CN112482636A - Underground assembly type station cast-in-place beam formwork-free structure and construction method thereof - Google Patents
Underground assembly type station cast-in-place beam formwork-free structure and construction method thereof Download PDFInfo
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- CN112482636A CN112482636A CN202011415785.0A CN202011415785A CN112482636A CN 112482636 A CN112482636 A CN 112482636A CN 202011415785 A CN202011415785 A CN 202011415785A CN 112482636 A CN112482636 A CN 112482636A
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- 238000010276 construction Methods 0.000 title claims abstract 5
- 238000005266 casting Methods 0.000 claims abstract 2
- 229910000831 Steel Inorganic materials 0.000 claims 6
- 239000010959 steel Substances 0.000 claims 6
- 238000003780 insertion Methods 0.000 claims 4
- 230000037431 insertion Effects 0.000 claims 4
- 239000002344 surface layer Substances 0.000 claims 4
- 238000009415 formwork Methods 0.000 claims 1
- 230000000149 penetrating effect Effects 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract 1
- 238000011065 in-situ storage Methods 0.000 abstract 1
- 239000000463 material Substances 0.000 abstract 1
- 239000002699 waste material Substances 0.000 abstract 1
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/17—Floor structures partly formed in situ
- E04B5/23—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated
- E04B5/28—Cross-ribbed floors
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/04—Making large underground spaces, e.g. for underground plants, e.g. stations of underground railways; Construction or layout thereof
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/32—Floor structures wholly cast in situ with or without form units or reinforcements
- E04B5/36—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor
- E04B5/38—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor with slab-shaped form units acting simultaneously as reinforcement; Form slabs with reinforcements extending laterally outside the element
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/20—Miscellaneous comprising details of connection between elements
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/32—Floor structures wholly cast in situ with or without form units or reinforcements
- E04B2005/324—Floor structures wholly cast in situ with or without form units or reinforcements with peripheral anchors or supports
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Abstract
本申请涉及一种地下装配式车站现浇梁免支模结构及其施工方法，其包括包括浇筑于地面的地连墙，地连墙对应楼板的位置连接有横向龙骨，横向龙骨上均匀组装有预制梁外壳，预制梁外壳的底部搭设有支撑梁浇筑支架，预制梁外壳之间组装有支撑梁外壳，预制梁外壳、支撑梁外壳以及横向龙骨之间形成卡接槽，卡接槽内卡接有预制板，最终在预制梁外壳、支撑梁外壳以及预制板的顶部浇筑混凝土形成面层。本申请具有减少人力物力的浪费、提高施工效率的效果。
The present application relates to an underground prefabricated cast-in-situ beam formwork-free structure for a station and a construction method thereof, which comprises a ground connecting wall poured on the ground, a horizontal keel is connected to the position of the ground connecting wall corresponding to the floor slab, and a horizontal keel is evenly assembled on the horizontal keel. The prefabricated beam shell, the bottom of the prefabricated beam shell is provided with a supporting beam casting bracket, the supporting beam shell is assembled between the prefabricated beam shells, the prefabricated beam shell, the supporting beam shell and the transverse keel form a clamping groove, and the clamping groove is clamped. There are prefabricated slabs, and finally concrete is poured on top of the prefabricated beam shell, the support beam shell, and the prefabricated slab to form a surface. The present application has the effects of reducing waste of manpower and material resources and improving construction efficiency.
Description
Technical Field
The application relates to the field of subway station construction, in particular to an underground assembly type station cast-in-place beam formwork-free structure and a construction method thereof.
Background
In the existing subway station engineering construction, the construction of the supporting beam is generally carried out by the steps of firstly erecting a support, installing a bottom die, binding reinforcing steel bars, installing side dies and pouring concrete, and the construction method is mature and stable.
However, the traditional construction method has high requirements on the operation of personnel, strict requirements on the elevation, the flatness, the warping degree, materials and the like of a template system, the level of constructors limits the quality of finished products, meanwhile, the traditional construction method usually uses more manpower for construction in order to shorten the construction period, meanwhile, the binding time of steel bars is long, leftover materials after template processing are discarded, the waste of manpower and material resources is caused, and the construction efficiency is low.
