CN101153492A - Horizontal frame construction and underground fending method using the same - Google Patents
Horizontal frame construction and underground fending method using the same Download PDFInfo
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- CN101153492A CN101153492A CNA2006101393855A CN200610139385A CN101153492A CN 101153492 A CN101153492 A CN 101153492A CN A2006101393855 A CNA2006101393855 A CN A2006101393855A CN 200610139385 A CN200610139385 A CN 200610139385A CN 101153492 A CN101153492 A CN 101153492A
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Abstract
The invention provides a horizontal cage structure comprising linear parts and connecting parts like a Chinese character 'jing'. An underground encasing construction method adopting the horizontal cage structure comprises the following steps: a continuous wall and a middle column pile are arranged around a ground area where the underground structure is constructed; the ground area is dug to a preset depth and sand soil is discharged; a marginal beam is arranged on the inside of the continuous wall; the horizontal cage structure is arranged on the marginal beam and also arranged on the middle column pile; the ground area is further dug to a layer depth and the sand soil is also removed; the steps are repeated according to the required depth of the ground area and a plurality of horizontal cage structures are stacked; the bottom of the ground area which is dug according to the steps is provided with a backing board layer and vertical reinforcing parts are arranged between the connecting parts of the stacked horizontal cage structures; the middle column pile is removed; pillars are formed on the vertical reinforcing parts and the horizontal cage structures are viewed as permanent structures to form the underground structure.
Description
Technical field
The present invention relates to building etc. the horizontal skeleton structure form and adopt the horizontal supports of described horizontal skeleton structure, the floor sand earth fall that the engineering that this horizontal supports is used for building subterranean layer at the excavation ground prevents to be excavated falls goes along with sb. to guard him engineering, relate in particular to horizontal skeleton structure and worker's method thereof of double as horizontal supports, keep out soil pressure by adopting bending property good horizontal cage construction, thereby reduce the quantity of interim vertical member to greatest extent, and can be connected with permanent vertical member (pillar) again after going along with sb. to guard him engineering finishing, and with described horizontal skeleton structure as keeping out the horizontal supports of soil pressure, thereby make the construction of underground basement excavation engineering and underground structure become simpler, reach economical fast.
Background technology
Usually, construct that the most representative method has three kinds in the method for underground structure: along the practice, in the ground of preparing the construction underground structure, form diaphragm wall, and the interim horizontal supports of the soil pressure of this diaphragm wall is kept out in setting, excavate successively then and interim horizontal supports and finish underground going along with sb. to guard him after the temporary works, remove temporary structure thing limit from underground bosom to the limit, ground the agent structure thing is set; SPS (Strutas a Permanent System) worker's method, after in the ground of preparing the construction underground structure, forming diaphragm wall and permanent vertical member being set, excavate and be provided with the operation of horizontal skeleton structure successively, after digging underground bosom always, finish except as the operation of the concrete part of the vertical member of skeleton and the flaggy (slab) the horizontal skeleton structure, pillar and body of wall etc. up to overground part; Contrary sequence method (Top-down worker's method), in prepare building the ground of underground structure, be provided as diaphragm wall hold concurrently the permanent structure body of wall cell wall (Slurry Wall) and permanent vertical member is set after, whenever finish the horizontal skeleton structure of ground last layer and the construction of flaggy, when excavating successively and agent structure is set, form its last layer on the ground.
Around the ground of construction of buildings, soldier piles are set along the practice, horizontal stripe are set after when excavating, baffle plate being set between sheet pile then, and set up interim horizontal supports with the support soil pressure at the horizontal and vertical of horizontal plane.When adopting this horizontal supports worker's method, interim horizontal supports is used H-trusses (H-BEAM) usually, and setting is called the interim vertical member of intermediate supports stake and it is connected with the H-trusses before digging ground, and is crooked because of soil pressure to prevent the H-trusses.Along with the carrying out of digging operation, two, three sections horizontal supports are set, and are connected with the intermediate supports stake at each layer.
