CN105544575A - Underwater bottom sealing concrete construction method using steel truss for reinforcement - Google Patents
Underwater bottom sealing concrete construction method using steel truss for reinforcement Download PDFInfo
- Publication number
- CN105544575A CN105544575A CN201510956772.7A CN201510956772A CN105544575A CN 105544575 A CN105544575 A CN 105544575A CN 201510956772 A CN201510956772 A CN 201510956772A CN 105544575 A CN105544575 A CN 105544575A
- Authority
- CN
- China
- Prior art keywords
- steel truss
- bottom sealing
- concrete
- construction
- reinforcement
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/06—Placing concrete under water
-
- 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
Abstract
The invention discloses an underwater bottom sealing concrete construction method using a steel truss for reinforcement and belongs to the field of underwater bottom sealing for deep foundation pit construction. The underwater bottom sealing concrete construction method using the steel truss for reinforcement comprises the steps that after a cofferdam is installed or an underground diaphragm wall is constructed, underwater excavation is conducted in a foundation pit till the bottom elevation of bottom sealing concrete is reached; the steel truss is machined piece by piece or integrally on site on land; the steel truss is hoisted and lowered in place integrally or piece by piece; a bottom sealing platform is built, a central collection hopper and a chute are arranged, and a plurality of bottom sealing guide pipes are lowered; mixed concrete is conveyed to the site; tank opening is conducted step by step for head sealing construction, and then normal pouring is conducted; and the bottom sealing guide pipes, the central collection hopper, the chute and the bottom sealing platform are dismounted after bottom sealing is completed, and water pumping is conducted after the strength of the bottom sealing concrete reaches the design strength. By the adoption of the underwater bottom sealing concrete construction method using the steel truss for reinforcement, the reinforcement effect can be achieved, and the thickness of the bottom sealing concrete is reduced, so that the purpose of reducing the construction cost is achieved, the construction difficulty of the underwater bottom sealing concrete can be lowered, and the construction quality and construction safety of the bottom sealing concrete are guaranteed.
Description
Technical field
The invention belongs in field of bridge construction deep foundation pit construction and in the interval ventilating shaft construction of urban track traffic construction field, for guaranteeing to form dry operating condition in deep foundation ditch, and a kind of novel bottom concrete under water of design.Be applicable to all kinds of deep foundation pit construction back cover under water.
Background technology
In bridge foundation construction, because cushion cap is deeply embedding, excavation of foundation pit is comparatively dark, for guaranteeing that cushion cap can form dry construction, need build underwater concrete and carrying out back cover in cofferdam.Sometimes because cutting depth is dark, cofferdam is inside and outside exists larger hydraulic head, bottom concrete is caused to need to bear larger water pressure like this, for guaranteeing stressed safety, cause the thickness of bottom concrete under water thicker, correspondingly the degree of depth transferred in cofferdam, the overall height in cofferdam, gross weight also all will strengthen, the open excavation amount in cofferdam and transfer difficulty and also significantly strengthen.Sometimes affect by basement strata, the degree of depth that cofferdam is transferred is limited, can not thickness under satietin concrete water needed for back cover time, arrangement of reinforcement will be carried out to reach the thickness object of thinning bottom concrete in bottom concrete under water like this, and guarantee that bottom concrete meets force request.
In addition, in the interval ventilating shaft construction of city track traffic engineering, because interval ventilating shaft needs doublely do service channel, ventilation stack be provided with draining pump house station, thus interval ventilating shaft is often arranged on line elevation lowest part, causes the ventilating shaft construction and excavation degree of depth dark.If the waters such as rivers need be passed through in this interval, ventilating shaft is generally close to river course embankment and arranges.Consider that shield structure need pass from interval ventilating shaft, and construction in later period air channel and service channel need abolish the section of jurisdiction in ventilating shaft, occurring that water burst gushes husky phenomenon, guaranteeing construction safety, need build bottom concrete in ventilating shaft below shield structure interval for preventing section of jurisdiction after abolishing.For reducing back cover thickness, reduce construction cost, in bottom concrete, arrangement of reinforcement is assisted stressed under water.
