CN109763513B - Construction method of anchor cable lattice and modified soil retaining wall composite supporting and retaining structure - Google Patents
Construction method of anchor cable lattice and modified soil retaining wall composite supporting and retaining structure Download PDFInfo
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Abstract
The invention discloses an anchor cable lattice and modified soil retaining wall composite retaining structure and a construction method thereof. The construction method of the anchor cable lattice and modified soil retaining wall composite retaining structure disclosed by the invention has the advantages of high construction speed, low construction cost, simple construction method and good construction safety, and is particularly suitable for reinforcing the side slope with a binary structure consisting of carbonaceous shale and residual slope accumulated soil.
Description
Technical Field
The invention relates to an anchor cable lattice and modified soil retaining wall composite retaining structure, in particular to a construction method of the anchor cable lattice and modified soil retaining wall composite retaining structure.
Background
With the rapid development of large-scale railway, highway and real estate construction in China, some rare special soil slope problems are increasingly appearing in slope reinforcement engineering. In the south of China, due to the wide distribution of binary structure side slopes composed of carbonaceous shale and residual slope accumulated soil, when local upper-layer stagnant water underground water exists on the soil-rock interface of the side slopes and the side slopes are bedding side slopes, the interface of the strongly weathered shale and the residual slope accumulated soil can be gradually soaked and softened under the repeated dry-wet circulation action of the upper-layer stagnant water, and a secondary soft soil layer with the thickness of about 0.1-1.0 m is formed. Because the formation mechanism and the distribution rule of the secondary soft soil layer are lack of research, the secondary soft soil layer is difficult to find in the actual exploration process, and therefore the side slope retaining wall is damaged occasionally. In recent years, in places such as Chenzhou, Shaoyang, Guangxi Baise, Guangdong Zhaoqing and the like in southern Hunan of China, the special soil subject group of Changsha university has found examples of the damage of the retaining wall at nearly 10 places, particularly 5 months and 1 days in the last 2018, and in 13m high-carbon shale side slopes of a construction site of Shaoyang real estate, the retaining wall with the anchor cable anti-slide pile structure has the pile breakage of 80 meters and slope cracking damage, so that a new technical problem is provided for side slope treatment. The side slope diseases are difficult to treat and mainly have two problems: on one hand, after the anchor cable slide-resistant pile structure is subjected to large-scale pile breaking and slope surface cracking damage, the retaining force at the pile breaking position is seriously insufficient, the anchoring force provided by the anchor cable is also seriously lost due to large displacement deformation, the retaining force at the pile breaking position cannot be recovered by the conventional pile body damage repairing technology, and the dangerous case of slope slide damage also occurs; on the other hand, the anchor cable slide-resistant pile structure is a slope reinforcing structure with higher manufacturing cost, and the anchor cable slide-resistant pile structure or a more expensive reinforced concrete continuous wall structure is redesigned, so that the requirement of emergency engineering cannot be met due to the overlong repair period, and the uneconomical property of the anchor cable slide-resistant pile structure is not acceptable to owners. Therefore, a novel side slope retaining structure with high construction speed, good economical efficiency and reliable technology and a construction method thereof are urgently needed to be developed to solve the reinforcement problem of secondary soft soil type landslide damage of the side slope with a binary structure of carbonaceous shale and residual slope accumulated soil.
Disclosure of Invention
The invention aims to solve the main technical problem of developing a novel slope reinforcement structure capable of treating secondary soft soil type landslide damage of a carbonaceous shale + residual slope accumulated soil binary structure slope and a construction method thereof.
The invention utilizes the advantages of fast construction, high strength and low cost of the modified soil, utilizes the characteristics of large gravity and capability of reaching the horizontal bearing capacity value of the slide pile of the large-width modified soil wall, provides basic horizontal supporting and blocking force for slope reinforcement by fast constructing the modified soil gravity type retaining wall to replace the slide pile, and finally provides auxiliary horizontal supporting and blocking force for the slope on the retaining wall with insufficient horizontal supporting and blocking force by constructing the anchor cable lattice on the upper part of the modified soil gravity type retaining wall, thereby forming the novel slope supporting and blocking structure which has the advantages of fast construction speed, low cost, reliable technology and capability of replacing the anchor cable slide pile structure.