The SPS worker's method that is called permanent support worker method is again constructed diaphragm wall earlier the steel frame parts (PRD basis) that connect foundation pile was set before digging ground afterwards, and this foundation pile is permanent vertical member, and is carrying out being used for support loads between the underground construction operational period.Then, utilize the H-trusses that the horizontal skeleton structure is set at each layer, this horizontal skeleton structure plays the horizontal support effect of opposing soil pressure and becomes permanent horizontal skeleton structure.At this moment, the component sizes of permanent horizontal skeleton structure should be able to prop up the soil pressure that is stopped, and permanent horizontal skeleton structure should be connected on the permanent vertical member that has been provided with, and after excavating underground bosom, finish except operation, up to overground part as the concrete part of the vertical member of skeleton and the flaggy (slab) the horizontal skeleton structure, pillar and body of wall etc.At this moment, when finishing the work of underground raft (mat slab), can build steel skeleton construction on the ground.
Contrary sequence method forms the basis when carrying out the cell wall engineering, the H-trusses as underground vertical member (RCD basis) is inserted on the basis after carrying out large-scale perforation work, and after foundation cast basis is with concrete, form the structure of the horizontal skeleton structure that comprises one deck, form each layer according to the suitable practice and contrary sequence method respectively at an upper portion thereof and at a lower portion thereof.
But there are problem as described below in the aforesaid suitable practice and SPS worker's method and contrary sequence method.
When adopting along the practice, diaphragm wall is interim structure, therefore need to remove in the construction of underground structure stage of building, but diaphragm wall stress that can mutagenesis in demolishing process is unbalanced.And, in the process of removing, may cause danger, and because and the mutual interference between the described underground structure be difficult to construct, therefore not only cause raw-material loss, also existing needs to give the dismounting operation stay problems such as preset time.In addition, may cause the distortion of surrounding ground and cause flaw to peripheral structure, and the interval of the intermediate supports stake that is provided with owing to the bending that is used to prevent horizontal supports is less, therefore the carrying out of harming the underground excavation operation of being undertaken by equipment, and in the process of carrying out panel work, make claim for eot because of interim interference of components.
When adopting SPS worker's method, because construction earlier is as the pillar (PRD basis) of permanent vertical member before excavation ground, so pillar spacer is less and be difficult to carry out digging operation; As permanent horizontal skeleton structure the H-trusses is connected on the pillar and plays the effect of horizontal support, but this moment, the construction error because of pillar needed could make after the actual measurement H-trusses, therefore make the duration elongated, and since can only by field Welding carry out with the pillar steel frame between be connected work, therefore in quality managemant, have difficulties.And, H-trusses as horizontal supports needs to resist bigger soil pressure, but described H-trusses has strong axle and weak axle, the size of parts is decided by weak axial bendability, therefore need the special bigger H-trusses of width of making, this will increase volume and raise the cost, and owing to become big as the width of the H-trusses of horizontal supports, therefore be difficult to be provided with the reinforcing bar and the template of the pillar that is formed by steelframe reinforced concrete local soil type.
When adopting contrary sequence method, because the operation on cell wall and RCD basis can only use main equipment just can carry out, place therefore little in the place or that be difficult to enter is difficult to use, and because at first construction is as the pillar (RCD basis) of permanent vertical member before carrying out mine working work, therefore an intercolumniation is little and be difficult to carry out the underground excavation operation; Owing to adopt contrary sequence method, therefore be difficult to connect top concrete of having poured into a mould and the concrete that is cast in its underpart.And the reinforcing bar of the horizontal skeleton structure that is made of steel concrete is interfered mutually with the H-trusses of the vertical stratification that has been provided with, and therefore is difficult to connect or handle, and is difficult to carry out quality managemant.In addition, because there is construction error in the vertical member that is provided with before the excavation ground, therefore be difficult to compensate.
Summary of the invention
The present invention proposes in order to solve aforesaid problem, underground structure and the worker's method thereof gone along with sb. to guard him that its purpose is a kind of horizontal support structure is provided and utilizes this horizontal skeleton structure, by the horizontal skeleton structure is set earlier, form vertical member after finishing on the horizontal skeleton structure, make the interference minimum between vertical member and the horizontal skeleton structure, engineering is become easily and improve the quality, and the spacing between the vertical member of being set up when making excavation underground is big and make the excavation operation become easy.
Another object of the present invention is to make described horizontal skeleton structure to play the horizontal supports effect that is used to excavate operation simultaneously, thereby reduce interim structure to greatest extent, by making the horizontal skeleton structure adopt the effectively crooked shape of opposing, thereby can effectively resist soil pressure, and can freely select permanent vertical member.
