CN104775354B - A kind of large volume bridge bearing platform structure and construction method - Google Patents
A kind of large volume bridge bearing platform structure and construction method Download PDFInfo
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- CN104775354B CN104775354B CN201510145076.8A CN201510145076A CN104775354B CN 104775354 B CN104775354 B CN 104775354B CN 201510145076 A CN201510145076 A CN 201510145076A CN 104775354 B CN104775354 B CN 104775354B
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- 238000010276 construction Methods 0.000 title claims abstract description 31
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 134
- 239000010959 steel Substances 0.000 claims abstract description 134
- 239000004567 concrete Substances 0.000 claims abstract description 60
- 230000007704 transition Effects 0.000 claims abstract description 53
- 230000002787 reinforcement Effects 0.000 claims abstract description 40
- 238000005266 casting Methods 0.000 claims abstract description 28
- 238000000034 method Methods 0.000 claims description 15
- 230000003014 reinforcing effect Effects 0.000 claims description 14
- 238000003466 welding Methods 0.000 claims description 11
- 239000004574 high-performance concrete Substances 0.000 claims description 4
- 230000003068 static effect Effects 0.000 claims description 4
- 238000010348 incorporation Methods 0.000 claims description 3
- 238000005493 welding type Methods 0.000 claims description 3
- 238000010586 diagram Methods 0.000 description 4
- 238000000465 moulding Methods 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000004888 barrier function Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000011230 binding agent Substances 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/268—Composite concrete-metal
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0061—Production methods for working underwater
- E02D2250/0069—Welding
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
- E02D2300/0031—Steel; Iron in cast iron form
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
- E02D2300/0034—Steel; Iron in wire form
Abstract
The invention provides a kind of large volume bridge bearing platform structure, including bottom concrete structure, the cushion cap main body xoncrete structure being connected with described bottom concrete structure, also include the transition layer structure being arranged between described bottom concrete structure and described cushion cap main body xoncrete structure, described transition layer structure is steel performance, described transition layer structure includes the steel pile casting of pile foundation, shaped steel, bar-mat reinforcement, it is welded to connect by described shaped steel between described steel pile casting, described bar-mat reinforcement is laid on described shaped steel and welds with described shaped steel, described bar-mat reinforcement welds with described steel pile casting contact position.Present invention also offers the construction method of described transition layer structure and described shaped steel.The present invention is under the premise not changing cushion cap volume, described transition layer structure is set, seeking the support force outside back cover intensity, bonding hypodynamic problem between bottom concrete and pile foundation when solving primary concreting cushion cap concrete, thus being greatly shortened the duration.
Description
Technical field
The present invention relates to bridge structure technical field, more specifically, particularly to a kind of large volume bridge bearing platform structure and construction method.
Background technology
Main Pier of Bridges cushion cap is usually located at below horizontal plane, main pier bearing platform bottom concrete often adopts underwater grouting to construct, bottom concrete has been built, reach to draw water after designing requirement until intensity, back cover upper surface unconsolidated formation need to be removed, owing to back cover structure adopts construction technique under water, back cover structure upper surface is uneven, before construction bearing platform main body, back cover upper surface is carried out concrete mortar leveling, then installation platform main body reinforcing bar, build cushion cap main body concrete.
Main Pier of Bridges bearing platform construction is the important step of operation at sea, with high content of technology, has a big risk.Main pier bearing platform concrete construction weight is undertaken by back cover structure, restriction due to back cover structural bearing capacity, the existing large volume big more options of main pier bearing platform concreting process divide two layers to build, ground floor concreting weighs less than the back cover structural bearing capacity provided by the bond stress between bottom concrete and pile foundation, and its construction loads is undertaken by back cover structure completely；Reaching design strength more than 70% Deng ground floor concrete strength, start second layer concrete reinforcement colligation, concrete construction, second layer concreting weight is mainly undertaken by ground floor xoncrete structure.
Traditional main pier bearing platform construction in layer technics comparing is ripe, currently, and this technique commonly used in Main Pier of Bridges bearing platform construction, but long in time limit, construction cost is high, is unfavorable for trying to meet the deadline for the project.If selecting one-time-concreting large volume main pier bearing platform concrete will be greatly shortened the duration, saving cost, but during primary concreting cushion cap concrete, the bond stress between bottom concrete and pile foundation is often not enough to bear the concrete weight of main pier bearing platform.