Disclosure of Invention
In order to reduce the waste of manpower and material resources and improve the construction efficiency, the application provides an underground assembly type station cast-in-place beam formwork-free structure and a construction method thereof.
The application provides a purpose is a cast-in-place roof beam of underground assembly type station exempts from formwork structure, adopts following technical scheme:
the utility model provides a cast-in-place roof beam of underground assembly formula station exempts from formwork structure, including pouring in the ground of ground even wall, the position that ground even wall corresponds the floor is connected with horizontal fossil fragments, evenly assemble on the horizontal fossil fragments and have the precast beam shell, a supporting beam pouring support has been set up to the bottom of precast beam shell, it has a supporting beam shell to assemble between the precast beam shell, form the joint groove between precast beam shell, a supporting beam shell and the horizontal fossil fragments, the joint inslot joint has the prefabricated plate, finally at the precast beam shell, concrete formation surface course is pour at the top of a supporting beam shell and prefabricated plate.
By adopting the technical scheme, when the underground station floor is poured, the supporting beam pouring support is firstly erected, then the precast beam shell which accords with the floor size is hoisted to the top of the supporting beam pouring support, the precast beam shell, the supporting beam shell and the transverse keel are assembled together, then the precast slabs are installed, the concrete surface layer is finally poured, front binding reinforcing steel bars do not need to be poured, the precast beam shell and the supporting beam shell are supporting cross beams, a pouring side form does not need to be installed, the side form is omitted to be dismantled, the side wall of the precast beam shell, namely the side wall of the floor, polishing and the like are not needed, so that manpower and material resources are reduced, and the construction efficiency is improved.
Optionally, an embedded plate is poured at a position of the underground diaphragm wall corresponding to the floor, a bolt penetrates through the embedded plate, and the bolt penetrates through the transverse keel and is connected with a nut in a threaded manner.
Through adopting above-mentioned technical scheme, during the installation horizontal fossil fragments, make the bolt pass horizontal fossil fragments after, fixed through the nut, the installation of horizontal fossil fragments of can being convenient for.
Optionally, a cross-shaped insertion groove is formed in the transverse keel, and a cross-shaped insertion block is fixedly arranged at the end of the precast beam shell.
Through adopting above-mentioned technical scheme, when assembling precast beam shell and horizontal fossil fragments together, make the grafting piece of precast beam shell tip peg graft in horizontal fossil fragments, can fix the precast beam shell.
Optionally, a plurality of insertion grooves with the same structure as the transverse keel are uniformly formed in the outer side wall of the precast beam shell, and insertion blocks with the same structure as the end part of the precast beam shell are fixedly arranged at two ends of the support beam shell respectively.
By adopting the technical scheme, the splicing blocks are spliced in the splicing grooves, so that the splicing between the shell of the precast beam and the shell of the supporting beam is facilitated.
Optionally, a limiting plate is fixedly arranged at the position, corresponding to the precast beam shell, of the top of the support beam pouring support, a limiting clamping groove is formed in the limiting plate, and the precast beam shell is clamped in the limiting clamping groove.
Through adopting above-mentioned technical scheme, spacing draw-in groove is used for fixing a position precast beam shell, prevents to pour the in-process of concrete, and the position of precast beam shell takes place to rock, simultaneously, pours the completion back when the surface course at top, and the limiting plate joint is demolishd from the bottom of precast beam shell in the bottom of precast beam shell, can be convenient for precast beam shell.
Optionally, the supporting steps are symmetrically arranged on two sides of the precast beam shell, the clamping steps with the same structure as the supporting steps are arranged on two sides of the supporting beam shell, the limiting steps are arranged on one side, away from the diaphragm wall, of the transverse keel, and the supporting steps, the clamping steps and the limiting steps are arranged at equal heights and used for supporting the precast slab.
