阅读说明：本技术 大堤边坡开挖区域防护结构及施工方法 (Embankment slope excavating area protection structure and construction method ) 是由 黄晓剑 卢鹏 李方峰 毛伟琦 涂满明 周永生 汪芳进 张瑞霞 王年超 连居 周冰 于 2019-07-30 设计创作，主要内容包括：本发明涉及桥梁建设基础施工领域,本发明公开了一种大堤边坡开挖区域防护结构及施工方法,该防护结构包括：防护桩层,其设于开挖区域的一侧并且其长度大于开挖区域的长度,所述防护桩层包括间隔设置的前排防护桩层和后排防护桩层,并且所述前排防护桩层和后排防护桩层通过系梁连接；还包括防渗墙,其设于所述前排防护桩层和后排防护桩层之间,所述防渗墙包括分层注浆层和旋喷灌浆层,所述分层注浆层和旋喷灌浆层并排设置。本发明有效地解决了目前通常采用的大堤开挖区域防护结构不能达到大堤防渗要求的问题。(The present invention relates to bridge construction foundation construction fields, the invention discloses a kind of embankment slope excavating area protection structure and construction methods, the safeguard structure includes: fender pile layer, it is set to the side for excavating region and its length is greater than the length for excavating region, the fender pile layer includes spaced front-seat fender pile layer and heel row fender pile layer, and the front-seat fender pile layer is connected with heel row fender pile layer by binder；Further include cut-pff wall, be set between the front-seat fender pile layer and heel row fender pile layer, the cut-pff wall includes delamination pour slurry layer and jet grouting layer, and the delamination pour slurry layer and jet grouting layer are arranged side by side.Present invention efficiently solves the embankments generallyd use at present to excavate the problem of region safeguard structure cannot reach embankment antiseepage requirement.)

1. a kind of embankment slope excavating area protection structure characterized by comprising

Fender pile layer (1), is set to the side for excavating region and its length is greater than the length for excavating region, the fender pile layer It (1) include spaced front-seat fender pile layer (11) and heel row fender pile layer (12), and the front row fender pile layer (11) It is connected with heel row fender pile layer (12) by binder (13)；

Cut-pff wall (2) is set between the front-seat fender pile layer (11) and heel row fender pile layer (12), the cut-pff wall (2) Including delamination pour slurry layer (21) and jet grouting layer (22), the delamination pour slurry layer (21) and jet grouting layer (22) are set side by side It sets.

2. embankment slope excavating area protection structure as described in claim 1, it is characterised in that: embankment slope excavating area Domain safeguard structure further includes protective layer (3), and the protective layer (3) is in splayed, one end and the front-seat fender pile layer (11) Both ends connect, the other end to excavate region extend.

3. embankment slope excavating area protection structure as described in claim 1, it is characterised in that: the cut-pff wall (2) is in U Shape, and the length of the U-shaped closed end of the cut-pff wall (2) is greater than the length of the fender pile layer (1), the cut-pff wall (2) U-shaped opening end towards the heel row fender pile layer (12).

4. embankment slope excavating area protection structure as described in claim 1, it is characterised in that: the front row fender pile layer (11) and above heel row fender pile layer (12) it is equipped with crown beam (14), the binder (13) is connected on the crown beam (14).

5. embankment slope excavating area protection structure as described in claim 1, it is characterised in that: the front row fender pile layer (11) and heel row fender pile layer (12) includes more fender piles (10), and the spacing of the front-seat fender pile layer (11) is less than The spacing of the heel row fender pile layer (12).

6. a kind of means of defence based on embankment slope excavating area protection structure described in claim 1；It is characterised in that it includes Following steps:

Front-seat fender pile layer (11) and heel row fender pile layer (12) are set in the side for excavating region, before connecting by binder (13) It arranges fender pile layer (11) and heel row fender pile layer (12) forms fender pile layer (1), and the length of fender pile layer (1) is greater than excavation The length in region；

Delamination pour slurry forms delamination pour slurry layer (21) between the front-seat fender pile layer (11) and heel row fender pile layer (12), In Locate jet grouting side by side with the delamination pour slurry layer (21) and forms jet grouting layer (22), the delamination pour slurry layer (21) and whirl spraying Grout blanket (22) forms cut-pff wall (2).

