CN105350521A - Vertical splicing structure and method of prefabricated underground diaphragm walls - Google Patents
Vertical splicing structure and method of prefabricated underground diaphragm walls Download PDFInfo
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- CN105350521A CN105350521A CN201510787116.9A CN201510787116A CN105350521A CN 105350521 A CN105350521 A CN 105350521A CN 201510787116 A CN201510787116 A CN 201510787116A CN 105350521 A CN105350521 A CN 105350521A
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Abstract
The invention discloses a vertical splicing structure and method of prefabricated underground diaphragm walls. The vertical splicing structure and method are used for connecting the upper concrete diaphragm wall and the lower concrete diaphragm wall. A concave part and a convex part matched with the concave part are arranged in the middles of the butt joint ends of the upper concrete diaphragm wall and the lower concrete diaphragm wall respectively. Groove openings are correspondingly formed in the two sides of the butt joint ends of the upper concrete diaphragm wall and the lower concrete diaphragm wall. The concave part, the convex part and the four groove openings are arranged in the width direction of the concrete diaphragm walls in an overall length manner. The cross section of the convex part is triangular. Outward convex tie bars are pre-buried in the groove openings in the two sides of one concrete diaphragm wall, and grouting holes used for grouting the groove openings are formed in the two sides of the lower concrete diaphragm wall. By means of the matched convex part and concave part, the grouting holes are used for grouting cavities formed by the vertically corresponding groove openings, and the tie bars are pre-buried in the groove openings so that internal force of the upper concrete diaphragm wall and the lower concrete diaphragm wall can be effectively transmitted; meanwhile, the length and weight of a single concrete diaphragm wall are reduced; and the vertical splicing structure and method are suitable for transporting and hoisting, and the applicable foundation pit excavation depth of the concrete diaphragm walls is increased.
Description
Technical field
The present invention relates to the vertical splicing construction of a kind of coercion underground continuous wall and method, be specially adapted to coercion underground continuous wall as vertical splicing when bracing of foundation pit and outer wall of basement.
Background technology
At present, coercion underground continuous wall is based on cast in situs, and the utilization of coercion underground continuous wall is considerably less.This is because the coercion underground continuous wall length direction of routine does not establish seam, cause single width coercion underground continuous wall length long, weight is much, is not suitable for transport and lifting; Cause the coercion underground continuous wall excavation of foundation pit applicatory degree of depth very shallow, range of application is very limited, economical very poor, and this all greatly constrains the application of Precast Diaphragm Wall simultaneously.
Therefore, how to provide a kind of structure simple, easy construction, reliably effectively can transmit the internal force of upper and lower two width coercion underground continuous wall, separately can realize coercion underground continuous wall and not do the vertical splicing construction of coercion underground continuous wall and method that all the other process can directly use as outer wall of basement, become the technical problem that building operations circle needs further improvement and optimization.
Summary of the invention
The object of the present invention is to provide the vertical splicing construction of a kind of coercion underground continuous wall and method, structure is simple, easy construction, reliably effectively can transmit the internal force of upper and lower two width coercion underground continuous wall, realize coercion underground continuous wall do not do all the other process can directly use as outer wall of basement.
For solving the problems of the technologies described above, the invention provides following technical scheme:
The vertical splicing construction of a kind of coercion underground continuous wall, for connecting upper and lower two width coercion underground continuous wall, the middle part of the butt end of upper and lower two width coercion underground continuous wall is respectively equipped with the recess and protuberance that match, the both sides correspondence of the butt end of upper and lower two width coercion underground continuous wall offers notch, described recess, protuberance and four notches are arranged along the width total length of described coercion underground continuous wall respectively, the cross section of described protuberance is triangular in shape, the tension rib of pre-buried evagination respectively in notch described in the both sides of a wherein width coercion underground continuous wall, and the both sides of a width coercion underground continuous wall are also offered for the injected hole to described notch slip casting below.
Preferably, in the vertical splicing construction of above-mentioned coercion underground continuous wall, a pre-buried vertical steel plate for sealing water in described protuberance, the bottom of described recess is provided with the rectangular channel stretched into for described steel plate for sealing water.
Preferably, in the vertical splicing construction of above-mentioned coercion underground continuous wall, the top of described steel plate for sealing water is provided with hydro-expansive rubber band, and described hydro-expansive rubber band is arranged along the width total length of described coercion underground continuous wall.