Through adopting above-mentioned technical scheme, when precast beam shell, a supporting beam shell and horizontal fossil fragments when assembling together, spacing step and support step and joint step cooperation support the precast slab jointly, are convenient for the fixed of precast slab.
Optionally, the top of precast beam shell and the top of a supporting beam shell are both provided with a groove, a plurality of steel bar sleeves are symmetrically poured at two ends of the groove of the precast beam shell, a thread is arranged in the steel bar sleeve at one end of the precast beam shell, no thread is arranged in the steel bar sleeve at the other end, and two ends of the steel bar are respectively located in the steel bar sleeves.
Through adopting above-mentioned technical scheme, during the installation reinforcing bar, make the one end of reinforcing bar peg graft in unthreaded steel sleeve, the other end of reinforcing bar and the steel sleeve threaded connection of the recess other end can be fixed in the precast beam shell with the reinforcing bar in, the reinforcing bar can strengthen the connectivity of pouring the concrete in the recess, reduces the concrete fracture, strengthens the stability after the concrete placement.
The application provides another purpose is a construction method of an underground assembly type station cast-in-place beam formwork-free structure.
A construction method of an underground assembly type station cast-in-place beam formwork-free structure comprises the following steps:
s1, prefabricating the precast beam shell according to the size: measuring the length of the floor slab, prefabricating a precast beam shell with the same length as the floor slab according to the length of the floor slab, and transporting the prefabricated precast beam shell to the site;
s2, fixing the transverse keel: when the ground connection wall is poured, a pre-embedded plate is poured at the position, corresponding to the floor, on the ground connection wall, a bolt penetrating through the ground connection wall penetrates through the pre-embedded plate, and the bolt penetrates through the transverse keel and is in threaded connection with a nut, so that the transverse keel can be fixedly connected to the ground connection wall;
s3, erecting a support beam pouring support: erecting a supporting beam pouring support at the bottom of a floor to be poured, and erecting a supporting plate at the top of the supporting beam pouring support, so that a limiting plate at the top of the supporting plate corresponds to the position for installing the precast beam shell one by one;
s4, mounting the precast beam shell and the support beam shell: when the prefabricated beam shell and the supporting beam shell are installed, the prefabricated beam shell and the supporting beam shell are assembled together, the inserting blocks of the supporting beam shell are inserted into the inserting grooves in the side walls of the supporting beam, the assembled prefabricated beam shell and the assembled supporting beam shell are hoisted to the supporting plate, then the prefabricated beam shell is clamped in the limiting plate, and the inserting blocks at the end parts of the prefabricated beam shell are inserted into the inserting grooves of the transverse keels;
s5, mounting the prefabricated plate: abutting the prefabricated plate on the supporting step, the clamping step and the limiting step, and assembling the prefabricated plate, the prefabricated beam shell and the supporting beam shell;
s6, surface layer pouring: concrete is poured into the grooves of the precast beam shell and the support beam shell, and finally concrete is poured into the precast beam shell, the support beam shell and the top of the precast slab to form a surface layer.
By adopting the technical scheme, the precast beam shell is prefabricated according to the width of a floor, the precast beam shell is transported to the site, the supporting beam pouring support is erected, the precast beam shell which conforms to the size of the floor slab is hoisted to the top of the supporting beam pouring support, the precast beam shell, the supporting beam shell and the transverse keel are assembled together, the precast slab is installed, a concrete surface layer is finally poured, no steel bar binding is needed before pouring, the precast beam shell and the supporting beam shell are supporting beams, no pouring side mold is needed to be installed, the side wall of the precast beam shell, namely the side wall of the floor slab, is not needed to be polished and the like, so that the manpower and material resources are reduced, and the construction efficiency is improved.
Optionally, in S6, the steel pipes are fixed to the top of the precast beam shell through flanges before the face layer is poured.
Through adopting above-mentioned technical scheme, the steel pipe is used for supporting upper floor, when pouring the surface course, makes the bottom and the flange of steel pipe pour in the surface course, can strengthen the stability of steel pipe.
