on anchorage wall 11 cement injection in embedded steel tube 6
Slurry 9, while carry out the construction positioned at sealing off and covering anchorage concrete eight on anchorage wall 11.The groove of pull bar 10 can fill pressure with soil or 37 lime earth
It is real.When continuation embankment is densified to 10 absolute altitude above 1.0m of pull bar, the upper connecting rod 10 of arm 5 is helped helping with anchorage 7 to be located on the outside of arm
End install.The tensioning of pull bar 10, tensioning classification, tensile load, tensioning time are determined by design requirement.It should be noted that during tensioning
The change of deformation and the embankment of arm 5 is helped, such as found the abnormal situation, tensioning should be stopped, being ascertained the reason, taken measures.
Above step 8 is repeated up to embankment to top of the slope.After embankment is fully completed, all pull bars 10 are entered by design requirement
Row mends tensioning, and is pointed to help on arm 5 grout injection 9 in embedded steel tube 6, while be located at and help sealing off and covering anchorage concrete eight on arm 5
Construction.
Preferred embodiment of the present utility model is the foregoing is only, is not intended to limit protection model of the present utility model
Enclose.All made within spirit of the present utility model and principle any modification, equivalent substitution and improvements etc., are all contained in this reality
With in new protection domain.
Claims (1)
1. superelevation light supporting structure, it is characterised in that including being vertically arranged king pile (1), secondary stake made of armored concrete
(2) cushion cap (3), is provided with above king pile (1) and secondary stake (2), between king pile (1) and secondary stake (2), is set on king pile (1)
There is breast boards made of armored concrete (4)；The top of king pile (1) and secondary stake (2), which is set, helps arm (5)；It is horizontal on arm (5) is helped
Embedded steel tube (6)；It is additionally provided with and anchorage wall (11) is made by armored concrete, horizontal embedded steel tube (6) on anchorage wall (11)；Draw
Bar (10) is passed through from helping in the embedded steel tube (6) on arm (5) and anchorage wall (11)；Use the end of the pull bar (10) of anchorage wall (11)
Anchorage (7) is fixed；Help on the outside of arm, be fixed with anchorage (7) positioned at the end for the pull bar (10) helped on arm (5)；Anchorage (7) external application mixes
Solidifying soil (8) sealing off and covering anchorage.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720770084.6U CN206844132U (en) | 2017-06-29 | 2017-06-29 | Superelevation light supporting structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720770084.6U CN206844132U (en) | 2017-06-29 | 2017-06-29 | Superelevation light supporting structure |
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| Publication Number | Publication Date |
|---|---|
| CN206844132U true CN206844132U (en) | 2018-01-05 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201720770084.6U Expired - Fee Related CN206844132U (en) | 2017-06-29 | 2017-06-29 | Superelevation light supporting structure |
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| CN (1) | CN206844132U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107100180A (en) * | 2017-06-29 | 2017-08-29 | 湖南工业大学 | Superelevation light supporting structure and improvement high roadbed, the method for high slope engineering |
| CN108375504A (en) * | 2018-01-25 | 2018-08-07 | 河海大学 | A kind of anchorage formula reaction frame experimental rig suitable for underground space structure |
| CN111259478A (en) * | 2020-01-20 | 2020-06-09 | 中铁二院工程集团有限责任公司 | Method for inhibiting deformation of existing cutting gravity type retaining wall |
-
2017
- 2017-06-29 CN CN201720770084.6U patent/CN206844132U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107100180A (en) * | 2017-06-29 | 2017-08-29 | 湖南工业大学 | Superelevation light supporting structure and improvement high roadbed, the method for high slope engineering |
| CN108375504A (en) * | 2018-01-25 | 2018-08-07 | 河海大学 | A kind of anchorage formula reaction frame experimental rig suitable for underground space structure |
| CN108375504B (en) * | 2018-01-25 | 2020-12-15 | 河海大学 | Anchorage type reaction frame test device suitable for underground space structure |
| CN111259478A (en) * | 2020-01-20 | 2020-06-09 | 中铁二院工程集团有限责任公司 | Method for inhibiting deformation of existing cutting gravity type retaining wall |
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| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20180105 Termination date: 20190629 |