Preferably, in the vertical splicing construction of above-mentioned coercion underground continuous wall, described protuberance is arranged at and is positioned at below on a width coercion underground continuous wall.
Preferably, in the vertical splicing construction of above-mentioned coercion underground continuous wall, the cross section of described protuberance is isosceles triangle.
Preferably, in the vertical splicing construction of above-mentioned coercion underground continuous wall, two of described protuberance are domatic is above equipped with rubber packing respectively, and described rubber packing is arranged along the width total length of described coercion underground continuous wall.
Preferably, in the vertical splicing construction of above-mentioned coercion underground continuous wall, after upper and lower two width coercion underground continuous wall vertically splice, described tension rib pre-buried in notch extends near the bottom land of corresponding notch.
The invention also discloses the vertical joining method of a kind of coercion underground continuous wall, adopt the vertical splicing construction of coercion underground continuous wall as above, comprise the steps:
The first step, a fixing width coercion underground continuous wall below;
Second step, the top of lifting width coercion underground continuous wall width coercion underground continuous wall below described above;
3rd step, above a width coercion underground continuous wall under the effect of deadweight along the domatic automatic attaching of described protuberance, precise positioning;
4th step, by injected hole toward notch slip casting, concreting in the chamber that notch corresponding is up and down formed, makes upper and lower two width coercion underground continuous wall compact siro spinning technology.
Preferably, in the vertical joining method of above-mentioned coercion underground continuous wall, a pre-buried vertical steel plate for sealing water in described protuberance, the bottom of described recess is provided with the rectangular channel stretched into for described steel plate for sealing water, the top of described steel plate for sealing water is provided with hydro-expansive rubber band, and described hydro-expansive rubber band is arranged along the width total length of described coercion underground continuous wall.
Preferably, in the vertical joining method of above-mentioned coercion underground continuous wall, two of described protuberance are domatic is above equipped with rubber packing respectively, and described rubber packing is arranged along the width total length of described coercion underground continuous wall.
From above disclosed technical scheme, compared with prior art, beneficial effect of the present invention is as follows:
One, the vertical splicing construction of coercion underground continuous wall disclosed by the invention and method, upper and lower two width coercion underground continuous wall are by the protuberance that is fastened togather and recess, slip casting in the cavity formed by the notch of injected hole to upper and lower correspondence, and be embedded in tension rib in notch in advance, effectively can transmit the internal force of upper and lower two width ground-connecting-walls, make between upper and lower two width coercion underground continuous wall, form reliable connection;
Two, the vertical splicing construction of coercion underground continuous wall disclosed by the invention and method, because coercion underground continuous wall is provided separately, reduce length and the weight of single width coercion underground continuous wall, be applicable to transport and lifting, again because the size of spliced coercion underground continuous wall entirety can significantly increase, because this increasing the coercion underground continuous wall excavation of foundation pit degree of depth applicatory, making it to be applied to and comparing use in existing darker foundation ditch, there are good economic benefits.
Three, the vertical splicing construction of coercion underground continuous wall disclosed by the invention and method, because the cross section of described protuberance is triangular in shape, not only make the docking of upper and lower two width coercion underground continuous wall convenient, the installation effectiveness of effective raising, and when the upper and lower two width coercion underground continuous wall of splicing, a width coercion underground continuous wall along the domatic automatic attaching precise positioning of described protuberance under the effect in deadweight, can ensure that installation accuracy above.
Four, the vertical splicing construction of coercion underground continuous wall disclosed by the invention and method, by the steel plate for sealing water arranged along the width total length of coercion underground continuous wall, hydro-expansive rubber band and rubber packing, three road waterproofing courses are defined in the stitching portion of upper and lower two width coercion underground continuous wall, can effectively prevent the water of coercion underground continuous wall side from flowing into the opposite side of coercion underground continuous wall through the stitching portion of upper and lower width coercion underground continuous wall, be conducive to coercion underground continuous wall do not do all the other process can directly use as outer wall of basement, be conducive to popularization and the utilization of Precast Diaphragm Wall.
Accompanying drawing explanation
Fig. 1 is the schematic diagram of the vertical splicing structure of one embodiment of the invention two width coercion underground continuous wall.
Fig. 2 is that one embodiment of the invention two width coercion underground continuous wall vertically splices front sectional drawing.