The anchor cable lattice and modified soil retaining wall composite retaining structure (shown in figure 1) provided by the invention comprises a modified soil gravity type retaining wall and an anchor cable lattice structure, wherein the modified soil retaining wall is constructed firstly, and then the anchor cable lattice structure is constructed. The anchor cable lattice part can be constructed according to a conventional method, so the construction difficulty lies in how to solve the problems of temporary support and stability of the excavated pit wall when the modified soil retaining wall is constructed. The invention adopts a construction method of a quick construction groove partition layering method to solve the temporary support problem of the excavated pit wall. The construction method of the rapid construction groove partition layering method comprises the following steps: 1. firstly, dividing a to-be-built retaining wall into a plurality of construction grooves along the length direction, wherein the width of each construction groove is not more than 5 m; 2. dividing the construction exploration groove into 4 areas including a left upper area (1), a left lower area (2), a right lower area (3) and a right upper area according to an upper layer (h2) and a lower layer (h1) for construction; 3, the construction steps are as follows: the left upper area (1) of the excavated construction groove, the left upper area (1) of the backfilled construction groove filled with the modified soil slurry, the right upper area (4) of the excavated construction groove, the left lower area (2) of the backfilled construction groove filled with the modified soil slurry, the right lower area (3) of the excavated construction groove, the right lower area (3) of the backfilled construction groove, the right upper area (4) of the backfilled construction groove and the next construction groove with the interval of 10m are constructed.
The invention provides an anchor cable lattice and modified soil retaining wall composite retaining structure which is constructed by adopting a construction method of a construction groove in a layered and partitioned manner. The construction method comprises the steps of firstly, keeping the temporary stability of the construction exploring slot wall for a short time by means of the temporary soil arch effect formed by the small sections of the construction slots during the layered and partitioned excavation, ensuring the temporary stability during the modified soil backfilling construction period, and then realizing the formation of a quick supporting structure by utilizing the partitioned quick backfilling and quick solidification functions to achieve the purpose of ensuring the stability of the pit wall of a single construction slot during the construction period; due to the short-term property of the temporary soil arching effect, the hardening of the backfilled modified soil wall of the upper left area (1) and the lower left area (2) of the construction groove must be accelerated so as to basically harden before the temporary soil arching effect fails, and for this purpose, the invention adopts cement 30% + water glass early strength agent 10% and high liquid limit soil and water to mix into slurry on site through a mixer and then pour into the slurry so as to realize the rapid hardening of the modified soil wall. In order to save cost and improve construction speed, the backfill modified earth wall of the upper right area (3) and the lower right area (4) of the construction groove is formed by mixing cement 10% + water glass early strength agent 3% and high liquid limit soil and water into a hard plastic shape on site through an excavator and then layering and compacting the hard plastic shape through the excavator. The backfill modified soil slurry of the upper left area (1) and the lower left area (2) of the construction groove can quickly form support strength without compaction, so that temporary support is realized, and the stability of the construction groove wall during the construction of the modified soil wall is ensured. Therefore, the construction method of the construction groove layer partition is adopted, the consistency of the construction of the temporary support and the support retaining wall is realized, the workload of additionally arranging support engineering is saved, the construction period is greatly shortened, the construction cost is saved, meanwhile, the backfill and the rapid hardening are carried out through the non-compaction process of the backfill modified soil slurry of the upper left area (1) and the lower left area (2) of the construction groove, the problem of instability of the construction pit wall is solved, and the aim of rapid and low-cost construction is finally achieved.
The construction method of the anchor cable lattice and modified soil retaining wall composite retaining structure provided by the invention has the advantages of high construction speed, stable construction groove wall, easiness in construction quality control, low construction cost and the like, can replace an anchor cable slide-resistant pile composite structure, and is particularly suitable for reinforcing a binary structure side slope secondary soft soil type landslide formed by carbonaceous shale and residual slope accumulated soil.
Drawings
Fig. 1 is a schematic diagram of a construction method of an anchor cable lattice and modified soil retaining wall composite retaining structure.
Detailed Description
The invention is further explained by combining the attached figure 1 and a specific construction example of the treatment of secondary soft soil type landslide damage of a soil-rock interface of a certain carbonaceous shale + residual slope mound binary structure side slope in Shaoyang in Hunan.