(1) traditional reinforcing cage bottom concrete under water:
As shown in Figures 1 to 3, for ease of construction, reduce difficulty of construction, traditional deep foundation ditch under water bottom concrete is generally designed to plain concrete.But in particular cases, consider to reduce earthwork excavated volume in the cofferdam sinking degree of depth, the weight in cofferdam and cofferdam, reduce cofferdam back cover thickness, reduce construction cost, sometimes also carry out arrangement of reinforcement in bottom concrete under water.Traditional way installs reinforcing cage in concrete under water, forms reinforcing cage bottom concrete under water.Also be after the good reinforcing cage of ground colligation during construction, the lifting of reinforcing cage monoblock is transferred in place.
Reinforcing cage is generally divided into upper and lower two-layer reinforced mesh, forms entirety for ease of reinforcing cage, arranges some handling reinforcements and distributing bar between upper and lower two-layer mesh sheet.Upper and lower reinforced mesh is by lengthways main steel bar and horizontal main muscle composition, and main muscle size needs setting according to stressed, and main muscle spacing is generally 100 ~ 150mm.
(2) limitation of traditional reinforcing cage bottom concrete under water:
1) need integral hoisting: reinforcing cage needs integral hoisting, piecemeal lifting cannot be assembled into entirety under water.Because reinforcing cage is upper and lower double-layer structure, and there is handling reinforcement and distributing bar in centre, therefore reinforcing cage can not overlap as reinforced mesh; It is more that reinforcing cage indulges cross main-bar quantity, and diver cannot adopt connector to dock spreading in water as land; Also be difficult to adopt welding spreading.
2) lift yielding, hoisting cost is high: during reinforcing cage integral hoisting, because reinforcing cage area is large, and Heavy Weight, therefore need large-scale lifting appliance to lift, hoisting cost is large, and easily causes reinforcing cage to be out of shape.
3) top braces affects reinforcing cage integral hoisting: many foundation ditches or cofferdam are provided with multiple tracks bracing members or reinforced concrete support due to top, cause reinforcing cage cannot integral hoisting in place.
4) conduit difficulty in place is large: because bottom concrete needs to adopt many conduits to build, and need from basal surface about 300mm when often root conduit is built when first tank, such conduit has to pass through reinforcing cage top layer reinforced mesh, because the main muscle spacing of mesh sheet is much smaller than conduit diameter, causes conduit to transfer and put in place.Certainly can to consider that when fabrication of reinforcing cage reserved good conduit is hole arranged in advance, but due to foundation ditch comparatively dark, what have reaches 40 meters, and conduit still difficulty is accurately in place.
5) to pull out difficulty large for conduit: after concreting, affect by concrete lateral pressure, conduit is often amesiality, near the main muscle of reinforcing cage, causes conduit to be stuck, and is difficult to promote.
6) bottom concrete compactness is poor, of poor quality: because conduit can only be arranged on more than reinforcing cage bottom mesh sheet, during first tank concreting, because reinforcing cage keeps flat and mesh sheet main muscle spacing is less, during first tank concreting, bottom concrete directly impacts in reinforcing cage mesh sheet, and concrete cannot adopt vibrating spear to vibrate, concreting leakiness is easily caused even to produce segregation phenomenon.
7) easily produce rising of steel cage, affect the construction of bottom concrete stressed and subsequent handling: because reinforcing cage mesh sheet main muscle spacing is less, easily produces rising of steel cage, so not only affect bottom concrete stressed.In the middle of shield structure interval in ventilating shaft construction bottom concrete work progress, once the rising of steel cage in bottom concrete is in shield structure interval range, the reinforcing cage floated so also can affect shield machine and pass through middle ventilating shaft smoothly, and intractability is very large.
Summary of the invention
The object of the invention is to: for the limitation of traditional reinforcing cage bottom concrete under water, carry out improvement invention, adopt novel steel truss reinforcement bottom concrete construction method under water, reinforcement effects can be played, the thickness of thinning bottom concrete, thus arrive the object reducing construction cost, the difficulty of construction of this kind of bottom concrete under water can be reduced again, guarantee construction quality and the construction safety of bottom concrete.