In summary, the present application includes at least one of the following beneficial technical effects:
1. the transverse keel is connected to the position, corresponding to a floor, of the diaphragm wall, the precast beam shells are uniformly assembled on the transverse keel, the supporting beam pouring support is erected at the bottom of each precast beam shell, the supporting beam shells are assembled among the precast beam shells, clamping grooves are formed among the precast beam shells, the supporting beam shells and the transverse keel, the precast slabs are clamped in the clamping grooves, and finally concrete is poured on the tops of the precast beam shells, the supporting beam shells and the precast slabs to form a surface layer, so that the condition that steel bars are not required to be bound before pouring is achieved, the precast beam shells and the supporting beam shells are supporting beams, a pouring side mold is not required to be installed, the side mold is omitted to be dismantled, the side wall of the precast beam shells, namely the side wall of the floor, is not required to be polished and the like;
2. the position that corresponds the precast beam shell through the top of pouring the support at a supporting beam has set firmly the limiting plate, has seted up spacing draw-in groove in the limiting plate, precast beam shell joint in spacing draw-in groove, spacing draw-in groove is used for fixing a position precast beam shell, prevents the in-process of concreting, the position of precast beam shell takes place to rock, simultaneously, when the finish is pour to the surface course at top, the limiting plate joint is in the bottom of precast beam shell, can be convenient for the precast beam shell to demolish from the bottom of precast beam shell.
Drawings
Fig. 1 is an isometric view of an embodiment.
Fig. 2 is an exploded view of the embodiment.
Figure 3 is an exploded view of the precast beam shell, support beam shell and cross runners.
Fig. 4 is an enlarged view of a portion a of fig. 3.
Fig. 5 is a schematic structural view of a precast beam shell and a support beam shell.
Fig. 6 is a cross-sectional view of a precast beam shell.
Fig. 7 is an enlarged view of a portion B of fig. 6.
Description of reference numerals: 1. a ground connecting wall; 11. pre-burying a plate; 12. a transverse keel; 121. a limiting step; 2. prefabricating a beam shell; 21. inserting grooves; 22. a groove; 23. supporting a step; 24. a steel bar sleeve; 241. reinforcing steel bars; 242. a fixed cylinder; 243. hinging; 244. a through hole; 3. a support beam housing; 31. an insertion block; 32. clamping the steps; 4. pouring a support beam; 41. a support plate; 42. a limiting plate; 43. a limiting clamping groove; 5. prefabricating a slab; 6. a steel pipe; 61. a flange plate; 7. and (6) a surface layer.
Detailed Description
The present application is described in further detail below with reference to figures 1-7.
The embodiment of the application discloses cast-in-place roof beam of underground assembly type station exempts from formwork structure. Referring to fig. 1 and 2, the cast-in-place roof beam of underground assembly type station exempts from formwork structure is including pouring in the ground of ground even wall 1 even on the ground, and the position that corresponds the floor on even wall 1 is poured and is had pre-buried board 11, wears to penetrate on pre-buried board 11 to have the bolt, and the bolt passes and is connected with horizontal fossil fragments 12 after even wall 1, and threaded connection has the nut can be with horizontal fossil fragments 12 fixed connection on even wall 1 on the ground after the bolt passes horizontal fossil fragments 12.
One side that horizontal fossil fragments 12 kept away from ground even wall 1 is connected with many precast beam shells 2 evenly, and precast beam shell 2 perpendicular to horizontal fossil fragments 12 sets up, and the length of precast beam shell 2 is pour in advance according to the size of floor and is formed, has seted up on horizontal fossil fragments 12 to be cross inserting groove 21, and the tip of precast beam shell 2 has set firmly the grafting piece 31, is cross setting between the grafting piece 31.