For existing highway bridge Construction Technology of Rider situation, how under the premise not changing Main Pier of Bridges cushion cap volume, optimize suspended deck structure, seek the support force outside back cover bearing capacity, make cushion cap concrete one-time-concreting molding, it is a very important engineering roadblock, is also the technical barrier needing Chinese scholars and engineering circles to pay close attention to.
Summary of the invention
It is contemplated that at least solve one of problems of the prior art.
One of the problems referred to above that the invention solves the problems that are in that, under the premise not changing cushion cap volume, make cushion cap concrete one-time-concreting molding, reduction of erection time, the problem saving cost.
For solving above-mentioned technical problem, the invention provides a kind of large volume bridge bearing platform structure, including bottom concrete structure, the cushion cap main body xoncrete structure being connected with described bottom concrete structure, described suspended deck structure also includes the transition layer structure being arranged between described bottom concrete structure and described cushion cap main body xoncrete structure, described transition layer structure is steel performance, described transition layer structure includes the steel pile casting of pile foundation, shaped steel, bar-mat reinforcement, it is welded to connect by described shaped steel between described steel pile casting, described bar-mat reinforcement is laid on described shaped steel and welds with described shaped steel, described bar-mat reinforcement welds with described steel pile casting contact position.
Further, described transition layer structure also includes covering the concrete on described shaped steel and described bar-mat reinforcement, and the described above concrete thickness of shaped steel end face of described transition layer structure is more than 15cm.
Further, described bar-mat reinforcement is made up of the arrangement of reinforcing bar transverse and longitudinal direction linear array.
Further, described shaped steel is I-steel.
Present invention also offers the construction method of described transition layer structure, the method step includes:
Being welded to connect with shaped steel between the sidewall of a, steel pile casting and described steel jacket box, described steel pile casting, the described above concrete thickness of shaped steel end face is more than 15cm；
Laying described bar-mat reinforcement on b, described shaped steel, described bar-mat reinforcement reinforcing bar transverse and longitudinal direction linear array is arranged, and is welded with shaped steel by described reinforcing bar, and described bar-mat reinforcement, through pile foundation, is connected with the described steel pile casting of pile foundation and pile foundation reinforcement welding；
C, build high performance concrete, form the described transition layer structure of steel performance.
Present invention also offers the construction method of described shaped steel, the method includes:
A, select transition layer structure described shaped steel be I-steel, it is determined that welding type is butt weld；
B, by formula (1) obtain butt weld maximum shear stress τmax；
In formula (1), V is weld seam group's stress, SXFor cross section static moment, IXFor cross sectional moment of inertia, t is weldment thickness；
C, obtain butt weld maximum load capacity F according to described the maximum shear stress and formula (2)support；
Fsupport=τmaxA(2)
In formula (2), A is that section of weld joint amasss；
When factor of safety against sliding when d, primary concreting cushion cap main body concrete is marginal value 1.1, obtain the minima n of shaped steel welding quantity according to described maximum load capacity and formula (3)min；
N in formula (3)downFor the downward load summation of suspended deck structure, NupFor suspended deck structure upwards load summation；
E, determine according to described step d incorporation engineering fact shaped steel welding quantity.
Can accurately determining shaped steel quantity minima by the construction method step of described transition layer structure and described shaped steel, the construction for described transition layer structure and shaped steel provides reliable theory support.In sum, the beneficial effects of the present invention is and provide a kind of large volume bridge bearing platform structure, present invention also offers the construction method of described transition layer structure and described shaped steel, the present invention makes full use of back cover screed-coat and arranges the transition layer structure of steel and mixed combinative structure between described bottom concrete structure and described cushion cap main body xoncrete structure, seek the support force outside back cover structure, make cushion cap concrete one-time-concreting molding；Mutually than before due to the restriction of back cover structural bearing capacity, in cushion cap concreting process, big more options placement layer by layer, long in time limit, and the present invention is greatly shortened the duration, saves cost.
Accompanying drawing explanation
Fig. 1 show the structural representation of a kind of large volume bridge bearing platform structure of the present invention and construction method.
The top view that Fig. 2 show in the present invention transition layer structure and steel jacket box.
The schematic diagram that Fig. 3 show in Fig. 2 bar-mat reinforcement.
Fig. 4 show the schematic diagram of Fig. 2 Shaped Steel.
Number in the figure: 1 steel pile casting, 2 bottom concrete structures, 3 cushion cap main body xoncrete structures, 4 transition layer structures, 5 steel jacket boxes, 6 shaped steel, 7 bar-mat reinforcements.
Detailed description of the invention
The present invention is described in detail below in conjunction with specific embodiment.It should be noted that, what the combination of technical characteristic described in following embodiment or technical characteristic was not construed as isolating, they can be mutually combined thus reaching superior technique effect.
Fig. 1 show the structural representation of a kind of large volume bridge bearing platform structure of the present invention and construction method；
The top view that Fig. 2 show in the present invention transition layer structure and steel jacket box.
As depicted in figs. 1 and 2, the invention provides a kind of large volume bridge bearing platform structure, including bottom concrete structure 2, the cushion cap main body xoncrete structure 3 being connected with described bottom concrete structure 2, described suspended deck structure also includes the transition layer structure 4 being arranged between described bottom concrete structure 2 and described cushion cap main body xoncrete structure 3, described transition layer structure 4 is steel performance, described transition layer structure 4 includes the steel pile casting 1 of pile foundation, shaped steel 6, bar-mat reinforcement 7, it is welded to connect by described shaped steel 6 between described steel pile casting 1, described bar-mat reinforcement 7 is laid on described shaped steel 6 and welds with described shaped steel 6, described bar-mat reinforcement 7 welds with described steel pile casting 1 contact position.
Further, described transition layer structure 4 also includes covering the concrete on described shaped steel 6 and described bar-mat reinforcement 7, and the described shaped steel 6 above concrete thickness of end face of described transition layer structure 4 is more than 15cm.
The schematic diagram that Fig. 3 show in Fig. 2 bar-mat reinforcement.
Further, described bar-mat reinforcement 7 is made up of the arrangement of reinforcing bar transverse and longitudinal direction linear array, as shown in Figure 3.
Fig. 4 show the schematic diagram of Fig. 2 Shaped Steel.
Further, described shaped steel 6 is I-steel, as shown in Figure 4.
Present invention also offers the construction method of described transition layer structure 4, the method step includes:
Being welded to connect with described shaped steel 6 between the sidewall of a, described steel pile casting 1 and described steel jacket box 5, described steel pile casting 1, described shaped steel 6 the above thickness of concrete cover of end face is more than 15cm；
Laying described bar-mat reinforcement 7 on b, described shaped steel 6, described bar-mat reinforcement 7 reinforcing bar transverse and longitudinal direction linear array is arranged, and is welded with shaped steel 6 by described reinforcing bar, and described bar-mat reinforcement 7, through pile foundation, is connected with the described steel pile casting 1 of pile foundation and pile foundation reinforcement welding；
C, build high performance concrete, form the described transition layer structure 4 of steel performance.
Present invention also offers the construction method of described shaped steel 6, the method includes:
A, the described shaped steel 6 selecting described transition layer structure 4 are I-steel, it is determined that welding type is butt weld；
B, by formula (1) obtain butt weld maximum shear stress τmax；
In formula (1), V is weld seam group's stress, SXFor cross section static moment, IXFor cross sectional moment of inertia, t is weldment thickness；
C, obtain butt weld maximum load capacity F according to described the maximum shear stress and formula (2)support；
Fsupport=τmaxA(2)
In formula (2), A is that section of weld joint amasss；
When factor of safety against sliding when d, primary concreting cushion cap main body concrete is marginal value 1.1, obtains shaped steel 6 according to described maximum load capacity and formula (3) and weld the minima n of quantitymin；
N in formula (3)downFor the downward load summation of suspended deck structure, NupFor suspended deck structure upwards load summation；
E, determine that shaped steel 6 welds quantity according to described step d incorporation engineering fact.
Can accurately determining shaped steel 6 quantity minima by the construction method step of described transition layer structure 4 and described shaped steel 6, the construction for described transition layer structure 4 and shaped steel 6 provides reliable theory support.
Embodiment: the single main pier bearing platform of bridge is of a size of 6 × 5.1 × 4.5m binder is formed by connecting by the little cushion cap of 2 size 14.2 × 14.2 × 4.5m and one, the bored concrete pile 18 of the total diameter 2m of single main pier, the briefing adopting the large volume bridge structure of the present invention is as follows:
The present embodiment Central Plains cushion cap structure includes bottom concrete structure 2 and cushion cap main body xoncrete structure 3, arrangement and method for construction is for building cushion cap main body concrete at twice, ground floor builds 2m, and the second layer builds 2.5m, and second layer concrete is built when ground floor concrete strength reaches design strength.
As depicted in figs. 1 and 2, after use the large volume bridge bearing platform structure of the present invention instead, this suspended deck structure includes bottom concrete structure 2, the transition layer structure 4 of steel performance and cushion cap main body xoncrete structure 3, and the transition layer structure 4 of steel performance is between cushion cap main body xoncrete structure 3 and bottom concrete structure 2；Described transition layer structure 4 Shaped Steel 6 is welded to connect with steel pile casting 1, steel jacket box 5 respectively；Bar-mat reinforcement 7 is laid on shaped steel 6, and reinforcing bar transverse and longitudinal direction linear array is arranged, and is welded with shaped steel 6 by reinforcing bar, and bar-mat reinforcement 7 is contacting with pile foundation steel pile casting 1 and pile foundation reinforcement welding through pile foundation；Arrangement and method for construction is one-time-concreting cushion cap main body concrete.
As shown in Figure 1, in the present embodiment, in order to fully excavate the bearing capacity of the transition layer structure 4 of steel performance, outside other than with the 30cm screed-coat of bottom concrete structure 2, also intrinsic cushion cap main body xoncrete structure 3 thickness is reduced to 430cm by 450cm, transition layer structure 4 thickness of design steel performance is 50cm, arranges the transition layer structure 4 of steel performance between bottom concrete structure 2 and cushion cap main body xoncrete structure 3.
In specific embodiment, transition layer structure 4 work progress of steel performance is as follows:
A. as in figure 2 it is shown, be welded to connect with 2～3 root type steel 6 between the present embodiment pile foundation steel pile casting 1 and steel jacket box 5 sidewall, pile foundation steel pile casting 1 and pile foundation steel pile casting 1；Described shaped steel 6 position is low as far as possible, it is ensured that the above concrete thickness of shaped steel 6 end face is more than 15cm；
B. as shown in Figure 3, the present embodiment is laid the II level bar-mat reinforcement 7 of diameter 22mm on transition zone shaped steel 6, reinforcing bar is horizontal, longitudinal pitch is 200mm, and is welded with shaped steel 6 by reinforcing bar, and bar-mat reinforcement 7 is being connected with pile foundation steel pile casting 1 and pile foundation reinforcement welding through pile foundation；
C. build high performance concrete, form the transition layer structure 4 of steel performance.
In the present embodiment, the construction method of the shaped steel 6 of transition layer structure 4 is to carry out according to the following procedure:
1) as shown in Figure 4, the shaped steel 6 selecting transition layer structure 4 is work 25a shaped steel, adopts butt weld welding；
2) the maximum shear stress τ obtaining butt weld is calculated by formula (1)max；
In formula (1), V is weld seam group's stress, SXFor cross section static moment, IXFor cross sectional moment of inertia, t is weldment thickness；
C, obtain butt weld maximum load capacity F according to described the maximum shear stress and formula (2)support；
Fsupport=τmaxA(2)
In formula (2), A is that section of weld joint amasss；
3) factor of safety against sliding when) assuming primary concreting cushion cap main body concrete reaches marginal value 1.1, formula (3) calculate the minima n obtaining shaped steel welding quantitymin；
N in formula (3)downFor the downward load summation of suspended deck structure, NupFor suspended deck structure upwards load summation；
4) according to step 2) and 3), transition layer structure 4 Welder's 25a shaped steel 68 altogether of steel performance in the present embodiment.
As it is shown in figure 1, in the present embodiment, after transition layer structure 4 concrete of steel performance reaches design strength, primary concreting cushion cap main body concrete.
The invention provides a kind of large volume bridge bearing platform structure, simultaneously, present invention also offers the construction method of described transition layer structure 4 and described shaped steel 6, the present invention makes full use of back cover screed-coat, the transition layer structure 4 of steel and mixed combinative structure is set between described bottom concrete structure 2 and described cushion cap main body xoncrete structure 3, seek the support force outside back cover structure, make cushion cap concrete one-time-concreting molding；Mutually than before due to the restriction of back cover structural bearing capacity, in cushion cap concreting process, big more options placement layer by layer, long in time limit, and the present invention is greatly shortened the duration, saves cost.
Although have been presented for some embodiments of the present invention herein, it will be appreciated by those of skill in the art that without departing from the spirit of the invention, it is possible to the embodiments herein is changed.Above-described embodiment is illustrative of, should restriction using the embodiments herein as interest field of the present invention.
Claims (6)
1. a large volume bridge bearing platform structure, including bottom concrete structure, the cushion cap main body xoncrete structure being connected with described bottom concrete structure, it is characterized in that, described suspended deck structure also includes the transition layer structure being arranged between described bottom concrete structure and described cushion cap main body xoncrete structure, described transition layer structure is steel performance, described transition layer structure includes the steel pile casting of pile foundation, shaped steel and bar-mat reinforcement, it is welded to connect by described shaped steel between described steel pile casting, described bar-mat reinforcement is laid on described shaped steel and welds with described shaped steel, described bar-mat reinforcement welds with described steel pile casting contact position.
2. large volume bridge bearing platform structure as claimed in claim 1, it is characterised in that described transition layer structure also includes covering the concrete on described shaped steel and described bar-mat reinforcement, and the described above concrete thickness of shaped steel end face of described transition layer structure is more than 15cm.
3. large volume bridge bearing platform structure as claimed in claim 1, it is characterised in that described bar-mat reinforcement is made up of the arrangement of reinforcing bar transverse and longitudinal direction linear array.
4. the large volume bridge bearing platform structure as described in claim 1-3 any one, it is characterised in that described shaped steel is I-steel.
5. the construction method of a transition layer structure, it is characterised in that the method step includes:
Being welded to connect with shaped steel between the sidewall of a, steel pile casting and steel jacket box, described steel pile casting, the described above concrete thickness of shaped steel end face is more than 15cm；
Laying bar-mat reinforcement on b, described shaped steel, described bar-mat reinforcement reinforcing bar transverse and longitudinal direction linear array is arranged, and is welded with shaped steel by described reinforcing bar, and described bar-mat reinforcement, through pile foundation, is connected with the reinforcement welding of the described steel pile casting of pile foundation and pile foundation；
C, build high performance concrete, form the described transition layer structure of steel performance.
6. the construction method of a shaped steel, it is characterised in that the method step includes:
A, select transition layer structure described shaped steel be I-steel, it is determined that welding type is butt weld；
B, by formula (1) obtain butt weld maximum shear stress τmax；
In formula (1), V is weld seam group's stress, SxFor cross section static moment, IxFor cross sectional moment of inertia, t is weldment thickness；
C, obtain butt weld maximum load capacity F according to described the maximum shear stress and formula (2)support；
Fsupport=τmaxA(2)
In formula (2), A is that section of weld joint amasss；
When factor of safety against sliding when d, primary concreting cushion cap main body concrete is marginal value 1.1, obtain the minima n of shaped steel welding quantity according to described maximum load capacity and formula (3)min；
N in formula (3)downFor the downward load summation of suspended deck structure, NupFor suspended deck structure upwards load summation；
E, determine according to described step d incorporation engineering fact shaped steel welding quantity.
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| CN105821770B (en) * | 2016-04-01 | 2017-05-24 | 上海城建市政工程（集团）有限公司 | Connecting and locating method for multiple tower roots and large-size concrete bearing platform foundation of steel structure main tower |
| CN108797550A (en) * | 2018-05-09 | 2018-11-13 | 中交公局第二工程有限公司 | The special-shaped super large cushion cap of pile foundation layout has the construction method of bottom casing |
| CN110409609B (en) * | 2019-07-18 | 2020-10-02 | 中交武汉港湾工程设计研究院有限公司 | Pouring method for preventing concrete from cracking in ultra-long interval period |
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| CN101463610A (en) * | 2007-12-20 | 2009-06-24 | 上海市基础工程公司 | Comprehensive processing method for platform big volume concrete and built-in concrete support |
| CN101781931B (en) * | 2010-01-21 | 2011-06-29 | 中铁二十局集团有限公司 | Construction method of large-volume concrete bearing platform with one-time pouring in winter |
| CN102140801A (en) * | 2010-02-02 | 2011-08-03 | 中交二公局第五工程有限公司 | Cofferdam construction method in construction of deepwater pier bearing platform |
| CN102747742B (en) * | 2012-07-24 | 2014-05-21 | 武汉大学 | Construction method for large-volume concrete structure of bridge loading platform |
| CN102877420A (en) * | 2012-11-06 | 2013-01-16 | 中铁二十二局哈尔滨铁路建设集团有限责任公司 | Construction method of large tube well fixed point precipitation, sealing bottom free concrete and steel sheet pile cofferdam deepwater bearing platform |
| CN104314011B (en) * | 2014-11-17 | 2016-04-06 | 华北水利水电大学 | A kind of concrete construction method of cushion cap under water |
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