The object of the invention is realized by following technical proposals:
Adopt the construction method of bottom concrete under water of steel truss reinforcement, step is:
1) after cofferdam installs or after ground-connecting-wall constructs, in foundation ditch, underwater excavation is to bottom concrete bottom surface absolute altitude, carries out substrate leveling under water;
2) on-the-spot burst or the good steel truss of overall processing on land: steel truss is by upper strata support body, lower floor's support body and connect on, the middle support body of lower floor's support body is formed, steel truss is latticed, mesh spacing is 1 ± 0.5m, on, lower floor's support body crosses into net structure by some horizontal transverse bar member and longitudinal horizontal bars, middle support body is by vertical rod, horizontal chord member and longitudinal chord member composition, vertical rod is connected to, between the transverse bar member of lower floor's support body and horizontal bars crosspoint, horizontal chord member is connected between horizontal adjacent two vertical rods, and head and the tail connect in " M " font between each horizontal chord member, longitudinal chord member is connected between longitudinal adjacent two vertical rods, and head and the tail connect in " M " font between each longitudinal chord member,
3) steel truss monoblock or burst lifting are transferred in place, and the steel truss of burst under water cold lapping is assembled into entirety;
4) set up back cover platform, lay centralized hopper, chute, transfer in some back cover conduits to steel truss grid from basal surface 300 ± 50mm;
5) ready-mixed concrete is transported to scene, and bottom concrete is self-compaction underwater concrete under water; In the program, concrete does not need to adopt vibrating spear to vibrate.
6) carry out the construction of head envelope by root can opening, then normally build;
7) back cover complete after dismounting back cover conduit, centralized hopper, chute and back cover platform, draw water after waiting bottom concrete intensity to reach design strength.
As selection, each rod member of truss adopts the processing of i iron, H profile steel or channel-section steel.
The main scheme of aforementioned the present invention and each further selection scheme thereof can independent assortment to form multiple scheme, be the present invention and can adopt and claimed scheme.
The course of work is:
Beneficial effect of the present invention: adopt novel steel truss reinforcement under water bottom concrete carry out back cover, compared with constructing with traditional reinforcing cage bottom concrete, there is following significant advantage:
1) according to field condition, can select partition machining, the form of construction work that burst is installed, also can select the mode of overall processing, integral hoisting.
2) single lifting the area of plane and weight relatively little, steel truss lifting time distortion relatively little, lifting appliance ability also can be relatively little, and construction cost is relatively low.
3) support that steel truss is installed by foundation ditch top affects relatively little.
4) because steel truss is latticed, steel truss mesh spacing is large, and be beneficial to concrete flowing self-compaction, and back cover conduit is installed easily in place, more convenient when conduit is pulled out, the jammed probability of conduit is relatively little.
5) because steel truss mesh spacing is large, bottom concrete easily wraps steel truss, and bottom concrete builds denser, and quality is easily guaranteed.
6) because steel truss mesh spacing is large, the impact force in bottom concrete casting process can not make steel truss float, thus can not affect the construction of subsequent handling.Especially in the middle of shield structure interval, ventilating shaft construction adopts the construction of bottom concrete under water of steel truss reinforcement, can not produce steel truss cage and float up in shield structure interval range, can not affect shield machine like this and pass through middle ventilating shaft smoothly.Greatly reduce the risk of construction like this.
Accompanying drawing explanation
Fig. 1 is traditional reinforcing cage bottom concrete elevational schematic view under water;
Fig. 2 is the A-A sectional drawing of Fig. 1;
Fig. 3 is the A drawing of Fig. 2;
Fig. 4 is the steel truss bottom concrete elevational schematic view under water of the embodiment of the present invention;
Fig. 5 is the B-B generalized section of Fig. 4;
1 be ground-connecting-wall or cofferdam, 2 be wherein reinforcing cage, 3 be above-ground route, 7 be reinforcing cage mesh sheet, 8 be horizontal bars, 10 be transverse bar member, 11 be vertical rod, 12 be chord member for horizontal main muscle, 9 for waterline, 6 in foundation ditch for the absolute altitude, 5 at the bottom of back cover of bottom concrete, 4 under water.