The invention provides an anchor cable lattice and modified soil retaining wall composite retaining structure which comprises a modified soil gravity type retaining wall and an anchor cable lattice structure. During construction, the modified soil retaining wall is constructed by adopting a construction groove layered and partitioned construction method, and then the anchor cable lattice part is constructed according to a conventional method, wherein the construction steps are characterized in that:
1) dividing the proposed retaining wall into a plurality of construction grooves by taking the width of the proposed retaining wall as the length of a single construction groove and taking the length of 5m of the proposed retaining wall as the width of a single construction detection groove, and performing construction lofting on site;
2) during construction, the two construction grooves are required to be separated by 10m, sequencing is carried out according to the separation sequence, and construction of each construction groove is carried out one by one;
3) excavating the upper left area (1) of the construction groove by using an excavator at the selected construction groove position to be constructed, and simultaneously ensuring that the excavation length range (b1) of the bottom of the upper left area (1) does not exceed 3m and the excavation depth (h2) of the upper layer does not exceed 6 m; when the proposed retaining wall depth (h) is less than 12m, the upper layer excavation depth (h2) should not exceed 1/2 of the proposed retaining wall depth (h); when the depth (h) of the proposed retaining wall is more than 12m, the method is not suitable for construction;
4) high liquid limit soil excavated from a construction groove is mixed according to the weight proportion of 30 percent of cement, 10 percent of water glass early strength agent and 60 percent of high liquid limit soil, proper amount of water is added to be liquefied, the mixture is stirred into slurry state on site by a stirrer, and then the slurry is poured into the excavation range of the upper left area (1) of the construction groove and is tamped by an excavator;
5) after the left upper area (1) of the construction groove is backfilled, waiting for 5 hours until the modified soil slurry is basically hardened, excavating the right upper area (4) of the construction groove by using an excavator, wherein the excavation width of the bottom part reaches the design range (b 4);
6) excavating the left lower area (2) of the construction groove by using an excavator, and meanwhile, paying attention to the fact that the excavation length range (b2) of the bottom of the left lower area (2) does not exceed 3m, the excavation depth reaches the design depth (h1), and the depth of the construction groove is guaranteed to reach the design depth (h) of the modified soil wall; preparing modified soil slurry according to the step 4), and backfilling the excavation range of the left lower area (2) of the construction groove;
7) waiting for 5 hours until the modified soil slurry poured into the left lower area (2) of the construction groove is basically hardened, excavating the right lower area (3) of the construction groove by using an excavator, wherein the excavation depth reaches the design depth (h1), and the construction groove depth is ensured to reach the design depth (h) of the modified soil wall;
8) adopting 10% of cement, 3% of water glass and 87% of high liquid limit soil obtained by excavation, adding a proper amount of water to be hard and plastic, stirring the mixture on site by using an excavator, spreading the mixture in the range of the right lower area (3) of the construction groove layer by layer, paying attention to that the single-layer backfill thickness is not more than 0.3m, and tamping the mixture by using an excavator bucket until the right lower area (3) of the construction groove is filled;
9) referring to step 8), filling the upper right area (4) of the construction tank with modified soil;
10) according to the sequencing of the step 2), referring to the steps 3) to 9), completing the construction of all construction grooves, and in order to accelerate the construction speed of the whole project, when the construction sequence requirement of the step 2) is met, simultaneously performing the construction of a plurality of construction grooves;
11) after the construction of all the construction grooves is finished, constructing a water drainage hole (9) according to a conventional method;
12) after the construction of all the water drainage holes (9) is completed, constructing the anchor cable lattice structure (5) according to a conventional method, and paying attention to ensure that the anchoring section (8) of the anchor cable completely enters the hard layer (7) and the length (L1) of the anchoring section reaches the designed length, wherein the length of the free section (6) of the anchor cable can be properly adjusted according to the position of the hard layer (7);
13) building a drainage ditch and a platform (10) for the wall foot of the proposed retaining wall;
14) and finishing the top slope (11) of the proposed retaining wall.
The construction method of the anchor cable lattice and modified soil retaining wall composite retaining structure provided by the patent of application of the construction method from 2018, 5.4.2018, 6.24.2018 reinforces the secondary soft soil landslide damage of the soil-rock interface with the local length of 60m and the height of 12m on the side slope of a certain carbonaceous shale plus residual slope soil binary structure in Shaoyang in Hunan, the reinforcement engineering has undergone two rainstorm processes so far, and the tracking measurement of the observation pile mark point on the earth surface shows that the maximum displacement of the earth surface is less than 5mm all the time after the construction is completed, thereby showing that the slope body is stable. Engineering practice shows that the construction method of the anchor cable lattice and modified soil retaining wall composite retaining structure provided by the patent of the application is feasible.
Claims (1)
1. A construction method of an anchor cable lattice and a composite retaining structure of a modified soil retaining wall is provided, wherein the composite retaining structure comprises two parts of the modified soil gravity type retaining wall and the anchor cable lattice structure, the construction sequence is that the modified soil retaining wall is firstly constructed by adopting a construction groove layered and partitioned construction method, and then the anchor cable lattice part is constructed according to a conventional method: the method is characterized by comprising the following steps
1) Dividing the proposed retaining wall into a plurality of construction grooves by taking the width of the proposed retaining wall as the length of a single construction groove and taking the length of 5m of the proposed retaining wall as the width of a single construction detection groove, and performing construction lofting on site;
2) during construction, the two construction grooves are required to be separated by 10m, sequencing is carried out according to the separation sequence, and construction of each construction groove is carried out one by one;
3) excavating the upper left area (1) of the construction groove by using an excavator at the selected construction groove position to be constructed, and simultaneously ensuring that the excavation length range (b1) of the bottom of the upper left area (1) does not exceed 3m and the excavation depth (h2) of the upper layer does not exceed 6 m; when the proposed retaining wall depth (h) is less than 12m, the upper layer excavation depth (h2) should not exceed 1/2 of the proposed retaining wall depth (h); when the depth (h) of the proposed retaining wall is more than 12m, the method is not suitable for construction;
4) high liquid limit soil excavated from a construction groove is mixed according to the weight proportion of 30 percent of cement, 10 percent of water glass early strength agent and 60 percent of high liquid limit soil, proper amount of water is added to be liquefied, the mixture is stirred into slurry state on site by a stirrer, and then the slurry is poured into the excavation range of the upper left area (1) of the construction groove and is tamped by an excavator;
5) after the left upper area (1) of the construction groove is backfilled, waiting for 5 hours until the modified soil slurry is basically hardened, excavating the right upper area (4) of the construction groove by using an excavator, wherein the excavation width of the bottom part reaches the design range (b 4);
6) excavating the left lower area (2) of the construction groove by using an excavator, and meanwhile, paying attention to the fact that the excavation length range (b2) of the bottom of the left lower area (2) does not exceed 3m, the excavation depth reaches the design depth (h1), and the depth of the construction groove is guaranteed to reach the design depth (h) of the modified soil wall; preparing modified soil slurry according to the step 4), and backfilling the excavation range of the left lower area (2) of the construction groove;
7) waiting for 5 hours until the modified soil slurry poured into the left lower area (2) of the construction groove is basically hardened, excavating the right lower area (3) of the construction groove by using an excavator, wherein the excavation depth reaches the design depth (h1), and the construction groove depth is ensured to reach the design depth (h) of the modified soil wall;
8) adopting 10% of cement, 3% of water glass and 87% of high liquid limit soil obtained by excavation, adding a proper amount of water to be hard and plastic, stirring the mixture on site by using an excavator, spreading the mixture in the range of the right lower area (3) of the construction groove layer by layer, paying attention to that the single-layer backfill thickness is not more than 0.3m, and tamping the mixture by using an excavator bucket until the right lower area (3) of the construction groove is filled;
9) referring to step 8), filling the upper right area (4) of the construction tank with modified soil;
10) according to the sequencing of the step 2), referring to the steps 3) to 9), completing the construction of all construction grooves, and in order to accelerate the construction speed of the whole project, when the construction sequence requirement of the step 2) is met, simultaneously performing the construction of a plurality of construction grooves;
11) after the construction of all the construction grooves is finished, constructing a water drainage hole (9) according to a conventional method;
12) after the construction of all the water drainage holes (9) is completed, constructing the anchor cable lattice structure (5) according to a conventional method, and paying attention to ensure that the anchoring section (8) of the anchor cable completely enters the hard layer (7) and the length (L1) of the anchoring section reaches the designed length, wherein the length of the free section (6) of the anchor cable can be properly adjusted according to the position of the hard layer (7);
13) building a drainage ditch and a platform (10) for the wall foot of the proposed retaining wall;
14) and finishing the top slope (11) of the proposed retaining wall.
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| CN114396071B (en) * | 2022-01-14 | 2023-05-16 | 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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| DE3532641A1 (en) * | 1985-09-12 | 1987-03-19 | Geotech Lizenz Ag | WALL WITH A MASS STRUCTURE, RELATED COMPONENT AND METHOD FOR PRODUCING THE WALL |
| CH671421A5 (en) * | 1985-12-23 | 1989-08-31 | Occava Anstalt | |
| CN103410167B (en) * | 2013-08-29 | 2015-07-15 | 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 |
| CN105201011B (en) * | 2015-09-18 | 2017-07-25 | 山东大学 | A kind of compound anchored plate retaining wall and its construction method |
| CN106351239B (en) * | 2016-10-28 | 2018-11-27 | 长沙理工大学 | A kind of modified cement soil strengthens geogrids reinforced earth structure and its construction method |
| 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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