Fig. 3 is that one embodiment of the invention two width coercion underground continuous wall vertically splices rear sectional drawing.
Three-dimensional exploded view when Fig. 4 is the splicing of one embodiment of the invention two width coercion underground continuous wall.
Indicate in figure: 1, hydro-expansive rubber band; 2, steel plate for sealing water; 3, recess; 4, protuberance; 5, tension rib; 6, wall chase mouth below; 7, injected hole; 8, rectangular channel; 9, wall chase mouth above; 10, rubber packing; 11, concrete.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the vertical splicing construction of coercion underground continuous wall that the present invention proposes is described in further detail.According to the following describes and claims, advantages and features of the invention will be clearer.It should be noted that, accompanying drawing all adopts the form that simplifies very much and all uses non-ratio accurately, only in order to object that is convenient, the aid illustration embodiment of the present invention lucidly.
Embodiment one
Refer to Fig. 1 to Fig. 4, wherein, Fig. 1 is the schematic diagram of the vertical splicing structure of one embodiment of the invention two width coercion underground continuous wall; Fig. 2 is that one embodiment of the invention two width coercion underground continuous wall vertically splices front sectional drawing; Fig. 3 is that one embodiment of the invention two width coercion underground continuous wall vertically splices rear sectional drawing; And Fig. 4 be one embodiment of the invention two width coercion underground continuous wall splicing time three-dimensional exploded view.
Present embodiment discloses the vertical splicing construction of a kind of coercion underground continuous wall, for connecting upper and lower two width coercion underground continuous wall, the middle part of the butt end of upper and lower two width coercion underground continuous wall is respectively equipped with the recess 3 and protuberance 4 that match, in the present embodiment, described protuberance 4 is arranged at and is positioned at below on a width coercion underground continuous wall, the both sides correspondence of the butt end of upper and lower two width coercion underground continuous wall offers notch, described notch comprise be positioned at a width coercion underground continuous wall above two above wall chase mouth 9 be positioned at two of a width coercion underground continuous wall below wall chase mouths 6 below, described recess 3, protuberance 4 and four notches are arranged along the width total length of described coercion underground continuous wall respectively, the cross section of described protuberance is triangular in shape, described in this, the cross section of protuberance is parallel to the thickness direction of described coercion underground continuous wall, perpendicular to the width of described coercion underground continuous wall, in notch described in the both sides of a wherein width coercion underground continuous wall respectively the tension rib 5 of pre-buried evagination also referred to as beard muscle, that is, the tension rib 5 of pre-buried evagination respectively in notch described in the both sides of a width coercion underground continuous wall above, and the both sides of a width coercion underground continuous wall are also offered for the injected hole 7 to described notch slip casting below.
The vertical splicing construction of coercion underground continuous wall of the present invention, on the one hand, upper and lower two width coercion underground continuous wall are fastened togather by protuberance 4 and recess 5, and slip casting in the cavity up and down corresponding notch formed by injected hole, and be embedded in this three measures of tension rib in notch in advance, effectively can transmit the internal force of upper and lower two width ground-connecting-walls, make between upper and lower two width coercion underground continuous wall, form reliable connection; On the other hand, because coercion underground continuous wall is provided separately, reduce length and the weight of single width coercion underground continuous wall, be applicable to transport and lifting, again because the size of spliced coercion underground continuous wall entirety can significantly increase, because this increasing the coercion underground continuous wall excavation of foundation pit degree of depth applicatory, making it to be applied to and comparing use in existing darker foundation ditch, there are good economic benefits; Again on the one hand, because the cross section of described protuberance is triangular in shape, therefore, when the upper and lower two width coercion underground continuous wall of splicing, a width coercion underground continuous wall can along the domatic automatic attaching of described protuberance under the effect in deadweight above, precise positioning, the installation effectiveness not only improved, and ensure that installation accuracy.
Stressed more even in order to what make between upper and lower two width coercion underground continuous wall, the cross section of described protuberance 4 is isosceles triangle.
Preferably, in the vertical splicing construction of above-mentioned coercion underground continuous wall, two of described protuberance 4 are domatic is above equipped with rubber packing 10 respectively, and described rubber packing 10 is arranged along the width total length of described coercion underground continuous wall.Due to two of described protuberance 4 domatic on rubber packing 10 is set; that is rubber packing 10 is set on leg-of-mutton both sides; the oblique contact surface of upper and lower two width coercion underground continuous wall is made to form flexible contact; so; not only can protect upper and lower two width coercion underground continuous wall, and first waterproofing course can be formed between upper and lower two width coercion underground continuous wall.
Preferably, in the vertical splicing construction of above-mentioned coercion underground continuous wall, a pre-buried vertical steel plate for sealing water 2 in described protuberance 4, the bottom of described recess 5 is provided with the rectangular channel 8 i.e. strip recess stretched into for described steel plate for sealing water 2.By arranging steel plate for sealing water, between upper and lower two width coercion underground continuous wall, forming second waterproofing course, can prevent the water of coercion underground continuous wall side from flowing into the opposite side of coercion underground continuous wall through the stitching portion of upper and lower width coercion underground continuous wall.
In order to improve the risk of leakage of the stitching portion of upper and lower two width coercion underground continuous wall further, preferably, in the vertical splicing construction of above-mentioned coercion underground continuous wall, the top of described steel plate for sealing water 2 is provided with hydro-expansive rubber band 1, and described hydro-expansive rubber band 1 is arranged along the width total length of described coercion underground continuous wall.Described hydro-expansive rubber band 1 forms the 3rd road waterproofing course between upper and lower two width coercion underground continuous wall.
Therefore, by the steel plate for sealing water 2 arranged along the width total length of coercion underground continuous wall, hydro-expansive rubber band 1 and rubber packing 10, thus define three road waterproofing courses in the stitching portion of upper and lower two width coercion underground continuous wall, can effectively prevent the water of coercion underground continuous wall side from flowing into the opposite side of coercion underground continuous wall through the stitching portion of upper and lower width coercion underground continuous wall, be conducive to coercion underground continuous wall do not do all the other process can directly use as outer wall of basement, save construction cost, be conducive to popularization and the utilization of Precast Diaphragm Wall.
In addition, in the vertical splicing construction of above-mentioned coercion underground continuous wall, described protuberance 4 is arranged at and is positioned at below on a width coercion underground continuous wall, and due to the cross section of described protuberance triangular in shape, therefore, when the upper and lower two width coercion underground continuous wall of splicing, above a width coercion underground continuous wall can under the effect in deadweight along the described protuberance 4 of a width coercion underground continuous wall below described domatic on automatic attaching, precise positioning, so, the installation effectiveness not only improved, and ensure that installation accuracy.
In addition, in order to improve bonding strength between upper and lower two width coercion underground continuous wall and reliability, preferably, in the vertical splicing construction of above-mentioned coercion underground continuous wall, after upper and lower two width coercion underground continuous wall vertically splice, described tension rib 5 pre-buried in notch extends near the bottom land of corresponding notch.
Embodiment two
Please continue to refer to Fig. 1 to Fig. 4, this enforcement also discloses the vertical joining method of a kind of coercion underground continuous wall, adopts the vertical splicing construction of coercion underground continuous wall as above, comprises the steps:
The first step, a fixing width coercion underground continuous wall below.
Second step, the top of lifting width coercion underground continuous wall width coercion underground continuous wall below described above.
3rd step, above a width coercion underground continuous wall under the effect of deadweight along the domatic automatic attaching of described protuberance 4, precise positioning.
4th step, by injected hole 7 toward notch slip casting, concreting 11 in the chamber that notch corresponding is up and down formed, makes upper and lower two width coercion underground continuous wall compact siro spinning technology.Certainly need in advance to arrange template at two ports of notch.In addition, the slurries injected toward injected hole 7 can add additive, to increase the concrete intensity in stitching portion, improve the connection reliability between two width coercion underground continuous wall further.
The vertical joining method of the coercion underground continuous wall that the present embodiment provides, on the one hand, upper and lower two width coercion underground continuous wall are fastened togather by protuberance 4 and recess 5, and slip casting in the cavity up and down corresponding notch formed by injected hole, and be embedded in this three measures of tension rib in notch in advance, effectively can transmit the internal force of upper and lower two width ground-connecting-walls, make between upper and lower two width coercion underground continuous wall, form reliable connection; On the other hand, because coercion underground continuous wall is provided separately, reduce length and the weight of single width coercion underground continuous wall, be applicable to transport and lifting, again because the size of spliced coercion underground continuous wall entirety can significantly increase, because this increasing the coercion underground continuous wall excavation of foundation pit degree of depth applicatory, making it to be applied to and comparing use in existing darker foundation ditch, there are good economic benefits; Again on the one hand, because the cross section of described protuberance is triangular in shape, therefore, when the upper and lower two width coercion underground continuous wall of splicing, a width coercion underground continuous wall can along the domatic automatic attaching of described protuberance under the effect in deadweight above, precise positioning, the installation effectiveness not only improved, and ensure that installation accuracy.
In order to improve the risk of leakage of the stitching portion of upper and lower two width coercion underground continuous wall, in the vertical joining method of above-mentioned coercion underground continuous wall, the cross section of described protuberance 4 is triangular in shape, two of described protuberance 4 are domatic is above equipped with rubber packing 10 respectively, and described rubber packing 10 is arranged along the width total length of described coercion underground continuous wall.Described rubber packing 10 forms first waterproofing course between upper and lower two width coercion underground continuous wall.
Preferably, in the vertical joining method of above-mentioned coercion underground continuous wall, a pre-buried vertical steel plate for sealing water 2 in described protuberance 4, the bottom of described recess 5 is provided with the rectangular channel 8 stretched into for described steel plate for sealing water 4, the top of described steel plate for sealing water 2 is provided with hydro-expansive rubber band 1, and described hydro-expansive rubber band 1 is arranged along the width total length of described coercion underground continuous wall.Described steel plate for sealing water 4 forms second waterproofing course between upper and lower two width coercion underground continuous wall.Described hydro-expansive rubber band 1, forms second waterproofing course between upper and lower two width coercion underground continuous wall.
Therefore, by the steel plate for sealing water 2 arranged along the width total length of coercion underground continuous wall, hydro-expansive rubber band 1 and rubber packing 10, thus define three road waterproofing courses in the stitching portion of upper and lower two width coercion underground continuous wall, can effectively prevent the water of coercion underground continuous wall side from flowing into the opposite side of coercion underground continuous wall through the stitching portion of upper and lower width coercion underground continuous wall, be conducive to coercion underground continuous wall do not do all the other process can directly use as outer wall of basement, save construction cost, be conducive to popularization and the utilization of Precast Diaphragm Wall.
Foregoing description is only the description to present pre-ferred embodiments, any restriction not to the scope of the invention, and any change that the those of ordinary skill in field of the present invention does according to above-mentioned disclosure, modification, all belong to the protection domain of claims.
Claims (10)
1. the vertical splicing construction of coercion underground continuous wall, for connecting upper and lower two width coercion underground continuous wall, it is characterized in that, the middle part of the butt end of upper and lower two width coercion underground continuous wall is respectively equipped with the recess and protuberance that match, the cross section of described protuberance is triangular in shape, the both sides correspondence of the butt end of upper and lower two width coercion underground continuous wall offers notch, described recess, protuberance and four notches are arranged along the width total length of described coercion underground continuous wall respectively, the tension rib of pre-buried evagination respectively in notch described in the both sides of a wherein width coercion underground continuous wall, and the both sides of a width coercion underground continuous wall are also offered for the injected hole to described notch slip casting below.
2. the vertical splicing construction of coercion underground continuous wall as claimed in claim 1, is characterized in that, a pre-buried vertical steel plate for sealing water in described protuberance, the bottom of described recess is provided with the rectangular channel stretched into for described steel plate for sealing water.
3. the vertical splicing construction of coercion underground continuous wall as claimed in claim 2, it is characterized in that, the top of described steel plate for sealing water is provided with hydro-expansive rubber band, and described hydro-expansive rubber band is arranged along the width total length of described coercion underground continuous wall.
4. the vertical splicing construction of coercion underground continuous wall as claimed in claim 1, is characterized in that, described protuberance is arranged at and is positioned at below on a width coercion underground continuous wall.
5. the vertical splicing construction of coercion underground continuous wall as claimed in claim 1, it is characterized in that, the cross section of described protuberance is isosceles triangle.
6. the vertical splicing construction of coercion underground continuous wall as claimed in claim 1, is characterized in that, two of described protuberance are domatic is above equipped with rubber packing respectively, and described rubber packing is arranged along the width total length of described coercion underground continuous wall.
7. the vertical splicing construction of coercion underground continuous wall as claimed in claim 1, it is characterized in that, after upper and lower two width coercion underground continuous wall vertically splice, described tension rib pre-buried in notch extends near the bottom land of corresponding notch.
8. the vertical joining method of coercion underground continuous wall, is characterized in that, adopts the vertical splicing construction of coercion underground continuous wall as claimed in any of claims 1 to 7 in one of claims, comprises the steps:
The first step, a fixing width coercion underground continuous wall below;
Second step, the top of lifting width coercion underground continuous wall width coercion underground continuous wall below described above;
3rd step, above a width coercion underground continuous wall under the effect of deadweight along the domatic automatic attaching of described protuberance, precise positioning;
4th step, by injected hole toward notch slip casting, concreting in the chamber that notch corresponding is up and down formed, makes upper and lower two width coercion underground continuous wall compact siro spinning technology.
9. the vertical joining method of coercion underground continuous wall as claimed in claim 8, it is characterized in that, a pre-buried vertical steel plate for sealing water in described protuberance, the bottom of described recess is provided with the rectangular channel stretched into for described steel plate for sealing water, the top of described steel plate for sealing water is provided with hydro-expansive rubber band, and described hydro-expansive rubber band is arranged along the width total length of described coercion underground continuous wall.
10. the vertical joining method of coercion underground continuous wall as claimed in claim 8, is characterized in that, two of described protuberance are domatic is above equipped with rubber packing respectively, and described rubber packing is arranged along the width total length of described coercion underground continuous wall.
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| CN201510787116.9A CN105350521A (en) | 2015-11-16 | 2015-11-16 | Vertical splicing structure and method of prefabricated underground diaphragm walls |
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| CN201510787116.9A CN105350521A (en) | 2015-11-16 | 2015-11-16 | Vertical splicing structure and method of prefabricated underground diaphragm walls |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106351208A (en) * | 2016-10-11 | 2017-01-25 | 上海市政工程设计研究总院（集团）有限公司 | Prefabricated underground diaphragm wall vertical-splicing structure |
| CN106436691A (en) * | 2016-10-11 | 2017-02-22 | 上海市政工程设计研究总院（集团）有限公司 | Prefabricated underground continuous wall vertical assembly method |
| CN106948337A (en) * | 2017-04-13 | 2017-07-14 | 大成科创基础建设股份有限公司 | The diaphram wall and its construction method of the wall of prestressing force assembled two unification |
| CN109296010A (en) * | 2018-10-26 | 2019-02-01 | 上海市基础工程集团有限公司 | The joint structure and construction method vertically connected for coercion underground continuous wall |
| CN110939124A (en) * | 2019-12-30 | 2020-03-31 | 广州地铁设计研究院股份有限公司 | Positioning mechanism of prefabricated underground continuous wall and operation method thereof |
| CN111501849A (en) * | 2020-04-14 | 2020-08-07 | 中铁第四勘察设计院集团有限公司 | Waterproof structure adopting combined steel-edged rubber water stop and construction method thereof |
| CN112359865A (en) * | 2020-12-17 | 2021-02-12 | 中铁第四勘察设计院集团有限公司 | Prefabricated assembly type retaining wall structure for foundation pit top and construction method thereof |
| CN113136858A (en) * | 2021-03-18 | 2021-07-20 | 中国铁路设计集团有限公司 | Construction method of prefabricated assembled underground continuous wall |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106351208A (en) * | 2016-10-11 | 2017-01-25 | 上海市政工程设计研究总院（集团）有限公司 | Prefabricated underground diaphragm wall vertical-splicing structure |
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| CN110939124A (en) * | 2019-12-30 | 2020-03-31 | 广州地铁设计研究院股份有限公司 | Positioning mechanism of prefabricated underground continuous wall and operation method thereof |
| CN111501849A (en) * | 2020-04-14 | 2020-08-07 | 中铁第四勘察设计院集团有限公司 | Waterproof structure adopting combined steel-edged rubber water stop and construction method thereof |
| CN112359865A (en) * | 2020-12-17 | 2021-02-12 | 中铁第四勘察设计院集团有限公司 | Prefabricated assembly type retaining wall structure for foundation pit top and construction method thereof |
| CN113136858A (en) * | 2021-03-18 | 2021-07-20 | 中国铁路设计集团有限公司 | Construction method of prefabricated assembled underground continuous wall |
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