Detailed description of the invention
Following non-limiting examples is for illustration of the present invention.
Shown in figure 4,5, adopt the structure of bottom concrete under water of steel truss reinforcement by steel truss and under water bottom concrete 3 form.Steel truss is utilized to be subject to curved to replace reinforcing cage and to bear tensile stress, to play the object of thinning bottom concrete.Wherein steel truss is made up of the chord member 12 of some horizontal bars 9, transverse bar member 10, vertical rod 11 and vertical, horizontal, and each rod member of truss, according to stressed needs, can adopt i iron, H profile steel or channel-section steel to process.Concrete structure is: steel truss is by upper strata support body, lower floor's support body and connect on, the middle support body of lower floor's support body is formed, on, lower floor's support body crosses into net structure by some horizontal transverse bar member 10 and longitudinal horizontal bars 9, middle support body is by vertical rod 11, horizontal chord member 12 and longitudinal chord member 12 form, vertical rod 11 is connected to, between the transverse bar member 10 of lower floor's support body and horizontal bars 9 crosspoint, horizontal chord member 12 is laterally connected between adjacent two vertical rods 11, and head and the tail connect in " M " font between each horizontal chord member 12, longitudinal chord member 12 is longitudinally connected between adjacent two vertical rods 11, and head and the tail connect in " M " font between each longitudinal chord member 12.Because steel truss mesh spacing is large, the mode piecemeal of cold lapping can be adopted under water to be assembled into entirety, therefore steel truss according to lifting needs, can make by burst, also can overall processing.
Steel truss reinforcement underwater concrete structure construction step is as follows:
1) after cofferdam installs or after ground-connecting-wall constructs, in foundation ditch, underwater excavation is to bottom concrete bottom surface absolute altitude, carries out substrate leveling under water.
2) plan is pressed at scene on land, according to design drawing burst or the good steel truss of overall processing, should consider lap length during partition machining.
3) steel truss monoblock or piecemeal lifting are transferred in place, need diver to install under water, guarantee that lap length meets the demands during cold lapping.
4) set up back cover platform, lay centralized hopper, chute; Transfer in some back cover conduits to steel truss grid from basal surface about 300mm.
5) scene is transported to according to the match ratio of the bottom concrete under water ready-mixed concrete trying to join.
6) carry out the construction of head envelope by root can opening, then normally build.
7) back cover complete after dismounting back cover conduit, centralized hopper, chute and back cover platform, draw water after waiting bottom concrete intensity to reach design strength.
The foregoing is only preferred embodiment of the present invention, not in order to limit the present invention, all any amendments done within the spirit and principles in the present invention, equivalent replacement and improvement etc., all should be included within protection scope of the present invention.
Claims (2)
1. adopt the construction method of bottom concrete under water of steel truss reinforcement, it is characterized in that step is:
1) after cofferdam installs or after ground-connecting-wall constructs, in foundation ditch, underwater excavation is to bottom concrete bottom surface absolute altitude, carries out substrate leveling under water;
2) on-the-spot burst or the good steel truss of overall processing on land: steel truss is by upper strata support body, lower floor's support body and connect on, the middle support body of lower floor's support body is formed, steel truss is latticed, mesh spacing is 1 ± 0.5m, on, lower floor's support body crosses into net structure by some horizontal transverse bar member and longitudinal horizontal bars, middle support body is by vertical rod, horizontal chord member and longitudinal chord member composition, vertical rod is connected to, between the transverse bar member of lower floor's support body and horizontal bars crosspoint, horizontal chord member is connected between horizontal adjacent two vertical rods, and head and the tail connect in " M " font between each horizontal chord member, longitudinal chord member is connected between longitudinal adjacent two vertical rods, and head and the tail connect in " M " font between each longitudinal chord member,
3) steel truss monoblock or burst lifting are transferred in place, and the steel truss of burst under water cold lapping is assembled into entirety;
4) set up back cover platform, lay centralized hopper, chute, transfer in some back cover conduits to steel truss grid from basal surface 300 ± 50mm;
5) ready-mixed concrete is transported to scene, and bottom concrete is self-compaction underwater concrete under water;
6) carry out the construction of head envelope by root can opening, then normally build;
7) back cover complete after dismounting back cover conduit, centralized hopper, chute and back cover platform, draw water after waiting bottom concrete intensity to reach design strength.