Referring to fig. 3 and 4, a supporting beam shell 3 is inserted between adjacent precast beam shells 2, the cross sections of the supporting beam shell 3 and the precast beam shell 2 are the same, a plurality of insertion grooves 21 having the same structure as the transverse keels 12 are uniformly formed in the outer side wall of the precast beam shell 2, insertion blocks 31 having the same structure as the end part of the precast beam shell 2 are fixedly arranged at the two ends of the supporting beam shell 3 respectively, and the insertion blocks 31 are inserted into the insertion grooves 21, so that the splicing between the precast beam shell 2 and the supporting beam shell 3 is facilitated.
Referring to fig. 1 and 4, before setting up precast beam shell 2, need set up earlier a supporting beam and pour support 4, the top that a supporting beam poured support 4 is used for supporting precast beam shell 2, a backup pad 41 has been built jointly at the top that a supporting beam poured support 4, the position that the top of backup pad 41 corresponds precast beam shell 2 has set firmly limiting plate 42, spacing draw-in groove 43 has been seted up in limiting plate 42, spacing draw-in groove 43 is used for fixing a position precast beam shell 2, prevent the in-process of concreting, the position of precast beam shell 2 takes place to rock.
Referring to fig. 5 and 6, grooves 22 are formed in the tops of the precast beam shell 2 and the supporting beam shell 3, the grooves 22 are used for pouring concrete, so that the weight of the precast beam shell 2 and the supporting beam shell 3 is reduced, supporting steps 23 are symmetrically formed in two sides of the precast beam shell 2 in the length direction, clamping steps 32 with the same structure as the supporting steps 23 are formed in two sides of the supporting beam shell 3 in the length direction, and the supporting steps 23 and the clamping steps 32 are arranged at the same height; when the precast beam shell 2 and the support beam shell 3 are assembled together, the precast slabs 5 are placed in the support step 23 and the clamping step 32, the limit step 121 is arranged on one side of the transverse keel 12 far away from the diaphragm wall 1, and the limit step 121, the support step 23 and the clamping step 32 are matched to support the precast slabs 5 together. And finally, concrete is poured on the tops of the precast beam shell 2, the support beam shell 3 and the precast slab 5 to form a surface layer 7, so that the traditional formwork and steel bar binding can be replaced.
Referring to fig. 6 and 7, a plurality of steel bar sleeves 24 are poured in the groove 22 of the precast beam shell 2, the steel bar sleeves 24 are located at two ends of the groove 22, the steel bar sleeves 24 at the two ends are symmetrically arranged, a thread is formed in the steel bar sleeve 24 at one end of the precast beam shell 2, the steel bar sleeve 24 at the other end of the precast beam shell 2 is unthreaded, when a steel bar 241 is installed, one end of the steel bar 241 is inserted into the unthreaded steel bar sleeve 24, the other end of the steel bar 241 is in threaded connection with the steel bar sleeve 24 at the other end of the groove 22, and the steel bar 241 can be fixed in the precast beam shell 2; the reinforcing bars 241 can reinforce the connectivity of the concrete poured in the groove 22, and reduce the cracking of the concrete. The bottom of reinforcing bar 241 is connected with the reinforcing bar 241 that the structure is the same, a fixed cylinder 242 has set firmly on the reinforcing bar 241 of bottom, the top of fixed cylinder 242 articulates there is two curved hinges 243, hinge 243 keeps away from the one end of fixed cylinder 242 and offers the through-hole 244 that supplies the bolt to pass, make hinge 243 pass with reinforcing bar sleeve 24 fixed reinforcing bar 241, pass through bolt and nut again, it is fixed with reinforcing bar 241 and hinge 243, can ligature one deck reinforcing bar 241 again in recess 22, can strengthen the stability after the concrete placement.
Referring back to fig. 2, the top of the precast beam shell 2 is fixed with a flange 61 by bolts, the flange 61 is fixedly provided with a steel pipe 6, the steel pipe 6 is used for supporting the upper floor, the flange 61 is connected to facilitate installation of the steel pipe 6, and the flange 61 and the bottom of the steel pipe 6 are finally poured in the surface layer 7.
