CN109763513A - A kind of anchor cable lattice and the compound retaining structure of Modified soil retaining wall and its construction method - Google Patents
A kind of anchor cable lattice and the compound retaining structure of Modified soil retaining wall and its construction method Download PDFInfo
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- CN109763513A CN109763513A CN201811507824.2A CN201811507824A CN109763513A CN 109763513 A CN109763513 A CN 109763513A CN 201811507824 A CN201811507824 A CN 201811507824A CN 109763513 A CN109763513 A CN 109763513A
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Abstract
The invention discloses a kind of anchor cable lattices and the compound retaining structure of Modified soil retaining wall and its construction method, a kind of anchor cable lattice and the compound retaining structure of Modified soil retaining wall includes anchor cable lattice and two parts of Modified soil retaining wall, wherein Modified soil retaining wall provides basic horizontal direction supporting and retaining system power, anchor cable lattice then provides the insufficient part of horizontal in retaining wall top to supporting and retaining system power, is a kind of new construction of alternative friction pile anchor cable composite construction.The construction method of a kind of anchor cable lattice and the compound retaining structure of Modified soil retaining wall disclosed by the invention, fast, low cost, the advantage that construction method is simple and working security is good with speed of application, particularly suitable for the reinforcing for the double-decked slope that culm and residual soil slope form.
Description
Technical field
The present invention relates to a kind of anchor cable lattices and the compound retaining structure of Modified soil retaining wall, especially relate to a kind of anchor
The construction method of rope lattice and the compound retaining structure of Modified soil retaining wall.
Background technique
With the large-scale railway in China, the high speed development of highway and real estate construction, some rare special soils side slopes
Problem is also increasingly appearing in side slope consolidation projects.In south China, it is formed due to culm and residual soil slope
Double-decked slope it is widely distributed, when the interface such side slope Tu Yan has local perched water underground water and is bedding rock sloper
When, under the effect of drying and watering cycle repeatedly of perched water, the interface of severely-weathered shale and residual soil slope can gradually inundated intenerating, formed
Secondary Soft Soil Layer of a layer thickness in 0.1m ~ 1.0m or so.Due to the secondary Soft Soil Layer Forming Mechanism and the regularity of distribution lack
Weary research is difficult to be found in practical prospecting process, therefore, slope earth-retaining wall destruction is caused to happen occasionally.In recent years, in China
The ground such as southern Chenzhou, Hunan Province, Shaoyang, Baise of Guangxi, Zhaoqing Guangdong, special soils seminar, Institutes Of Technology Of Changsha have found at nearly 10
The example that such retaining wall destroys, 1 day especially nearest May in 2018, in Shaoyang real estate construction building site 13m high carbonaceous
There are 80 meters of long broken piles and slope surface cracking destruction by the retaining wall of Anchor anti-slide piles structure in shale side slope, punishes to side slope
Propose new technical problem.Such slide slope disease, which is difficult to punish, mainly the problem of two aspects: on the one hand, Anchor anti-slide piles knot
After extensive broken pile and slope surface cracking destruction occur for structure, the not only supporting and retaining system power wretched insufficiency at broken pile, the anchor force that anchor cable provides
Because big displacement deformation also loss is serious, recovery technique can not be destroyed to restore the supporting and retaining system power at broken pile by existing pile body, and
And have also appeared the dangerous situation of slope and land slide destruction；On the other hand, Anchor anti-slide piles structure has been the higher slope reinforcement of cost
Structure redesigns Anchor anti-slide piles structure or more expensive RC Continuous wall construction, not only because repairing duration mistake
The long needs for being unsatisfactory for emergency work, often owner is also difficult to receive diseconomy.Therefore, it is badly in need of developing a kind of speed of application
Fastly, good economy performance, the novel side slope retaining structure of technically reliable and its construction method, to solve culm and residual soil slope two
The reinforcing problem that the secondary weak soil type landslide of meta structure side slope is destroyed.