2. the construction method of bottom concrete under water adopting steel truss reinforcement as claimed in claim 1, is characterized in that: each rod member of truss adopts the processing of i iron, H profile steel or channel-section steel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510956772.7A CN105544575B (en) | 2015-12-17 | 2015-12-17 | A kind of bottom concrete construction method under water of use steel truss reinforcement |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510956772.7A CN105544575B (en) | 2015-12-17 | 2015-12-17 | A kind of bottom concrete construction method under water of use steel truss reinforcement |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105544575A true CN105544575A (en) | 2016-05-04 |
| CN105544575B CN105544575B (en) | 2017-06-16 |
Family
ID=55824096
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510956772.7A Active CN105544575B (en) | 2015-12-17 | 2015-12-17 | A kind of bottom concrete construction method under water of use steel truss reinforcement |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105544575B (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106381879A (en) * | 2016-11-04 | 2017-02-08 | 四川共拓岩土科技股份有限公司 | Large-water-depth curtain grouting method |
| CN106638644A (en) * | 2016-12-29 | 2017-05-10 | 中国葛洲坝集团基础工程有限公司 | Deep sand-gravel stratum grouting device and method for carrying out comprehensive grouting by using same |
| CN106638646A (en) * | 2016-10-14 | 2017-05-10 | 岩土科技股份有限公司 | Secondary bottom sealing structure of open caisson and construction method |
| CN109763491A (en) * | 2018-12-30 | 2019-05-17 | 中铁广州工程局集团有限公司 | It is a kind of not disperse self-compact concrete in construction method under water |
| CN110374122A (en) * | 2019-07-22 | 2019-10-25 | 中铁大桥局集团有限公司 | A kind of precast-boxed cofferdam sectional type is put more energy into the construction method of back cover structure |
| CN112228089A (en) * | 2020-12-14 | 2021-01-15 | 北京建工土木工程有限公司 | Bottom sealing method in model test of shield method main tunnel inner pump room mechanized construction |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS60102430A (en) * | 1983-11-09 | 1985-06-06 | Masami Horii | Frame retaining wall and frame structure |
| CN101775809A (en) * | 2010-01-15 | 2010-07-14 | 中铁大桥局集团第五工程有限公司 | Construction method of marine self-floating type steel soleplate single-wall suspension box cofferdam and single-wall suspension box cofferdam |
| CN102011442A (en) * | 2009-09-07 | 2011-04-13 | 初明进 | Light steel-concrete combination structure shear wall and manufacturing method thereof |
| CN102064381A (en) * | 2010-11-23 | 2011-05-18 | 汉王科技股份有限公司 | Induction antenna, electromagnetic handwriting device and antenna plate thereof |
| CN203238646U (en) * | 2013-04-17 | 2013-10-16 | 中交路桥华南工程有限公司 | Casing box with built-in bottom board |
-
2015
- 2015-12-17 CN CN201510956772.7A patent/CN105544575B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS60102430A (en) * | 1983-11-09 | 1985-06-06 | Masami Horii | Frame retaining wall and frame structure |
| CN102011442A (en) * | 2009-09-07 | 2011-04-13 | 初明进 | Light steel-concrete combination structure shear wall and manufacturing method thereof |
| CN101775809A (en) * | 2010-01-15 | 2010-07-14 | 中铁大桥局集团第五工程有限公司 | Construction method of marine self-floating type steel soleplate single-wall suspension box cofferdam and single-wall suspension box cofferdam |
| CN102064381A (en) * | 2010-11-23 | 2011-05-18 | 汉王科技股份有限公司 | Induction antenna, electromagnetic handwriting device and antenna plate thereof |
| CN203238646U (en) * | 2013-04-17 | 2013-10-16 | 中交路桥华南工程有限公司 | Casing box with built-in bottom board |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106638646A (en) * | 2016-10-14 | 2017-05-10 | 岩土科技股份有限公司 | Secondary bottom sealing structure of open caisson and construction method |
| CN106381879A (en) * | 2016-11-04 | 2017-02-08 | 四川共拓岩土科技股份有限公司 | Large-water-depth curtain grouting method |