A construction method of an underground assembly type station cast-in-place beam formwork-free structure comprises the following steps:
s1, prefabricating the precast beam shell 2 according to size: and measuring the length of the floor slab, prefabricating the precast beam shell 2 matched with the length of the floor slab according to the length of the floor slab, and then transporting the prefabricated precast beam shell 2 to the site.
S2, fixing the transverse keel 12: when the diaphragm wall 1 is poured, the embedded plate 11 is poured at the position, corresponding to the floor, on the diaphragm wall 1, the bolt penetrating through the diaphragm wall 1 penetrates through the embedded plate 11, the bolt penetrates through the transverse keel 12 and is connected with a nut in a threaded manner, and then the transverse keel 12 can be fixedly connected to the diaphragm wall 1.
S3, erecting a support beam pouring support 4: a supporting beam pouring support 4 is erected at the bottom of a floor needing to be poured, a supporting plate 41 is erected at the top of the supporting beam pouring support 4, and a limiting plate 42 at the top of the supporting plate 41 corresponds to the position of the prefabricated beam shell 2.
S4, mounting the precast beam shell 2 and the support beam shell 3: during installation, the precast beam shell 2 and the support beam shell 3 are assembled together, the splicing block 31 of the support beam shell 3 is spliced in the splicing groove 21 of the side wall of the support beam, the assembled precast beam shell 2 and the support beam shell 3 are hoisted to the support plate 41, the precast beam shell 2 is firstly clamped in the limiting plate 42, the splicing block 31 at the end part of the precast beam shell 2 is spliced in the splicing groove 21 of the transverse keel 12, and the precast beam shell 2 and the support beam shell 3 can be installed at the top of the support plate 41.
S5, mounting the precast slab 5: and clamping the precast slabs 5 among the precast beam shell 2, the support beam shell 3 and the transverse keel 12, enabling the precast slabs 5 to abut against the support step 23, the clamping step 32 and the limiting step 121, and assembling the precast slabs 5 with the precast beam shell 2 and the support beam shell 3.
S6, pouring a surface layer 7: concrete is poured into the grooves 22 of the precast beam shells 2 and the grooves 22 of the support beam shells 3, and finally concrete is poured on the tops of the precast beam shells 2, the support beam shells 3 and the precast slabs 5 to form the surface layers 7. Before the surface layer 7 is poured, the steel pipe 6 for supporting the upper floor needs to be fixed on the top of the precast beam shell 2 through the flange 61, and when the surface layer 7 is poured, the bottom of the steel pipe 6 and the flange 61 are poured into the surface layer 7.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (9)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN202011415785.0A CN112482636B (en) | 2020-12-03 | 2020-12-03 | A formwork-free structure for cast-in-place beams of underground assembled station and its construction method |
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| CN202011415785.0A CN112482636B (en) | 2020-12-03 | 2020-12-03 | A formwork-free structure for cast-in-place beams of underground assembled station and its construction method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115262830A (en) * | 2022-08-03 | 2022-11-01 | 浙江东南建筑设计有限公司 | Integrated floor module and assembling method thereof |
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| CN105178603A (en) * | 2015-06-17 | 2015-12-23 | 深圳建业工程集团股份有限公司 | EPS polyphenyl dismantling-exempt template concrete building cover plate construction technology method |
| CN110344535A (en) * | 2019-06-29 | 2019-10-18 | 河南强耐新材股份有限公司 | A kind of prefabricated assembled combined wall board and construction method realized concealed beam and exempt from formwork |
| CN110552422A (en) * | 2019-09-29 | 2019-12-10 | 宝业西伟德混凝土预制件（合肥）有限公司 | Assembly type underground structure accessory |
| CN214246273U (en) * | 2020-12-03 | 2021-09-21 | 中铁广州工程局集团有限公司 | Cast-in-place roof beam of underground assembly type station exempts from formwork structure |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115262830A (en) * | 2022-08-03 | 2022-11-01 | 浙江东南建筑设计有限公司 | Integrated floor module and assembling method thereof |
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