Summary of the invention
Technical problem underlying to be solved by this invention is to develop a kind of to administer culm+residual soil slope binary
The novel slope reinforcement structure and its construction method, the new construction that the secondary weak soil type landslide of structure side slope is destroyed must have construction
Speed is fast, good economy performance, technically reliable and the effect that can substitute Anchor anti-slide piles retaining wall.
The present invention using Modified soil have can rapid construction, intensity is high, advantage at low cost, and utilize big width Modified soil
Wall has larger gravity and can reach the feature of the horizontal bearing force of friction pile, by quickly building Modified soil gravity type gear
Cob wall substitutes friction pile, provides basic horizontal direction supporting and retaining system power for slope reinforcement.Finally, by Modified soil gravity type earth-retaining
Anchor cable lattice is built on wall top, provides the horizontal direction supporting and retaining system power of auxiliary for the hypodynamic retaining wall upper slope of horizontal direction supporting and retaining system,
To form the novel slope supporting of a kind of fast with speed of application, at low cost, technically reliable, alternative Anchor anti-slide piles structure
Structure.
A kind of anchor cable lattice provided by the invention and the compound retaining structure of Modified soil retaining wall (Fig. 1) include Modified soil gravity
Two parts of formula retaining wall and anchor cable cancelled structure, Modified soil retaining wall of first constructing, then anchor cable lattice part of constructing.Due to anchor cable
Lattice part can construct according to a conventional method, and therefore, construction Difficulties are how to solve to excavate when being modified the construction of native retaining wall
The gib of crater wall and stable problem.The present invention solves to excavate crater wall using rapid construction slot Sub-region and hierarchical method construction method
Gib problem.The rapid construction slot Sub-region and hierarchical method construction method includes: 1. first by proposed retaining wall along length
Direction is divided into several construction slots, and construction groove width is not more than 5m；2. construction exploratory trench is divided by upper layer (h2) and lower layer (h1)
Totally 4 regions are constructed for upper left area (1), lower-left area (2), bottom right area (3) and upper right area 4；3. construction procedure are as follows: excavation construction
Upper left area (1)-excavation construction slot upper right area (4)-that the upper left area (1)-of slot pours into modified soil paste backfill construction slot, which is excavated, to apply
The lower-left area (2)-of work slot pours into lower-left area (2)-excavation construction slot bottom right area (3)-backfill of modified soil paste backfill construction slot
The bottom right area (3)-the upper right area (4) of backfill construction slot-of construction slot is separated by 10m and constructs to next construction slot.
A kind of anchor cable lattice provided by the invention and the compound retaining structure of Modified soil retaining wall, using the layering point of construction slot
Area's construction method is constructed.The construction method can first be formed by the light section that slot has of constructing when layered and blocked excavation
Of short duration interim soil arching effect is come the of short duration interim stabilization of exploratory trench wall that keeps constructing, to guarantee facing for modified earthen backfill construction period
Shi Wending, the formation for the quick support construction for recycling subregion quickly stuffing and quick freezing action to realize, it is single to reach guarantee
The stable purpose of slot construction time crater wall of constructing；It is short-term due to interim soil arching effect, it is necessary to accelerate the upper left area (1) of construction slot
The hardening of cob wall is modified with the backfill of lower-left area (2), to accomplish to harden substantially before interim soil arching effect fails, for this purpose,
The present invention pours into after mixing and stirring pulp by blender scene using cement 30%+ waterglass early strength agent 10% and high liquid limit soil and water
To realize the rapid hardening hardening of the partially modified cob wall.In order to save cost, improve speed of application, the upper right area (3) for slot of constructing and
The modified cob wall of the backfill in bottom right area (4) is then to pass through excavator using cement 10%+ waterglass early strength agent 3% and high liquid limit soil and water
After hard plastic shape is mixed and stirred at scene, by made of digging machine compaction in layers.Due to the upper left area (1) and lower-left area (2) of construction slot
Modified soil paste is backfilled without compacting but can quickly form supporting intensity, realizes gib, playing ensures the modified cob wall construction time
Between construct slot crater wall stabilization.Therefore, the present invention by using construction slot layering and zoning construction method, realize gib with
The consistency of support retaining wall construction, saves the project amount in addition to support engineering is in addition arranged, significantly fast short construction period and section
Saved construction cost, meanwhile, by construct slot upper left area (1) and lower-left area (2) backfill modification soil paste without compacting process
Backfill and quick-hardening solve the unstable problem of construction crater wall, have been finally reached quickly and the purpose of low cost construction.
A kind of anchor cable lattice provided by the invention and the compound retaining structure of Modified soil retaining wall and its construction method have and apply
Advantages, the alternative Anchor anti-slide piles such as work speed is fast, slurry trench stability of constructing, construction quality is easily controllable, project cost is low are compound
Structure, particularly suitable for the reinforcing on the secondary weak soil type landslide of double-decked slope that culm and residual soil slope form.
Detailed description of the invention
Fig. 1 is the schematic diagram of a kind of anchor cable lattice and the compound retaining structure of Modified soil retaining wall and construction method.
Specific embodiment
With reference to the accompanying drawing 1 and at Hunan Shaoyang culm+residual soil slope double-decked slope interface Tu Yan time
The Specific construction example for the improvement that raw weak soil type landslide is destroyed, the invention will be further described.
A kind of anchor cable lattice provided by the invention and the compound retaining structure of Modified soil retaining wall include Modified soil gravity type gear
Two parts of cob wall and anchor cable cancelled structure.First using construction slot layering and zoning construction method construction Modified soil earth-retaining when construction
Wall, then anchor cable lattice part of constructing according to a conventional method, construction procedure are characterized in:
(1), it is single construction slot length using the width of proposed retaining wall and proposed retaining wall 5m length is taken to visit as single construction
Proposed retaining wall is divided into several construction slots, and carries out construction lofting at the scene by the width of slot；
(2), it requires to be separated by 10m between successive two constructions slot when constructing, and is ranked up in order accordingly, carry out each construction one by one
The construction of slot；
(3), it in the selected quasi- construction groove location constructed, is excavated with upper left area 1 of the excavator to construction slot, simultaneously
Pay attention to guaranteeing, 3m is not to be exceeded in 1 bottom excavation length range b1 of upper left area, and upper layer cutting depth h2 should be no more than 6m；When proposed
When retaining wall depth h is less than 12m, upper layer cutting depth h2 should be no more than the 1/2 of the proposed retaining wall depth h；When proposed gear
Cob wall depth h is greater than 12m, it is not recommended that is directly constructed using the patented method；
(4), using the high liquid limit soil that digs out from construction slot, by cement 30%, waterglass early strength agent 10%, high liquid limit soil 60%
Weight mixed ratio is added suitable quantity of water and mixes and stirs pulp by blender scene to the shape that liquefies, then pours into construction slot upper left area 1
Range is excavated, and is consolidated with digging machine；
(5), after completing the backfill to construction slot upper left area 1,5 hours to Modified soil should be waited to starch basic hardening, then with excavation
Machine excavation construction slot upper right area 4, bottom excavation width should reach scope of design b4；
(6), it is excavated with lower-left area 2 of the excavator to construction slot, while note that lower-left area (2) bottom excavation length range
3m is not to be exceeded in b2, and cutting depth reaches projected depth h1, and guarantees that construction groove depth reaches the projected depth h of modified cob wall；
Modified soil paste, the excavation range in backfill construction slot lower-left area 2 are prepared referring to step (4)；
(7), 5 hours to the modification soil paste for pouring into construction slot lower-left area 2 is waited to harden substantially, then with excavator excavation construction slot
Bottom right area 3, cutting depth reaches projected depth h1, and the groove depth that guarantees to construct reaches the projected depth h of modified cob wall；
(8) obtained high liquid limit soil is excavated using 10% cement, 3% waterglass and 87%, is added suitable quantity of water to hard plastic shape, is used
After excavator scene is mixed and stirred, material layering will be mixed and stirred and paved in the range in construction slot bottom right area 3, notices that single layer backfill thickness is not more than
0.3m, and made real by digging machine bucket, until filling up the bottom right area 3 of construction slot；
(9), referring to step (8), the upper right area 4 of construction slot is filled up with Modified soil；
(10), the sequence for pressing step (2) completes the construction of all construction slots referring to step (3) ~ step (9), entire to accelerate
The speed of application of engineering can also carry out the construction of multiple construction slots when the sequence of construction for meeting step (2) requires simultaneously；
(11), after completing all constructions of construction slot, drain hole 9 of constructing according to a conventional method；
(12), after the construction for completing whole drain holes 9, anchor cable cancelled structure 5 of constructing according to a conventional method pays attention to it is ensured that anchor cable
For anchoring section 8 completely into hard formation 7, guaranteeing that anchoring depth L1 reaches design length, the length of the free segment 6 of anchor cable can be according to hard
The location-appropriate adjustment of layer 7；
(13), proposed retaining wall foundation gutter and platform 10 are built；
(14), proposed retaining walls top margin slope 11 is modified.
On June 24, -2018 years on the 4th May in 2018, using a kind of anchor cable lattice and Modified soil for originally declaring patent offer
The compound retaining structure of barricade and its construction method, to Hunan Shaoyang culm+residual soil slope double-decked slope part
The secondary weak soil type landslide destruction in the interface Tu Yan of 60m long, 12m high are reinforced, which has been subjected to twice so far
Heavy Rainfall Process, earth's surface maximum displacement is always less than 5mm after the completion of surface observation pile beacon point tracking measurement shows construction, shows
Slope stability Fig. 1.Engineering practice shows a kind of anchor cable lattice and the compound supporting and retaining system knot of Modified soil barricade of originally declaring patent offer
Structure and its construction method are practical.
Claims (2)
1. a kind of anchor cable lattice disclosed by the invention and the compound retaining structure of Modified soil retaining wall include Modified soil gravity type earth-retaining
Two parts of wall and anchor cable cancelled structure, sequence of construction are first using construction slot layering and zoning construction method construction Modified soil earth-retaining
Wall, then anchor cable lattice part of constructing according to a conventional method.
2. a kind of a kind of construction method of anchor cable lattice and the compound retaining structure of Modified soil retaining wall as described in claim 1,
Its steps characteristic is:
1) it is single construction slot length using the width of proposed retaining wall and takes proposed retaining wall 5m length as single construction exploratory trench
Width, proposed retaining wall is divided into several construction slots, and carries out construction lofting at the scene；
2) it requires to be separated by 10m between successive two constructions slot when constructing, and is ranked up in order accordingly, carry out each construction slot one by one
Construction；
3) it in the selected quasi- construction groove location constructed, is excavated with upper left area (1) of the excavator to construction slot, simultaneously
Pay attention to guaranteeing, 3m is not to be exceeded in upper left area (1) bottom excavation length range (b1), and upper layer cutting depth (h2) should be no more than 6m；
When proposed retaining wall depth (h) is less than 12m, upper layer cutting depth (h2) should be no more than the proposed retaining wall depth (h)
1/2；When proposed retaining wall depth (h) is greater than 12m, it is not recommended that directly constructed using the patented method；
4) using the high liquid limit soil that digs out from construction slot, by cement 30%, waterglass early strength agent 10%, high liquid limit soil 60%
Weight mixed ratio is added suitable quantity of water and mixes and stirs pulp by blender scene to the shape that liquefies, then pours into construction slot upper left area (1)
Excavation range, and consolidated with digging machine；
5) after completing the backfill to construction slot upper left area (1), 5 hours to Modified soil should be waited to starch basic hardening, then with excavation
Machine excavation construction slot upper right area (4), bottom excavation width should reach scope of design (b4)；
6) it is excavated with lower-left area (2) of the excavator to construction slot, while note that lower-left area (2) bottom excavation length range
(b2) 3m is not to be exceeded, cutting depth reaches projected depth (h1), and guarantees that construction groove depth reaches the design depth of modified cob wall
It spends (h)；Modified soil paste, the excavation range of backfill construction slot lower-left area (2) are prepared referring to step 4)；
7) 5 hours to the modification soil paste for pouring into construction slot lower-left area (2) is waited to harden substantially, then with excavator excavation construction slot
Bottom right area (3), cutting depth reaches projected depth (h1), and the groove depth that guarantees to construct reaches the projected depth of modified cob wall