| CN106381879B (en) * | 2016-11-04 | 2018-06-22 | 四川共拓岩土科技股份有限公司 | A kind of big depth of water grout curtain method |
| CN106638644A (en) * | 2016-12-29 | 2017-05-10 | 中国葛洲坝集团基础工程有限公司 | Deep sand-gravel stratum grouting device and method for carrying out comprehensive grouting by using same |
| CN109763491A (en) * | 2018-12-30 | 2019-05-17 | 中铁广州工程局集团有限公司 | It is a kind of not disperse self-compact concrete in construction method under water |
| CN110374122A (en) * | 2019-07-22 | 2019-10-25 | 中铁大桥局集团有限公司 | A kind of precast-boxed cofferdam sectional type is put more energy into the construction method of back cover structure |
| CN112228089A (en) * | 2020-12-14 | 2021-01-15 | 北京建工土木工程有限公司 | Bottom sealing method in model test of shield method main tunnel inner pump room mechanized construction |
| CN112228089B (en) * | 2020-12-14 | 2021-03-09 | 北京建工土木工程有限公司 | Bottom sealing method in model test of shield method main tunnel inner pump room mechanized construction |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105544575B (en) | 2017-06-16 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105544575A (en) | Underwater bottom sealing concrete construction method using steel truss for reinforcement | |
| CN102720140B (en) | Large-span prestress concrete continuous beam deepwater pier construction process | |
| CN102251530B (en) | Construction process of double-wall steel cofferdam for construction of pier bearing platform in main river water of Yellow River | |
| EP2837554A1 (en) | Partially floating marine platform for offshore wind-power, bridges and marine buildings, and construction method | |
| CN106120839B (en) | A kind of construction technology of off-lying sea blower foundation embedded rock pile | |
| CN102561404B (en) | Steel reinforced concrete column type joint and construction method of underground diaphragm wall using same | |
| CN109113086B (en) | A kind of steel reinforced concrete combined cofferdam construction method in deep water exposed bedrock riverbed area | |
| CN101538833B (en) | Vertical subsection double-wall steel cofferdam water stopping construction method | |
| CN102561371B (en) | Steel caisson enclosure structure at island-tunnel combination part and construction method thereof | |
| CN104389318B (en) | Reinforced concrete-steel structure hybrid gravity foundation for offshore wind power and construction method thereof | |
| CN103806464B (en) | Large-scale high ferro station and subway cross top-down construction method up and down | |
| CN107246005A (en) | Super-large diameter bores and buries steel pipe hollow foundation pile and its construction method | |
| CN105350526A (en) | Method for setting up steel platform | |
| CN111376374A (en) | Floating-state manufacturing method for reinforced concrete immersed tube joint | |
| CN202466644U (en) | Profile steel concrete column type connector | |
| CN103174132A (en) | Construction method of minor diameter pile inside city underground construction underground excavation pilot tunnel | |
| CN204040021U (en) | Large diameter pile construction equipment system in city underground engineering tunneling pilot tunnel | |
| CN108179735A (en) | A kind of boulder bed large-sized deep water foundation construction platform and method | |
| CN209194552U (en) | A kind of combined cofferdam for bridge foundation construction | |
| CN105401564B (en) | Construction method for fixing tidal current energy power generation device to water bottom and tidal current energy power generation device | |
| CN205259216U (en) | Adopt steel truss to add concrete structure of back cover under water of muscle | |
| CN103088813B (en) | Reinforcing cage anchoring method for manufacturing cast-in-situ bored pile | |
| CN201485843U (en) | Stream-guidance navigation pier structure | |
| CN210827529U (en) | Single-pile reinforced foundation of offshore wind power anti-icing structure | |
| CN110777827A (en) | Structure capable of carrying out deep water area hollowing repair in rapid stream state |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant |