CN107100180A - Superelevation light supporting structure and improvement high roadbed, the method for high slope engineering - Google Patents
Superelevation light supporting structure and improvement high roadbed, the method for high slope engineering Download PDFInfo
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- CN107100180A CN107100180A CN201710512768.0A CN201710512768A CN107100180A CN 107100180 A CN107100180 A CN 107100180A CN 201710512768 A CN201710512768 A CN 201710512768A CN 107100180 A CN107100180 A CN 107100180A
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- pull bar
- anchorage
- arm
- breast boards
- wall
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- 239000004567 concrete Substances 0.000 claims abstract description 51
- 210000000481 Breast Anatomy 0.000 claims abstract description 47
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 45
- 239000010959 steel Substances 0.000 claims abstract description 45
- 238000010276 construction Methods 0.000 claims abstract description 28
- 238000007789 sealing Methods 0.000 claims abstract description 13
- 238000011068 load Methods 0.000 claims abstract description 11
- 238000002347 injection Methods 0.000 claims abstract description 10
- 239000007924 injection Substances 0.000 claims abstract description 10
- 239000011440 grout Substances 0.000 claims abstract description 9
- 238000009434 installation Methods 0.000 claims abstract description 7
- 239000002689 soil Substances 0.000 claims description 18
- 238000005056 compaction Methods 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 235000008733 Citrus aurantifolia Nutrition 0.000 claims description 3
- 235000015450 Tilia cordata Nutrition 0.000 claims description 3
- 235000011941 Tilia x europaea Nutrition 0.000 claims description 3
- 230000003373 anti-fouling Effects 0.000 claims description 3
- 238000005452 bending Methods 0.000 claims description 3
- 238000005260 corrosion Methods 0.000 claims description 3
- 239000004519 grease Substances 0.000 claims description 3
- 239000004571 lime Substances 0.000 claims description 3
- 239000003973 paint Substances 0.000 claims description 3
- 230000002159 abnormal effect Effects 0.000 claims description 2
- 230000005484 gravity Effects 0.000 description 5
- 238000006073 displacement reaction Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 230000003014 reinforcing Effects 0.000 description 2
- 239000002965 rope Substances 0.000 description 2
- 230000036536 Cave Effects 0.000 description 1
- 238000010009 beating Methods 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 230000002708 enhancing Effects 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
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- 238000002791 soaking Methods 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
-
- 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
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0225—Retaining or protecting walls comprising retention means in the backfill
- E02D29/0233—Retaining or protecting walls comprising retention means in the backfill the retention means being anchors
Abstract
The invention discloses superelevation light supporting structure and improvement high roadbed, the method for high slope engineering, first it is vertically arranged king pile, secondary stake, then the bulkhead construction below cushion cap, banketing between stake and after stake answers placement in layers to be compacted, more than bearing platform construction, cushion cap help arm and bulkhead construction and steel pipe pre-buried, the construction of anchorage wall, banketed after breast boards more than cushion cap, the construction of grout injection in pull bar positioning, installation, tensioning, locking, sealing off and covering anchorage concrete and hole.Go for Protean site condition, when height of embankment is in 12.0m 24.0m, side slope total height has comparativity in 16.0m 30.0m with common retaining wall.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.
Description
Technical field
The invention belongs to technical field of civil engineering, it is related to a kind of superelevation light supporting structure and administers high roadbed, flash
The method of slope engineering.
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 is high not to be preferably greater than 12.0m.3) cantilever retaining wall preferably exists
The relatively low embankment section of foundation bearing capacity is used, and wall height is no more than 5.0m.4) counterfort retaining wall preferably foundation bearing capacity compared with
Low embankment section is used, although specification is pointed out up to 15.0m.But in actual applications, when wall height is 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 is preferably used in the inadequate regional curb wall of building stones or embankment formula retaining wall, and wall height should not surpass
Cross 10.0m.The curb wall or embankment formula retaining walls height that reinforced earth retaining wall is used for general area are not more than 12.0m.Prop up above
Keeping off the shortcoming of structure type is：One side supporting and retaining system height of embankment is limited, on the other hand only has earth-retaining function, no load-bearing and anti-skid
Function, 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 it 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 need for (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
Plant turns into the hot issue that engineers and technicians pay close attention to again under foreign and domestic situation.
The content of the invention
In order to achieve the above object, the present invention provides a kind of superelevation light supporting structure, goes for Protean
Site condition, when height of embankment is in 12.0m-24.0m, side slope total height has comparable in 16.0m-30.0m with common retaining wall
Property.When height of embankment is in 24.0m-30.0m, side slope total height has comparativity in 28.0m-34.0m with bridge, meanwhile, have
Load-bearing, anti-skid and earth-retaining triple functions.
It is a further object of the present invention to provide above-mentioned superelevation light supporting structure improvement high roadbed, the side of high slope engineering
Method.
The technical solution adopted in the present invention is, superelevation light supporting structure, including vertical setting of being made of armored concrete
King pile, secondary stake are put, cushion cap is provided with above king pile and secondary stake, between king pile and secondary stake, reinforced concrete is provided with king pile
The breast boards that soil is made；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 is mixed by reinforcing bar
Horizontal embedded steel tube on anchorage wall, anchorage wall is made in solidifying soil；Pull bar is passed through from the embedded steel tube on arm and anchorage wall is helped；Anchorage
The end of the pull bar of 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 is mixed
Solidifying grave anchor.
Another technical scheme of the present invention is to administer high roadbed, high slope work using superelevation light supporting structure
The method of journey, is specifically followed the steps below：
Step 1, king pile, secondary stake are vertically arranged, king pile is made up with secondary stake of armored concrete, king pile and the pair of below ground
King pile more than stake one-time cast-forming, ground uses multiple cast with secondary stake according to actual conditions, and joint part should first dabbing；
Step 2, the bulkhead construction below cushion cap：Breast boards is made up of armored concrete；
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 and secondary stake and
Breast boards banketing in the range of 1m is compacted with the baby roller or ramming machine less than 1 ton, and compactness is no less than 85%；
Step 4, bearing platform construction, king pile sets cushion cap to be made up of armored concrete with secondary stake upper horizontal, is poured using scene
Note；
Step 5, more than cushion cap help arm and bulkhead construction and steel pipe pre-buried：Help arm with breast boards by armored concrete system
Into, sandstone loaded filter is set after breast boards, should be according to design attitude before helping arm concrete to pour into a mould, level is pre- on arm is helped
Steel pipe is buried, embedded steel tube internal diameter is determined according to the pull bar diameter of design；
Step 6, anchorage wall is constructed：Anchorage wall is made up of armored concrete, using cast-in-site, is poured in anchorage wall concrete
, should be according to design attitude before note, the horizontal embedded steel tube on anchorage wall, pipe diameter according to pull bar diameter determine；
Step 7, banketed after breast boards more than cushion cap, banketed after breast boards and answer compaction in layers, lift height is not more than
50cm, away from the banketing with the baby roller or ramming machine pressure less than 1 ton in the range of 1m for helping arm, breast boards and anchorage wall
Real, compactness is no less than 85%；Filling for soil should be installed, tensioning and locking handover are carried out according to pull bar set location with pull bar；
Step 8, in pull bar positioning, installation, tensioning, locking, sealing off and covering anchorage concrete and hole grout injection construction：Pull bar is determined
Native handover of filling is carried out after position, installation and tensioning and breast boards, until designed elevation is pushed up on slope；Before pull bar installation, first embankment
To pull bar design level height above 0.2m, embankment compactness reaches can start to install pull bar after regulation requirement；Pull bar is installed
When, should be according to pull bar design plane position first in compacting embankment surface grooving, groove width 0.3m, depth ratio pull bar designed elevation is low
10cm；Pull bar is passed through from the embedded steel tube on arm and anchorage wall is helped, is embedded in the pull bar groove excavated；Anchorage will be located at
The end of the pull bar of wall is good with anchorage installation, and is pointed on anchorage wall grout injection in embedded steel tube, while being located at
The construction of sealing off and covering anchorage concrete on anchorage wall, pull bar groove fills compacting with soil or 37 lime earth, and pull bar is densified to continuing embankment
During absolute altitude above 1m, helping positioned at helping the end of arm upper connecting rod to install on the outside of arm with anchorage, pull bar tensioning, tensioning classification,
Tensile load, tensioning time are determined by design requirement, and the change of deformation and the embankment of helping arm is should be noted that during tensioning, is such as noted abnormalities
Situation, should stop tensioning, ascertain the reason, take measures；Above step 8 is repeated until embankment is fully completed to slope top in embankment
Afterwards, benefit tensioning is carried out to all pull bars by design requirement, and is pointed to help on arm grout injection in embedded steel tube, carried out simultaneously
Positioned at the construction for helping sealing off and covering anchorage concrete on arm.
Further, in the step 1, king pile uses manually digging hole filling pile or mechanical hole perfusion post with secondary stake, main
Stake is no less than 600mm with secondary stake stake footpath, and strength grade of concrete is not less than C25.
Further, in the step 2, breast boards is using cast-in-site or uses precast assembly；Earth-retaining below cushion cap
Plate thickness is 120-200mm, and strength grade of concrete is not less than C25.
Further, in the step 4, cushion cap thickness is no less than 400mm, and strength grade of concrete is not less than C25.
Further, in the step 5, spilled water hole, sluicing pitch of holes 2-3m, aperture are reserved on breast boards more than cushion cap
Earth-retaining plate thickness more than 50-100mm, cushion cap is 150-200mm.
Further, in the step 5, help arm thickness to be no less than 300mm, help arm spacing 2-3m, help arm and breast boards mixed
Solidifying soil strength grade is not less than C25.
Further, in the step 6, anchorage wall thickness is no less than 300mm, and strength grade of concrete is not less than C25.
Further, in the step 8, pull bar uses deformed bar or steel strand wires.
Further, when the pull bar uses steel strand wires, made using non-bending steel cable, 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 is 17mm, wall thickness not less than 1mm
Hard plastic tube.
The beneficial effects of the invention are as follows combine cantilevered pile plate wall, double friction pile, high light-duty prestress anchorage cable peg board
The technical characterstic of wall, high light anchorage plate retaining wall and counterfort retaining wall, has load-bearing concurrently, anti-skid and supporting and retaining system triple functions super
High light supporting structure.Relative to traditional high roadbed, high slope, high light supporting structure, this supporting construction is in Deformation control
Validity, structure type arrangement flexibility in terms of be able to embody well.The characteristics of it mainly has the following aspects：
1) layout pattern is flexible.Peg board and anchorage wall combining form maneuverability, strong adaptability.A) after can be according to retaining wall
Anchorage wall is arranged to separate type (Fig. 1,2), monoblock type vertical and integral inclined formula by the banket position and orientation of the middle plane of fracture
(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 and orientation of the plane of fracture
The position of anchorage wall and gradient, so that the total tune ability reduced between lower floor's pull bar length, 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) it can change cushion cap set location to adjust and assist according to actual conditions
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 below cushion cap, secondary stake), 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 constitute 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 is substantially reduced.Simultaneously can be by entering one to the appropriate application prestressing force of pull bar
Step reduction Internal forces and its horizontal displacement, and adjust 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 the overall center of gravity of retaining structure 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, and the Internal forces distribution of energy adjust automatically is 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 there is potential water use or inadequate foundation bearing capacity 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 there is good and hard stable rock-soil layer
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
In order to illustrate more clearly about the embodiment of the present invention or technical scheme of the prior art, below will be to embodiment or existing
There is the accompanying drawing used required in technology description to be briefly described, it should be apparent that, drawings in the following description are only this
Some embodiments of invention, for those of ordinary skill in the art, on the premise of not paying creative work, can be with
Other accompanying drawings are obtained according to these accompanying drawings.
Fig. 1 be use in the embodiment of the present invention help arm chair form pile plate wall to combine anchorage wall supporting construction figure.
Fig. 2 is that use in the embodiment of the present invention counter helps arm chair form pile plate wall to combine anchorage wall supporting construction figure.
Fig. 3 be use in the embodiment of the present invention help the overall vertical anchorage wall supporting construction of arm chair form pile plate wall joint
Figure.
Fig. 4 be use in the embodiment of the present invention help arm chair form pile plate wall to combine integral inclined formula anchorage wall supporting construction
Figure.
In figure, 1. king piles, 2. secondary stakes, 3. cushion caps, 4. breast boards, 5. help arm, and 6. embedded steel tubes, 7. anchorages, 8. sealing off and covering anchorages are mixed
Solidifying soil, 9. cement mortars, 10. pull bars, 11. anchorage walls.
Embodiment
Below in conjunction with the accompanying drawing in the embodiment of the present invention, the technical scheme in the embodiment of the present invention is carried out clear, complete
Site preparation is described, it is clear that described embodiment is only 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.
Superelevation light supporting structure, structure as shown in any forms of Fig. 1-4, including armored concrete be made it is vertical
King pile 1, secondary stake 2 are set, cushion cap 3 is provided between the secondary top of stake 2, king pile 1 and secondary stake 2, reinforcing bar is provided with king pile 1 and is mixed
The breast boards 4 that solidifying soil is made；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
Horizontal embedded steel tube 6 on anchorage wall 11, anchorage wall 11 is made by armored concrete；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 sealing off and covering anchorage concrete eight of anchorage 7 is fixed.
As shown in Figure 1, 2, anchorage wall 11 can be using separate type, and is 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 be specifically as follows (such as Fig. 3) being vertically arranged, or tilting using one
(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, is specifically followed 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.More than the king pile 1 of below ground and the secondary one-time cast-forming of stake 2, ground king pile 1 and pair
Stake 2 can be according to actual conditions using multiple 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 the banketing in the range of 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, using cast-in-site, and 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 are 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 be determined 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 is determined.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 the banketing with baby roller (being less than 1 ton) or beating in the range of 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 be installed 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, tensioning, locking, in 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 and breast boards 4 after it is native fill handover progress, directly
Designed elevation is pushed up to slope.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., should be according to the design plane position of pull bar 10 first in compacting when pull bar 10 is installed
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, it should be made using non-bending steel cable, 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 is 17mm, wall thickness not less than 1mm
Hard plastic tube.Pull bar 10 is passed through in the embedded steel tube 6 on arm 5 and anchorage wall 11 from helping, is embedded in the pull bar groove excavated.Will
End anchorage 7 positioned at the pull bar 10 of anchorage wall 11 is installed, and is pointed on anchorage wall 11 cement injection in embedded steel tube 6
Slurry 9, while be located at the construction of 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 be found the abnormal situation, tensioning should be stopped, being ascertained the reason, taken measures.
Above step 8 is repeated until embankment to slope is pushed up.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, and sealing off and covering anchorage concrete eight on arm 5 is helped while be located at
Construction.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the scope of the present invention.It is all
Any modification, equivalent substitution and improvements made within the spirit and principles in the present invention etc., are all contained in protection scope of the present invention
It is interior.
Claims (10)
1. superelevation light supporting structure, it is characterised in that be vertically arranged king pile (1), secondary stake including what armored concrete was made
(2) cushion cap (3), is provided between king pile (1) and secondary stake (2) top, king pile (1) and secondary stake (2), is set on king pile (1)
There is the breast boards (4) that armored concrete is made；The top of king pile (1) and secondary stake (2), which is set, helps arm (5)；The level on arm (5) is helped
Embedded steel tube (6)；It is additionally provided with and horizontal embedded steel tube (6) on anchorage wall (11), anchorage wall (11) is made by armored concrete；Draw
Bar (10) is passed through in the embedded steel tube (6) on arm (5) and anchorage wall (11) from helping；Use the end of the pull bar (10) of anchorage wall (11)
Anchorage (7) is fixed；Help on the outside of arm, fixed positioned at the end for the pull bar (10) helped on arm (5) with anchorage (7)；Anchorage (7) external application is mixed
Solidifying soil (8) sealing off and covering anchorage.
2. high roadbed, the method for high slope engineering are administered using superelevation light supporting structure, it is characterised in that specifically according to following
Step is carried out：
Step 1, king pile (1), secondary stake (2) are vertically arranged, king pile (1) is made up with secondary stake (2) of armored concrete, below ground
King pile (1) more than king pile (1) and secondary stake (2) one-time cast-forming, ground is used with secondary stake (2) according to actual conditions repeatedly to be poured
Note, joint part should first dabbing；
Step 2, breast boards (4) construction of cushion cap (3) below：Breast boards (4) is made up of armored concrete；
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 breast boards (4) banketing in the range of 1m is compacted with the baby roller or ramming machine less than 1 ton, 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 secondary stake (2) upper horizontal, adopts
Use cast-in-site；
Step 5, more than cushion cap (3) help arm (5) and breast boards (4) construction and steel pipe (6) pre-buried：Help arm (5) and breast boards (4) by
Armored concrete is made, and sandstone loaded filter is set afterwards in breast boards (4), before helping arm (5) concrete to pour into a mould, should be according to design position
Put, the horizontal embedded steel tube (6) on arm (5) is helped, embedded steel tube (6) internal diameter is determined according to the pull bar diameter of design；
Step 6, anchorage wall (11) is constructed：Anchorage wall (11) is made up of armored concrete, using cast-in-site, in anchorage wall (11)
Concrete cast before, should be according to design attitude, the horizontal embedded steel tube (6) on anchorage wall (11), steel pipe (6) internal diameter according to drawing
The diameter of bar (10) is determined；
Step 7, banketed after breast boards (4) more than cushion cap (3), banketed after breast boards (4) and answer compaction in layers, lift height is little
In 50cm, away from the banketing with the small-sized pressure road less than 1 ton in the range of 1m for helping arm (5), breast boards (4) and anchorage wall (11)
Machine or ramming machine compacting, compactness are no less than 85%；Filling for soil should be pacified according to pull bar (10) set location with pull bar (10)
Dress, tensioning and locking handover are carried out；
Step 8, in pull bar (10) positioning, installation, tensioning, locking, sealing off and covering anchorage concrete (8) and hole grout injection (9) construction：
Pull bar (10) positioning, install and tensioning and breast boards (4) are native afterwards fills handover progress, until slope top designed elevation；In pull bar
(10) before installing, first embankment to pull bar (10) design level height above 0.2m, embankment compactness reaches can after regulation requirement
Start that pull bar (10) is installed；When pull bar (10) are installed, it should first be dug according to pull bar (10) design plane position on compacting embankment surface
Groove, groove width 0.3m, depth ratio pull bar (10) low 10cm of designed elevation；By pull bar (10) from helping on arm (5) and anchorage wall (11)
Embedded steel tube is passed through in (6), is embedded in the pull bar groove excavated；The end anchor of the pull bar (10) of anchorage wall (11) will be located at
Tool (7) is installed, and is pointed to embedded steel tube (6) interior grout injection (9) on anchorage wall (11), while carrying out being located at anchorage wall
(11) construction of sealing off and covering anchorage concrete (8) on, pull bar (10) groove fills compacting with soil or 37 lime earth, is densified to continuing embankment
During pull bar (10) absolute altitude above 1m, the end of arm (5) upper connecting rod (10) is helped to install helping with anchorage (7) to be located on the outside of arm,
Pull bar (10) tensioning, tensioning classification, tensile load, tensioning time are determined by design requirement, and the change for helping arm (5) is should be noted that during tensioning
Shape and the change of embankment, such as found the abnormal situation, and should stop tensioning, ascertain the reason, take measures；
Above step 8 is repeated until embankment to slope is pushed up, after embankment is fully completed, by design requirement to all pull bars (10) progress
Tensioning is mended, and is pointed to help embedded steel tube (6) interior grout injection (9) on arm (5), sealing off and covering anchorage on arm (5) is helped while be located at
The construction of concrete (8).
3. use superelevation light supporting structure according to claim 2 administers high roadbed, the method for high slope engineering, it is special
Levy and be, in the step 1, king pile (1) uses manually digging hole filling pile or mechanical hole perfusion post, king pile (1) with secondary stake (2)
600mm is no less than with secondary stake (2) stake footpath, strength grade of concrete is not less than C25.
4. use superelevation light supporting structure according to claim 2 administers high roadbed, the method for high slope engineering, it is special
Levy and be, in the step 2, breast boards (4) is using cast-in-site or uses precast assembly；The breast boards (4) of cushion cap (3) below
Thickness is 120-200mm, and strength grade of concrete is not less than C25.
5. use superelevation light supporting structure according to claim 2 administers high roadbed, the method for high slope engineering, it is special
Levy and be, in the step 4, cushion cap (3) thickness is no less than 400mm, and strength grade of concrete is not less than C25.
6. use superelevation light supporting structure according to claim 2 administers high roadbed, the method for high slope engineering, it is special
Levy and be, in the step 5, spilled water hole, sluicing pitch of holes 2-3m, aperture 50- are reserved on breast boards (4) more than cushion cap (3)
Breast boards (4) thickness more than 100mm, cushion cap (3) is 150-200mm.
7. use superelevation light supporting structure according to claim 2 administers high roadbed, the method for high slope engineering, it is special
Levy and be, in the step 5, help arm (5) thickness to be no less than 300mm, help arm (5) spacing 2-3m, help arm (5) and breast boards (4)
Strength grade of concrete is not less than C25.
8. use superelevation light supporting structure according to claim 2 administers high roadbed, the method for high slope engineering, it is special
Levy and be, in the step 6, anchorage wall (11) thickness is no less than 300mm, and strength grade of concrete is not less than C25.
9. use superelevation light supporting structure according to claim 2 administers high roadbed, the method for high slope engineering, it is special
Levy and be, in the step 8, pull bar (10) uses deformed bar or steel strand wires.
10. use superelevation light supporting structure according to claim 9 administers high roadbed, the method for high slope engineering, its
It is characterised by, when the pull bar (10) is using steel strand wires, made using non-bending steel cable, steel strand wires are except near the intermediate plate of two
Outside, remainder first brushes twice of antifouling paint, then fills anti-corrosion grease, and outer casing internal diameter is 17mm, wall thickness is hard not less than 1mm
Modeling pipe.
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| CN107700500A (en) * | 2017-09-14 | 2018-02-16 | 深圳百勤建设工程有限公司 | Slope retaining structure and slope supporting draining integral system |
| CN108130917A (en) * | 2017-12-25 | 2018-06-08 | 中国二十冶集团有限公司 | Pile foundation earth-retaining wall construction method |
| CN110284432A (en) * | 2019-06-04 | 2019-09-27 | 中交路桥建设有限公司 | A kind of high roadbed area first applies fills out abutment construction method afterwards |
| CN111291487A (en) * | 2020-02-13 | 2020-06-16 | 中铁二院工程集团有限责任公司 | Method for improving shear-resistant bearing capacity of existing weight-balanced retaining wall |
| CN111310265A (en) * | 2020-02-13 | 2020-06-19 | 中铁二院工程集团有限责任公司 | Method for improving shear-resisting bearing capacity of balance weight type retaining wall |
| CN111794268A (en) * | 2020-06-01 | 2020-10-20 | 中铁大桥科学研究院有限公司 | Composite retaining wall and construction method thereof |
| CN112796187A (en) * | 2021-03-22 | 2021-05-14 | 余志鹏 | Highway subgrade side slope antiskid |
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| CN107700500A (en) * | 2017-09-14 | 2018-02-16 | 深圳百勤建设工程有限公司 | Slope retaining structure and slope supporting draining integral system |
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| CN110284432A (en) * | 2019-06-04 | 2019-09-27 | 中交路桥建设有限公司 | A kind of high roadbed area first applies fills out abutment construction method afterwards |
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| CN111291487A (en) * | 2020-02-13 | 2020-06-16 | 中铁二院工程集团有限责任公司 | Method for improving shear-resistant bearing capacity of existing weight-balanced retaining wall |
| CN111310265A (en) * | 2020-02-13 | 2020-06-19 | 中铁二院工程集团有限责任公司 | Method for improving shear-resisting bearing capacity of balance weight type retaining wall |
| CN111310265B (en) * | 2020-02-13 | 2022-03-25 | 中铁二院工程集团有限责任公司 | Method for improving shear-resisting bearing capacity of balance weight type retaining wall |
| CN111291487B (en) * | 2020-02-13 | 2022-06-14 | 中铁二院工程集团有限责任公司 | Method for improving shear-resistant bearing capacity of existing weight-balanced retaining wall |
| CN111794268A (en) * | 2020-06-01 | 2020-10-20 | 中铁大桥科学研究院有限公司 | Composite retaining wall and construction method thereof |
| CN112796187A (en) * | 2021-03-22 | 2021-05-14 | 余志鹏 | Highway subgrade side slope antiskid |
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