7. embankment slope excavating area protection method as claimed in claim 6, which is characterized in that complete cut-pff wall (2) It is in splay protective layer (3), one end and the front-seat fender pile layer (11) in the upstream and downstream setting for excavating region after pouring Both ends connect, the other end to excavate region extend.

8. embankment slope excavating area protection method as claimed in claim 6, it is characterised in that: the cut-pff wall (2) is in U Shape, and the length of the U-shaped closed end of the cut-pff wall (2) is greater than the length of the fender pile layer (1), the cut-pff wall (2) U-shaped opening end towards the heel row fender pile layer (12).

9. embankment slope excavating area protection method as claimed in claim 6, which is characterized in that before being connected by binder (13) Fender pile layer (11) and heel row fender pile layer (12) are arranged, is specifically included:

Pass through two root cap beams (14) fender pile that the front-seat fender pile layer (11) and heel row fender pile layer (12) is all respectively (10) it connects；

Two crown beams (14) are connected by more root system beams (13) again.

10. the embankment slope excavating area protection method stated such as claim 6, it is characterised in that: before casting concrete is formed Before arranging fender pile layer (11) and heel row fender pile layer (12), the stake of front-seat fender pile layer (11) and heel row fender pile layer (12) is bored Hole, and make the spacing of described front-seat fender pile layer (11) stake holes less than the spacing of heel row fender pile layer (12) stake holes.

Technical field

The present invention relates to bridge construction foundation construction fields, and in particular to embankment slope excavating area protection structure and construction Method.

Background technique

Embankment side slope refers to the stability to guarantee embankment, in the slope surface with certain slope that the two sides of embankment are made into, The side that meets water of embankment refers to that the inside of embankment stops the side of water.

At home embankment meet water side bridge foundation construction in, it usually needs to meeting water, side embankment side slope is excavated, and is opened It is needed before digging to the default protection of excavation slope surface.The requirement that slope stability should be met in digging process, meets big dyke again The requirement of infiltration.

Single support pile is arranged and using linear type arrangement cooperation high-pressure rotary-spray note in the safeguard structure generallyd use at present The safeguard structure of slurry.The safeguard structure has the disadvantage that: the high pressure jet grouting water-stagnating effect of linear type arrangement is limited to expire Sufficient embankment meets water the requirement of embankment antiseepage after the slope excavating of side；Single support pile anti-bending bearing capacity is smaller, it cannot be guaranteed that excavate compared with Deep slope stability would generally use very intensive support pile to improve stability, but still stability is insufficient, and stability is not Foot will affect the stabilization of slip casting, more destruction embankment antiseepage requirement.

Summary of the invention

In view of the deficiencies in the prior art, the purpose of the present invention is to provide a kind of embankment slope excavating area protections Structure and construction method, can efficiently solve the embankment excavation region safeguard structure generallyd use at present cannot reach big dyke The problem of infiltration requires.

To achieve the above objectives, the technical solution adopted by the present invention is that:

On the one hand, the present invention provides a kind of embankment slope excavating area protection structure, comprising:

Fender pile layer, is set to the side for excavating region and its length is greater than the length for excavating region, the fender pile Layer includes spaced front-seat fender pile layer and heel row fender pile layer, and the front-seat fender pile layer and heel row fender pile layer It is connected by binder；

Cut-pff wall is set between the front-seat fender pile layer and heel row fender pile layer, and the cut-pff wall includes layering note Pulp layer and jet grouting layer, the delamination pour slurry layer and jet grouting layer are arranged side by side.

Based on the above technical solution, the embankment slope excavating area protection structure further includes protective layer, described Protective layer is in splayed, and one end connects with the both ends of the front-seat fender pile layer, and the other end extends to region is excavated.

Based on the above technical solution, the cut-pff wall is in U-shape, and the length of the U-shaped closed end of the cut-pff wall Degree is greater than the length of the fender pile layer, and the U-shaped opening end of the cut-pff wall is towards the heel row fender pile layer.

Based on the above technical solution, it is equipped with crown beam above the front-seat fender pile layer and heel row fender pile layer, The binder is connected in the crown beam.

Based on the above technical solution, the front-seat fender pile layer and heel row fender pile layer include more protection Stake, and the spacing of the front-seat fender pile layer is less than the spacing of the heel row fender pile layer.

On the other hand, the present invention provides a kind of embankment slope excavating area protection method, comprising the following steps:

Based on the above technical solution, front-seat fender pile layer and heel row fender pile are set in the side for excavating region Layer connects front-seat fender pile layer by binder and heel row fender pile layer forms fender pile layer, and the length of fender pile layer is greater than Excavate the length in region；

Delamination pour slurry forms delamination pour slurry layer between the front-seat fender pile layer and heel row fender pile layer, with described point Layer grouting layer locates jet grouting side by side and forms jet grouting layer, and the delamination pour slurry layer and jet grouting layer form cut-pff wall.

Based on the above technical solution, after completing the pouring of cut-pff wall, is in the upstream and downstream setting for excavating region Splay protective layer, one end connect with the both ends of the front-seat fender pile layer, and the other end extends to region is excavated.

Based on the above technical solution, the cut-pff wall is in U-shape, and the length of the U-shaped closed end of the cut-pff wall Degree is greater than the length of the fender pile layer, and the U-shaped opening end of the cut-pff wall is towards the heel row fender pile layer.

Based on the above technical solution, front-seat fender pile layer and heel row fender pile layer are connected by binder, it is specific to wrap It includes:

All fender pile of the front-seat fender pile layer and heel row fender pile layer is connected respectively by two root cap beams；

Two crown beams are connected by more root system beams again.

Based on the above technical solution, before casting concrete forms front-seat fender pile layer and heel row fender pile layer, Bore the stake holes of front-seat fender pile layer and heel row fender pile layer, and make the spacing of the front-seat fender pile layer stake holes be less than it is described after Arrange the spacing of fender pile layer stake holes.

Compared with the prior art, the advantages of the present invention are as follows: the front-seat fender pile layer of use passes through with heel row fender pile layer is The mode of beam connection improves the stability of fender pile layer, and is forming antiseepage using delamination pour slurry layer and jet grouting layer The anti-seepage effect of entire safeguard structure can be improved in wall, and the fender pile layer of two-row structure is more stable can be to avoid cut-pff wall quilt It destroys, further ensures that the anti-seepage effect of safeguard structure.

Detailed description of the invention

Fig. 1 is the overlooking structure diagram of embankment slope excavating area protection structure in the embodiment of the present invention；

Fig. 2 is the schematic cross-sectional view of embankment slope excavating area protection structure in the embodiment of the present invention.

In figure: 1, fender pile layer；10, fender pile；11, front-seat fender pile layer；12, heel row fender pile layer；13, binder；14, Crown beam；2, cut-pff wall；21, delamination pour slurry layer；22, jet grouting layer；3, protective layer.

Specific embodiment

Invention is further described in detail with reference to the accompanying drawings and embodiments.

Fig. 1 is the overlooking structure diagram of embankment slope excavating area protection structure in the embodiment of the present invention, and Fig. 2 is this hair The schematic cross-sectional view of embankment slope excavating area protection structure in bright embodiment.As depicted in figs. 1 and 2, the present invention is implemented Example provides a kind of embankment slope excavating area protection structure, comprising:

Fender pile layer 1, is set to the side for excavating region and its length is greater than the length for excavating region, fender pile layer 1 Including spaced front-seat fender pile layer 11 and heel row fender pile layer 12, and front-seat fender pile layer 11 and heel row fender pile layer 12 are connected by binder 13；

Cut-pff wall 2 is set between front-seat fender pile layer 11 and heel row fender pile layer 12, and cut-pff wall 2 includes delamination pour slurry Layer 21 and jet grouting layer 22, delamination pour slurry layer 21 and jet grouting layer 22 are arranged side by side.

In such a way that front-seat fender pile layer 11 is connect with heel row fender pile layer 12 by binder 13, fender pile layer is improved 1 stability, and cut-pff wall is formed using delamination pour slurry layer 21 and jet grouting layer 22, entire safeguard structure can be improved Anti-seepage effect, the fender pile layer 1 of two-row structure is more stable to be destroyed to avoid cut-pff wall 2, further ensure that safeguard structure Anti-seepage effect.

In the present embodiment, delamination pour slurry layer 21 is formed using the form of construction work of sleeve valve floral tube delamination pour slurry, jet grouting Layer 22 is formed using the form of construction work of high pressure phase equilibria.Delamination pour slurry layer 21 and jet grouting layer 22 are as reduction soil body penetration The major measure of coefficient forms cut-pff wall 2, forms the leakage preventing structure of closure with original embankment cut-pff wall, can be effectively prevented from embankment Seepage problem after slope excavating.

Preferably, embankment slope excavating area protection structure further includes protective layer 3, and protective layer 3 is in splayed, one end with The both ends of front-seat fender pile layer 11 connect, and the other end extends to region is excavated.

In the present embodiment, the upstream and downstream for excavating region is arranged in protective layer 3, and embankment can be improved and meet water side slope excavating The stability of the upstream and downstream soil body afterwards.In the present embodiment, protective layer 3 is formed using the form of construction work of sleeve valve floral tube delamination pour slurry.

The structure of protective layer is in splayed, and in other embodiments, the structure of protective layer 3 can also make other shapes.

Preferably, cut-pff wall 2 is in U-shape, and the length of the U-shaped closed end of cut-pff wall 2 is greater than the length of fender pile layer 1, The U-shaped opening end of cut-pff wall 2 is towards heel row fender pile layer 12.

Cut-pff wall 2 is in U-shape, and can preferably form the leakage preventing structure of closure with original embankment cut-pff wall, improve cut-pff wall 2 Anti-seepage effect.

Preferably, it is equipped with crown beam 14 above front-seat fender pile layer 11 and heel row fender pile layer 12, binder 13 is connected to hat On beam 14.Being respectively provided with a root cap beam 14 in front-seat fender pile layer 11 and heel row fender pile layer 12 can be respectively by all fender pile It connects, keeps front-seat fender pile layer 11 and heel row fender pile layer 12 more stable.

Preferably, front-seat fender pile layer 11 and heel row fender pile layer 12 include more fender piles 10, and front row is protected The spacing of stake layer 11 is less than the spacing of heel row fender pile layer 12.In the present embodiment, it is to mention that two rows of fender pile layers, which is arranged, The fender pile 10 fewer than front-seat fender pile layer number is arranged just so only using in heel row fender pile layer in the stability of high fender pile layer It can achieve the effect for improving stability, so such setting can achieve the effect for improving stability, can also be improved one Determine construction efficiency.

In this example, fender pile 10, crown beam 14 and the binder 13 of front-seat fender pile layer 11 and heel row fender pile layer 12 are equal For reinforced concrete structure.The diameter 2.0m of the fender pile 10 of front-seat fender pile layer 11, the long 53.0m of stake, stake spacing 2.5m.Heel row The diameter 2.0m of the fender pile 10 of fender pile layer 12, the long 53.0m of stake, stake spacing 4.0m.Front-seat fender pile layer 11 and heel row protection The main reinforcement specification of the fender pile 10 of stake 12 is the HRB400 reinforcing bar of diameter 32mm, and totally 32 are evenly distributed with；Tie hoop is diameter The HPB300 reinforcing bar of 12mm is arranged along drilled pile pile body spacing 100mm；Reinforcing rib is the HRB400 reinforcing bar of diameter 32mm, edge Drilled pile pile body spacing 2000mm arrangement；Front-seat drilled pile 100 and the equal pouring underwater concrete C40 of heel row drilled pile 102.

Crown beam 14 is the rectangular section 2.5m × 2.5m, long 29.0m, and main reinforcement is the HRB400 reinforcing bar of 32mm, and totally 82, Stirrup is the HRB400 reinforcing bar of diameter 12mm, is arranged along 14 spacing 200mm of crown beam, and C40 concrete is perfused in crown beam 14.

Binder 13 is the rectangular section 2.0m × 1.0m, and long 8.0m, binder, 13 main reinforcements are the HRB400 reinforcing bar of 32mm, altogether 56, stirrup is the HRB400 reinforcing bar of diameter 12mm, is arranged along binder spacing 200, and C40 coagulation is perfused in all binders 13 Soil.

The slip casting bottom elevation of delamination pour slurry layer 21 is -20.0m, and crest level is+15.0m, and be in the milk height 35.0m, and be in the milk band Length 40.0m, slip casting effective radius be 500~700mm, slurries using PO42.5 striaght cement prepare, the ratio of mud use 0.8~ 1.0, sleeve shell material uses low-strength cement clay slip.

The grouting bottom elevation -2.5m of jet grouting layer 22, crest level are+15.0m, and be in the milk height 17.5m, and be in the milk strip length 40.0m；Pitch-row is 1.0m, aperture 140mm.

The grouting bottom elevation -20.0m of protective layer 3, crest level are+2.0m, and be in the milk height 22.0m, and be in the milk strip length 15.0m, slip casting effective radius are 500~700mm, and slurries are prepared using PO42.5 striaght cement, and the ratio of mud uses 0.8~1.0, set Shell material uses low-strength cement clay slip.

On the other hand, the present invention provides a kind of embankment slope excavating means of defence, comprising the following steps:

Before excavation, original slabstone in embankment slope excavating area protection structure construction place is cleared up, smooth location is The construction of safeguard structure provides execution conditions.

S1: front-seat fender pile layer 11 and heel row fender pile layer 12 are set in the side for excavating region, connected by binder 13 Front-seat fender pile layer 11 and heel row fender pile layer 12 form fender pile layer 1, and the length of fender pile layer 1 is greater than excavation region Length.

S1 step specifically includes:

Using rotary drilling rig at the stake position of front-seat fender pile layer 11 and heel row fender pile layer 12 pore-forming, transfer steel reinforcement cage, Underwater concrete C40 is poured, forms front-seat fender pile layer 11 and heel row fender pile layer 12, and make front-seat 11 stake holes of fender pile layer Spacing be less than 12 stake holes of heel row fender pile layer spacing.

The pile crown for cutting front-seat fender pile layer 11 and each fender pile 10 of heel row fender pile layer 12 binds front-seat crown beam 14 With the crown beam 14 of heel row and the reinforcing bar of binder 13, template is set up, C40 concrete is poured, it respectively will be front-seat by two root cap beams 14 Fender pile layer 11 and all fender pile 10 of heel row fender pile layer 12 connect；

Two root cap beams 14 are connected by more root system beams 13 again.

S2: pouring delamination pour slurry layer 21 between front-seat fender pile layer 11 and heel row fender pile layer 12, with delamination pour slurry Place pours the formation cut-pff wall 2 of jet grouting layer 22 to layer 21 side by side.

Cut-pff wall 2 is in U-shape, and the length of the U-shaped closed end of cut-pff wall 2 is greater than the length of fender pile layer 1, cut-pff wall 2 U-shaped opening end towards heel row fender pile layer 12.

S3: being in splay protective layer 3, one end and the two of front-seat fender pile layer 11 in the upstream and downstream setting for excavating region End connects, and the other end extends to region is excavated.

In conclusion being improved in such a way that front-seat fender pile layer 11 is connect with heel row fender pile layer 12 by binder 13 The stability of fender pile layer 1, and cut-pff wall is being formed using delamination pour slurry layer 21 and jet grouting layer 22, it can be improved whole The anti-seepage effect of a safeguard structure, the fender pile layer 1 of two-row structure is more stable to be destroyed to avoid cut-pff wall 2, further Ensure the anti-seepage effect of safeguard structure.Using the cut-pff wall 2 being in U-shape, it can preferably be formed and be closed with original embankment cut-pff wall Leakage preventing structure, improve the anti-seepage effect of cut-pff wall.

The present invention is not limited to the above-described embodiments, for those skilled in the art, is not departing from Under the premise of the principle of the invention, several improvements and modifications can also be made, these improvements and modifications are also considered as protection of the invention Within the scope of.The content being not described in detail in this specification belongs to the prior art well known to professional and technical personnel in the field.