In addition, can reduce engineering cost, reduction of erection time, improve the quality.
To achieve these goals, comprise according to horizontal skeleton structure provided by the present invention: interconnect the linear parts that forms as one by at least one plate by a pair of conduit; Be combined in " # " type link of the infall of described linear parts.
And utilize the worker's method of going along with sb. to guard him of described horizontal skeleton structure to comprise: first step is provided with diaphragm wall and intermediate supports stake around the domain of building underground structure; Second step is excavated the domain and is discharged sand according to desired depth; Third step is provided with edge girder in the diaphragm wall inboard; The 4th step is provided with described horizontal skeleton structure on described edge girder, and described horizontal skeleton structure is placed in the described intermediate supports stake; The 5th step is further excavated the domain and is taken out of sand according to the degree of depth of a layer; The 6th step repeats described the 3rd, the 4th, the 5th step successively and according to required tap/dip deep into domain and in multistage mode described horizontal skeleton structure is set; The 7th step is provided with raft in the bottom surface, domain of excavating by above-mentioned steps; The 8th step is provided with vertical reinforcing member between the link of the described horizontal skeleton structure of being arranged to multistage mode; The 9th step is removed described intermediate supports stake; The tenth step is constructed pillar and described horizontal skeleton structure is formed underground structure as the permanent structure thing on described vertical reinforcing member.
Description of drawings
Fig. 1 is the schematic diagram according to first embodiment of horizontal skeleton structure provided by the present invention;
Fig. 2 is the schematic diagram of the linear parts among described first embodiment;
Fig. 3 is the schematic diagram of the link among described first embodiment;
Fig. 4 is the schematic diagram of another embodiment of the linear parts among described first embodiment;
Fig. 5 is the schematic diagram according to second embodiment of horizontal skeleton structure provided by the present invention;
Fig. 6 is the schematic diagram of the linear parts among described second embodiment;
Fig. 7 is the schematic diagram of the link among described second embodiment;
Fig. 8 to Figure 14 is the underground engineering schematic diagram of going along with sb. to guard him engineering that utilizes horizontal skeleton structure provided by the present invention.
Main symbol description: 10 is the horizontal skeleton structure, and 100 is linear parts, and 200 is link, and 110,120,210～240 is conduit, and 130,250 is plate, and 140,280 is flange, and 142,282 is connecting pore, and 260 is through hole, and 270 is bonded block.
The specific embodiment
Below, embodiments of the present invention will be described in detail with reference to the accompanying drawings.
Fig. 1 is that Fig. 2 is the schematic diagram of the linear parts among described first embodiment according to the schematic diagram of first embodiment of horizontal skeleton structure provided by the present invention, and Fig. 3 is the schematic diagram of the link among described first embodiment.
As shown in Figure 1, first embodiment of horizontal skeleton structure 10 provided by the present invention is by a plurality of linear parts 100 and be combined in a plurality of links 200 of the position that described linear parts 100 intersects, thereby supports diaphragm wall and prevent excavation surface that soil pressure causes or the phenomenon of inclined-plane generation avalanche.
As shown in Figure 2, described linear parts 100 is made of the plate 130 that a pair of conduit 110,120 by horizontal direction interval preset distance forms as one with being connected described a pair of conduit 110,120.And the both ends of described a pair of conduit 110,120 form flange 140, to be used for and can to combine with described link (Fig. 1 200) or other linear parts.
As shown in Figure 3, described link 200 is formed with " # " shape in the plane by four conduits 210～240, and keeps level and intersect.Between a pair of conduit 210,220 or 230,240 that is parallel to each other in described four conduits 210～240 plate 250 is set, and core forms through hole 260.And, having the bonded block 270 that is "+" word shape in the plane in the described through hole 260, this bonded block 270 combines with the pillar that is used for support level cage construction 10.And each end of described link 200 forms flange 280, combines with linear parts (Fig. 1 100) or other link being used for.At this moment, be parallel to each other and a pair of conduit 210,220 that is provided with or 230,240 spacing equate with the spacing of the conduit 110,120 of linear parts 100, thereby can combine with described linear parts 100.
At this, described linear parts 100 and link 200 are when combining with adjacent other linear parts or link, be in contact with one another by the flange 140,280 that is formed on the end and carry out combination, and adopt screw to connect in order to be easy to loading and unloading, form a plurality of connecting pores 142,282 on the described for this reason flange 140,280.
In addition, constitute the pipeline of the conduit 110,120,210～240 of described linear parts 100 and link 200 as the unit parts, and have bigger rigidity in all directions such as X-axis, Y-axis and Z axles for the circular cross-section of axle a little less than not having.And when described horizontal skeleton structure 10 was set, injecting to the inside of described linear parts 100 and link 200 as final step did not have the grouting of contraction, thereby can further strengthen the bending stiffness on all directions.At this, though exemplified the conduit 11 0,120,210～240 of circular cross-section in the present embodiment as the unit parts, the present invention is also therewith non-limiting, can use according to user's needs to comprise polygonal multiple cross sectional shape.
Fig. 4 is the schematic diagram of another embodiment of the described first embodiment cathetus parts.
As shown in Figure 4, described another embodiment 300 forms shape and the structure identical with the linear parts 100 shown in Fig. 2, but the plate 330 that connects a pair of conduit 310,320 is isolated mutually by plural unit board 332～338 and constituted.At this moment, adopting a plurality of unit boards 332～338 to constitute described plate 330 is in order to reduce the weight of linear parts 100, but can increase and decrease according to the magnitude of load that is applied on the described a pair of conduit 310,320.
Fig. 5 is that Fig. 6 is the schematic diagram of the linear parts among described second embodiment according to the schematic diagram of second embodiment of horizontal skeleton structure provided by the present invention, and Fig. 7 is the schematic diagram of the link among described second embodiment.
To shown in Figure 7, second embodiment of horizontal skeleton structure 10 provided by the present invention is by a plurality of linear parts 400 and be combined in a plurality of links 500 of the position that described linear parts 400 intersects as Fig. 5.That is, the formation of second embodiment and structure are identical with first embodiment, have only the unit parts 410,420,510～540 that constitute described linear parts 400 and link 500 different with first embodiment.Therefore, only describe in the present embodiment at the unit parts different with described first embodiment.
The unit parts 410,420,510～540 that constitute described linear parts 400 and link 500 are H shaped steel.The rigidity of described H shaped steel Z-direction than X-axis and Y-axis a little less than, but as shown in the figure, remedy aforesaid defective by using plate 430 that the Z axle is interconnected.Therefore, on all directions such as X-axis, Y-axis and Z axle, have and rigidity like the circular cross-section catheter.
At this, though for example understand H shaped steel as the unit parts in the present embodiment, the present invention is defined in this, can also use I shaped steel, T-steel etc.Just, H shaped steel can utilize little sectional area to obtain big second moment of area value, and is both economical, therefore preferably uses H shaped steel.
In addition, with second embodiment of H shaped steel as unit parts 410,420,510～540, in conjunction with linear parts 400 and linear parts 400 time, perhaps the time in conjunction with linear parts 400 and link 500, perhaps in conjunction with link 500 and link 500 time, use junction plate 610 and a plurality of screw 620 with predetermined thickness.But above-mentioned this use junction plate 610 and a plurality of screw 620 are a kind of technique known in conjunction with the method for shaped steel, therefore omit its explanation.
Fig. 8 to Figure 14 is the underground engineering schematic diagram of going along with sb. to guard him engineering that utilizes horizontal skeleton structure provided by the present invention, describes with reference to the accompanying drawings.At this moment, the horizontal skeleton structure that employed horizontal skeleton structure is first embodiment in the described engineering schematic diagram.
In digging the engineering of ground,, around the domain 20 of building underground structure, diaphragm wall 30 is set, as shown in Figure 8 in order to prevent the sand avalanche.And, intermediate supports stake 40 is set for the intensity that improves basic domain and in order to support to establish horizontal skeleton structure thereon.Finish being provided with after the operation of diaphragm wall 30 and intermediate supports stake 40, as shown in Figure 9, according to the tap/dip deep into ground of ground floor bottom and discharge sand.Then, set up edge girder 50a according to horizontal direction, and, described horizontal skeleton structure 10a is ridden in the described intermediate supports stake 40 between the described edge girder 50a that is provided with horizontal skeleton structure 10a being set relatively along the inwall of diaphragm wall 30.
At this moment, described edge girder 50a goes up and forms the card platform 52 with vertical plane and horizontal plane.Described card platform 52 is used for compensating when the length generation error of horizontal skeleton structure 10a.That is, always the length than described horizontal skeleton structure 10a is long to be formed on the interval of card platform 52 vertical planes of a pair of edge girder 50a, the error in length that is produced in the time of therefore can compensating manufacture level cage construction 10a.For example, between described card platform 52, settle described horizontal skeleton structure 10a, then block between the end surface of the vertical plane of platform 52 and horizontal skeleton structure 10a and form predetermined gap.Use nothing to shrink grouting and fill after this gap, utilize anchor bolt 56 to fix horizontal skeleton structure 10a, then can fixed level cage construction 10a in the error in length of the described horizontal skeleton structure 10a of compensation.
Finish by aforesaid process after the work that is provided with of horizontal skeleton structure 10a, shown in Fig. 11, carry out excacation and discharge sand according to the degree of depth of B1 bottom.And, set up and be provided with new edge girder 50b and horizontal skeleton structure 10b in diaphragm wall 30 inner wall surface in the domain of excavating.At this moment, described in vertical direction edge girder 50b and horizontal skeleton structure 10b have preset distance from edge girder 50a that is arranged on the ground floor bottom and horizontal skeleton structure 10a.
As shown in figure 12, when when repeating described process and dig the bottom of F3/B3 and horizontal skeleton structure 10c is set, utilize steel concrete at the bottom surface in its domain 20 cast raft 60.Then, between link 200a, the 200b of horizontal skeleton structure 10a, 10b, 10c, 200c, vertical reinforcing member 70 is set, and takes out intermediate supports stake 40 as shown in figure 13.At this moment, described vertical reinforcing member 70 being set is in order to prevent the sagging of horizontal skeleton structure 10a, 10b, 10c, with last pillar as the permanent structure thing.
At last, as shown in figure 14, on described vertical reinforcing member 70, build pillar 80, and described horizontal skeleton structure 10a, 10b, 10c are formed underground structure as the permanent structure thing, finish all engineerings thus.
As mentioned above, the horizontal skeleton structure that provides according to the preferred embodiment of the present invention and structure and the engineering of utilizing the underground worker's of going along with sb. to guard him method of this structure are provided by description and accompanying drawing, but this just illustrates, the technical staff author of this area should be understood that under the situation that does not break away from technological thought of the present invention can carry out various variations and change.
In sum, horizontal skeleton structure provided by the present invention and structure and the engineering of utilizing the underground worker's of going along with sb. to guard him method of this structure, the horizontal part that does not have weak axle by use, make the crooked reliability of X-axis, Y-axis and Z-direction very high, therefore can when the space enclosing structure thing is set, reduce the usage quantity of interim vertical member to greatest extent.
And, can enlarge the inner space of space enclosing structure thing by the usage quantity that reduces vertical member to greatest extent, thereby be easy to undermine; By with described horizontal supports as the permanent structure thing, therefore rather than temporary structure thing need not the permanent structure thing is set in addition and can reduce workload, and can eliminate the overlapping of temporary structure thing and permanent structure thing and inconvenience on the engineering that causes.
In addition, go for all the suitable practice and contrary sequence methods, owing to can the reduction of erection time having economic effect as the conventional method of building underground structure.
Claims (9)
1. the horizontal skeleton structure of a building is characterized in that comprising:
Interconnect the linear parts that forms as one by at least one plate by a pair of unit parts;
Be combined in " # " type link of the infall of described linear parts.
2. horizontal skeleton structure according to claim 1 is characterized in that the unit parts that constitute described linear parts and link are the inner conduit that is hollow state.
3. horizontal skeleton structure according to claim 2 is characterized in that nothing contraction grouting is filled in the inside of described conduit.
4. horizontal skeleton structure according to claim 2 is characterized in that the end of described linear parts and link forms the flange with a plurality of through holes, to carry out the screw thread combination.
5. horizontal skeleton structure according to claim 1, the unit parts that it is characterized in that constituting described linear parts and link are H shaped steel.
6. according to any described horizontal skeleton structure in the claim 1 to 5, it is characterized in that described link therein heart part form the bonded block of "+" shape by vertical direction, combine with the pillar of the described horizontal skeleton structure of support being used for.
7. horizontal skeleton structure according to claim 6 is characterized in that at each layer described horizontal skeleton structure being set in the excavation foundation engineering, with the structure of going along with sb. to guard him as the support diaphragm wall.
8. underground worker's method of going along with sb. to guard him is characterized in that comprising:
First step is provided with diaphragm wall and intermediate supports stake around the domain of building underground structure;
Second step is excavated the domain and is discharged sand according to desired depth;
Third step is provided with edge girder in the diaphragm wall inboard;
The 4th step is provided with any described horizontal skeleton structure in the claim 1 to 7, and described horizontal skeleton structure is placed in the described intermediate supports stake on described edge girder;
The 5th step is further excavated the domain and is taken out of sand according to the degree of depth of a layer;
The 6th step repeats described the 3rd, the 4th, the 5th step and successively according to required tap/dip deep into domain, and in multistage mode described horizontal skeleton structure is set;
The 7th step is provided with raft in the bottom surface, domain of excavating by above-mentioned steps;
The 8th step is provided with vertical reinforcing member between the link of the described horizontal skeleton structure of being arranged to multistage mode;
The 9th step is removed described intermediate supports stake;
The tenth step is constructed pillar and described horizontal skeleton structure is formed underground structure as the permanent structure thing on described vertical reinforcing member.
9. the underground worker's method of going along with sb. to guard him according to claim 8, it is characterized in that the one side at described edge girder forms predetermined groove when the edge girder of described third step is set, to compensate the error in length of the described horizontal skeleton structure that will in described the 4th step, be provided with.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2006101393855A CN101153492B (en) | 2006-09-27 | 2006-09-27 | Horizontal frame construction and underground fending method using the same |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2006101393855A CN101153492B (en) | 2006-09-27 | 2006-09-27 | Horizontal frame construction and underground fending method using the same |
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| Publication Number | Publication Date |
|---|---|
| CN101153492A true CN101153492A (en) | 2008-04-02 |
| CN101153492B CN101153492B (en) | 2010-09-01 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2006101393855A Expired - Fee Related CN101153492B (en) | 2006-09-27 | 2006-09-27 | Horizontal frame construction and underground fending method using the same |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103046555A (en) * | 2013-01-17 | 2013-04-17 | 华东建筑设计研究院有限公司 | Bidirectional adjustable integration cruciform-joint joints for steel pipe bracing |
| CN107842027A (en) * | 2017-12-08 | 2018-03-27 | 江苏东合南岩土科技股份有限公司 | A kind of foundation ditch combined type type steel support beam and its method of construction |
| CN108005082A (en) * | 2017-11-15 | 2018-05-08 | 东通岩土科技（杭州）有限公司 | Power part is led in a kind of right-angled intersection support system combined type support |
| CN114635430A (en) * | 2022-03-28 | 2022-06-17 | 广州一建建设集团有限公司 | Construction process for large-depth semi-reverse excavation and steel pipe column inner support structure |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1262362A (en) * | 1999-02-04 | 2000-08-09 | 天津一建建筑工程有限公司 | Horizontal supporting structure of prefabricated and assembled lattice type enclosed beam and its construction method |
| CN2424237Y (en) * | 2000-05-18 | 2001-03-21 | 陈国威 | Mounting bracket for supporting frame parts for soil ditch side wall |
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2006
- 2006-09-27 CN CN2006101393855A patent/CN101153492B/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103046555A (en) * | 2013-01-17 | 2013-04-17 | 华东建筑设计研究院有限公司 | Bidirectional adjustable integration cruciform-joint joints for steel pipe bracing |
| CN108005082A (en) * | 2017-11-15 | 2018-05-08 | 东通岩土科技（杭州）有限公司 | Power part is led in a kind of right-angled intersection support system combined type support |
| CN107842027A (en) * | 2017-12-08 | 2018-03-27 | 江苏东合南岩土科技股份有限公司 | A kind of foundation ditch combined type type steel support beam and its method of construction |
| CN114635430A (en) * | 2022-03-28 | 2022-06-17 | 广州一建建设集团有限公司 | Construction process for large-depth semi-reverse excavation and steel pipe column inner support structure |
| CN114635430B (en) * | 2022-03-28 | 2023-12-26 | 广州一建建设集团有限公司 | Construction process for large-depth half-reverse excavation |
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| CN101153492B (en) | 2010-09-01 |
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