(h)；
8) obtained high liquid limit soil is excavated using 10% cement, 3% waterglass and 87%, adds suitable quantity of water to hard plastic shape,
After being mixed and stirred with excavator scene, material layering will be mixed and stirred and paved in the range of construction slot bottom right area (3), pays attention to single layer backfill thickness not
It is made real greater than 0.3m, and by digging machine bucket, until filling up the bottom right area (3) of construction slot；
9) referring to step 8), the upper right area (4) of construction slot is filled up with Modified soil；
10) sequence for pressing step 2) completes the construction of all construction slots referring to step 3)~step 9), to accelerate entire engineering
Speed of application, meet step 2) sequence of construction require when, can also carry out simultaneously it is multiple construction slots construction；
11) after completing all constructions of construction slot, drain hole (9) are constructed according to a conventional method；
12) it after the construction for completing whole drain holes (9), constructs anchor cable cancelled structure (5), is paid attention to it is ensured that anchor cable according to a conventional method
Anchoring section (8) completely into hard formation (7), guarantee that anchoring depth (L1) reaches design length, the free segment (6) of anchor cable
Length can be adjusted according to the location-appropriate of hard formation (7)；
13) proposed retaining wall foundation gutter and platform (10) are built；
14) proposed retaining walls top margin slope (11) are modified.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811507824.2A CN109763513B (en) | 2018-12-11 | 2018-12-11 | Construction method of anchor cable lattice and modified soil retaining wall composite supporting and retaining structure |
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| CN201811507824.2A CN109763513B (en) | 2018-12-11 | 2018-12-11 | Construction method of anchor cable lattice and modified soil retaining wall composite supporting and retaining structure |
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| CN109763513A true CN109763513A (en) | 2019-05-17 |
| CN109763513B CN109763513B (en) | 2021-04-20 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110865172A (en) * | 2019-10-23 | 2020-03-06 | 长沙理工大学 | Geotechnical test method for determining emergency construction parameters of soft plastic modified soil foundation |
| CN114396071A (en) * | 2022-01-14 | 2022-04-26 | 中铁二院工程集团有限责任公司 | Soil retaining assembly and connecting and bar planting anchoring method thereof |
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| EP0227605A1 (en) * | 1985-12-23 | 1987-07-01 | Occava Anstalt | Method for anchoring a hollow-stones wall |
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| CN108661069A (en) * | 2018-04-02 | 2018-10-16 | 山东建筑大学 | Close on the wall piled anchor composite structure and method of old Retaining Wall Reinforcement under the load of river road surface |
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Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE3532641A1 (en) * | 1985-09-12 | 1987-03-19 | Geotech Lizenz Ag | WALL WITH A MASS STRUCTURE, RELATED COMPONENT AND METHOD FOR PRODUCING THE WALL |
| EP0227605A1 (en) * | 1985-12-23 | 1987-07-01 | Occava Anstalt | Method for anchoring a hollow-stones wall |
| CN103410167A (en) * | 2013-08-29 | 2013-11-27 | 深圳市福田建安建设集团有限公司 | Three-dimensional reinforced rigid-soft composite ecological retaining wall and construction method |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110865172A (en) * | 2019-10-23 | 2020-03-06 | 长沙理工大学 | Geotechnical test method for determining emergency construction parameters of soft plastic modified soil foundation |
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| CN114396071A (en) * | 2022-01-14 | 2022-04-26 | 中铁二院工程集团有限责任公司 | Soil retaining assembly and connecting and bar planting anchoring method thereof |
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