CN203007965U - Steel hanging box system for underwater high-rise pile cap construction - Google Patents
Steel hanging box system for underwater high-rise pile cap construction Download PDFInfo
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- CN203007965U CN203007965U CN 201220623368 CN201220623368U CN203007965U CN 203007965 U CN203007965 U CN 203007965U CN 201220623368 CN201220623368 CN 201220623368 CN 201220623368 U CN201220623368 U CN 201220623368U CN 203007965 U CN203007965 U CN 203007965U
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Abstract
The utility model relates to a steel hanging box system for underwater high-rise pile cap construction. The steel hanging box system comprises a stress beam assembly, a steel hanging box, a suspension system and brackets, wherein first brackets are arranged above the ordinary water levels of four drilled pile steel casings respectively; the stress beam assembly comprises two main stress beam assemblies and a plurality of secondary stress distribution beams; the steel hanging box comprises first and second forward bridge direction side plates, first and second transverse bridge direction side plates and a steel hanging box bottom plate; the suspension system comprises a steel supporting beam, a suspension beam and a guide chain; the suspension system is connected with the steel hanging box through the guide chain; and second brackets are arranged on the inner side edges of the four drilled pile steel casings in the forward bridge direction up from the top surface of the steel hanging box bottom plate to the pile cap bottom designed elevation. According to the steel hanging box system, the assembling, lifting and bearing loads of the steel hanging box are all transferred onto an engineering drilled pile, so that auxiliary equipment is reduced, the operation is convenient and simple, and the cost is saved.
Description
Technical field
The utility model relates to the bridge foundation construction machinery in a kind of highway bridge field, particularly relates to a kind of steel box system for highrise pile cap construction under water.
Background technology
Flourish along with Chinese national economy, having promoted highway traffic infrastructure develops in advance, particularly more and more across the cross a river water Bridge construction project in lake of Jiang Yuehai in recent years, water Bridge basis makes rapid progress, Bored Pile Foundation, open caisson foundation, laying foundation, underground continuous beam basis and various combination foundation extensive uses.Foundation construction is enclosed the water method and is constantly brought forth new ideas, and Double-Wall Steel Boxed Cofferdam, single armed steel cofferdam, snap close steel pipe pile cofferdam, steel sheet-pile cofferdam, bottomless steel boxed cofferdam, end steel suspended box cofferdam etc. is arranged, and various to enclose the water method and technologies constantly progressive.Have end steel suspended box cofferdam to take the course of its own, due to its not the riverbed, it is many that the material of steel suspended box cofferdam will be economized, and it is simple to sink, easy construction, safety is controlled, its shortcoming is that structure is comparatively complicated, the accuracy of manufacture requires high.Although steel suspended box cofferdam is having many good qualities aspect the bridge deepwater foundation construction, certain limitation is also arranged, because steel suspended box cofferdam has the end, be only applicable to highrise pile cap.At present, the steel suspended box cofferdam job practices is mostly adopted in the construction of domestic and abroad bridge deep water foundation highrise pile cap.The steel box is as dash and the formwork structure of bearing platform construction, by the tank wall of steel box and the bottom concrete on base plate, for bearing platform construction provides dry application work condition, the steel box need to be born load under various operating modes with the overhung construction of self, structure more will have the tight piece of antiseepage dew outside will satisfying the intensity of resisting water pressure under water.The structure that steel suspended box cofferdam will design is also relatively simple, is convenient to onsite moving, spelling, sinking and dismounting.
Traditional steel box job practices is the same with steel cofferdam construction method, and steel box processing factory is on the coast made, and on barge, spelling becomes integral body to be transported to place, pier position, and the large-scale crane ship lifting is sunk and is just, and temporary steel pile tube facility carrying steel box is set.Carried out afterwards technological improvement, to substitute the lifting ship with the crane loop wheel machine, trestle and lift heavy platform but the crane loop wheel machine need be walked, after with the crane loop wheel machine, the steel box being sunk down into design elevation, still will be by setting temporary steel pile tube load bearing system, support steel box, bottom concrete, cushion cap concrete gravity and steel box buoyancy load.So both waste construction cost, delayed again construction speed.
Because the defective that above-mentioned existing steel box technology exists, the inventor is based on being engaged in this type of product design manufacturing abundant practical experience and professional knowledge for many years, positive research and innovation in addition, to founding a kind of new the steel box and the construction technology that are used for highrise pile cap construction under water, can improve general existing traditional steel box technology, make it have more practicality.Through constantly research, design, and after repeatedly studying sample and improvement, finally create the utility model that has practical value.
Summary of the invention
The purpose of this utility model is, overcome the defective that existing traditional steel box technology exists, and a kind of new steel box system that is used for highrise pile cap construction under water is provided, technical problem to be solved is to make it not need large-scale crane ship or large-scale turned crane, not by other auxiliary equipment such as temporary steel pile tubes, convenient and simple, convenient operation has been saved construction cost, has accelerated construction speed, thereby more be suitable for practicality, and have the value on industry.
Another purpose of the present utility model is, a kind of steel box system for highrise pile cap construction under water is provided, technical problem to be solved is that its whole work progress is all operated under anhydrous state, do not need diving apparatus, cutting equipment and Divers be installed under water, saved correlative charges, reduce construction cost, thereby more be suitable for practicality.
Another purpose of the present utility model is, be provided for the steel box system of highrise pile cap construction under water, taking full advantage of the engineering the drilling pile carries, make the assembly unit of steel box, being carried by the engineering the drilling pile from gravity and bottom concrete and the concrete gravity load of cushion cap when sinking, thereby saving engineering cost, improve programming, more applicable highrise pile cap construction.
The purpose of this utility model and solve its technical problem and realize by the following technical solutions.The steel box system that is used for highrise pile cap construction under water according to the utility model proposes comprises:
---bracket.Include 4 the first brackets, these 4 first brackets be separately positioned on 4 drilled pile steel casings be positioned at the above suitable bridge of ordinary water level to lateral border.
---the bearing beam assembly.Be comprised of 2 main stress beams and Duo Gen bearing distribution beam, wherein, to being arranged on 2 the first brackets, many times bearing distribution beam direction across bridge is arranged on 2 main stress beams described each root main stress beam along bridge.
---the steel box.Form to side plate, the first direction across bridge side plate and the second direction across bridge side plate and steel box base plate along bridge to side plate and second along bridge by first.Wherein said steel box base plate is arranged on many inferior bearing distribution beams, described first along bridge to side plate and second along bridge to side plate perpendicular to steel box base plate and along bridge to the left side and the right side that are arranged on steel box base plate, described the first direction across bridge side plate and the second direction across bridge side plate are arranged on front side and the rear side of steel box base plate perpendicular to steel box base plate and direction across bridge.
---suspension system.Formed by 4 steel brace summers, 2 suspended cross-beams, 4 guide chains, wherein, the bottom of described 4 steel brace summers is separately fixed at the center, bored piles top in 4 drilled pile steel casings, suspended cross-beam is supported respectively on the top of these 4 steel brace summers, the upper end of described 4 guide chains is connected with suspended cross-beam, and the bottom of these 4 guide chains is connected to side plate along bridge to side plate, second along bridge with first respectively.
Aforesaid steel box system for highrise pile cap construction under water, wherein said bracket also comprises 4 the second brackets, these 4 second brackets be separately positioned on steel box plate top surface at the bottom of the cushion cap below design elevation and 4 drilled pile steel casings along bridge to medial margin apart from steel box plate top surface 75cm place, and by bolt, bearing beam assembly, steel box base plate and the bottom concrete layer and this second bracket that are laid in steel box base plate are consolidated.
By technique scheme, the utility model has following advantages at least:
1, welding the first bracket on the drilled pile steel casing more than ordinary water level, assembly unit steel box on the first bracket, the steel box is assembled in the above operation of the water surface, and power is directly delivered on drilled pile, need to by other supplemental support facilities, not save construction cost;
2, install suspension system on center, the drilled pile in drilled pile steel casing top, with suspension system lifting sinking steel box, power is directly delivered on drilled pile, need to be by other large-scale lifting appliances, convenient and simple, accelerated construction speed;
3, by suspension system with the steel box sink down into make steel box base plate lower than cushion cap at the bottom of design elevation 1 meter, cast bottom concrete layer, and the water inside the steel box is drained, weld again the second bracket on the medial margin of drilled pile steel casing, with steel box and the second bracket bolt, bear steel box, bottom concrete, cushion cap and buoyancy of water by the second bracket by bolt, need to be by other supplemental support facilities, reduced construction cost
4, the whole work progress of cushion cap and pier shaft all operates under anhydrous state, does not need diving apparatus, cutting equipment and Divers is installed under water, has saved correlative charges, and is convenient and simple, convenient operation.
5, when carrying out the assembly unit of steel box on the first bracket that arranges more than ordinary water level, this first bracket bears the deadweight of steel box and the load of bearing beam assembly, convert the gravity load of being born steel box and bearing beam assembly by suspension system to when steel box lifting sinking, when the steel box sinks to the cap design of pile absolute altitude when following, convert to by the second bracket that arranges again and bear the bearing beam assembly, the steel box, the bottom concrete layer, the load of leveling concrete layer and the concrete gravity load of cushion cap and buoyancy of water, all carry out the stress system conversion take the engineering the drilling stake as relying in the transfer process of above-mentioned load, not needing to arrange the temporary steel pile tube implements, convenient and simple, convenient operation.。
6, replace steel sole plate with the precast concrete base plate, saved cost, reduced the waste of steel.
Above-mentioned explanation is only the general introduction of technical solutions of the utility model, for can clearer understanding technological means of the present utility model, and can be implemented according to the content of manual, below with preferred embodiment of the present utility model and coordinate accompanying drawing to be described in detail as follows.
Concrete structure of the present utility model and manufacturing process thereof are provided in detail by following examples and accompanying drawing.
Description of drawings
Fig. 1 is the time structural representation of steel box system of the present utility model more than ordinary water level;
Fig. 2 is steel box plane structure schematic diagram of the present utility model;
Structural representation when Fig. 3 is in suspended state when being steel box sinking of the present utility model;
Fig. 4: be steel box system of the present utility model structural representation when ordinary water level is following;
Fig. 5 is the structural representation that the utility model is built cushion cap, bridge pier
1: 2: the first brackets of drilled pile steel casing
3: the bearing beam assembly
31: main stress beam 32: inferior bearing distribution beam
4: the steel box
Suitable bridge was to 42: the second suitable bridges of side plate to side plate in 41: the first
44: the second direction across bridge side plates of 43: the first direction across bridge side plates
45: steel box base plate
5: suspension system
51: steel brace summer 52: suspended cross-beam
53: guide chain
6: 7: the second bracket of bottom concrete layer
8: bolt 9: the leveling concrete layer
10: cushion cap 11: bridge pier
12: ordinary water level 13: design elevation at the bottom of cushion cap
The specific embodiment
Below in conjunction with accompanying drawing and preferred embodiment, to being described in detail as follows according to the steel box system that is used for highrise pile cap construction under water that the utility model proposes.
See also Fig. 1, shown in Figure 2, the steel box system that is used for highrise pile cap construction under water when ordinary water level is above of the utility model preferred embodiment is comprised of bracket, bearing beam assembly 3, steel box 4, suspension system 5, wherein:
Described bracket includes 4 the first brackets 2.These 4 the first brackets 2 be separately positioned on be positioned at the 4 piece drilled pile steel casings 1 of ordinary water level more than 12 along bridge to lateral border.
Described bearing beam assembly 3 is comprised of 2 main stress beams 31 and Duo Gen bearing distribution beam 32.Wherein, to being arranged on 2 the first brackets 2, the suitable bridge of another root main stress beam 31 is to being arranged on another two the first brackets 2 at the suitable bridge of a main stress beam 31.Many times bearing distribution beam 32 direction across bridge are arranged on two main stress beams 31.
Described steel box 4 forms to side plate 42, the first direction across bridge side plate 43 and the second direction across bridge side plate 44 and steel box base plate 45 along bridge to side plate 41 and second along bridge by first.Wherein, described steel box base plate 45 is arranged on many inferior bearing distribution beams 32.Described first along bridge to side plate 41 and second along bridge to side plate 42 perpendicular to steel box base plate 45 and along bridge to the left side and the right side that are arranged on steel box base plate 45.Described the first direction across bridge side plate 43 and the second direction across bridge side plate 44 are arranged on front side and the rear side of steel box base plate 45 perpendicular to steel box base plate 45 and direction across bridge.
Described suspension system 5 is comprised of 4 steel brace summers 51,2 suspended cross-beams 52,4 guide chains 53.Wherein, the bottom of described 4 steel brace summers 51 is separately fixed at the center, bored piles top in 4 drilled pile steel casings 1, and suspended cross-beam 52 is supported respectively on the top of these 4 steel brace summers 51.The upper end of described 4 guide chains 53 is connected with suspended cross-beam 52, and the bottom of these 4 guide chains 53 is connected to side plate 42 along bridge to side plate 41, second along bridge with first respectively.
Consult Fig. 3, hanging the first bracket 210cm when high, the first bracket 2 that arranges when cutting off on ordinary water level 12 at described steel box 4.
Consult Fig. 4, to sinking, the end face that the makes steel box base plate 45 following 1m of design elevation 13 place at the bottom of the cushion cap when this steel box 4 is in by suspension system 5 suspended state, arranges bottom concrete layer 6 on this steel box base plate 45 at described steel box 4.
Consult Fig. 4, when bottom concrete layer 6 reaches design strength, drain the water in steel box 4,4 drilled pile steel casings 1 along bridge to medial margin apart from steel box base plate 45 end face 75cm places, the second bracket 7 is set respectively, and by bolt 8, bearing beam assembly 3, steel box base plate 45, bottom concrete layer 6 and this second bracket 7 are fixed together.
The construction technology of highrise pile cap under water according to the steel box system that is used for highrise pile cap construction under water that the utility model proposes mainly comprises the following steps:
Step 1: the first bracket 2 is installed more than ordinary water level.The lateral border that is positioned at 4 the drilled pile steel casings 1 of ordinary water level more than 12 along bridge to the welding the first bracket 2;
Step 2: bearing beam assembly 3 is installed.The suitable bridge of main stress beam 31 is to being arranged on 2 the first brackets 2, and the suitable bridge of another root main stress beam 31 is to being arranged on another 2 the first brackets 2.Direction across bridge is installed fixed many bearing distribution beams 32. on these 2 main stress beams 31
Step 3: at the above assembly unit steel of ordinary water level 12 box 4.At first steel box base plate 45 is arranged on many time bearing distribution beams 32, and by bolt will many inferior bearing distribution beams 32 and main stress beam 31 and steel box base plate 45 be fixed together.Then with described first along bridge to side plate 41 with second along bridge to the vertical suitable bridge of side plate 42 to the left side and the right side that are arranged on respectively on steel box base plate 45, described the first direction across bridge side plate 43 and the second vertical direction across bridge of direction across bridge side plate 44 are arranged on respectively front side and rear side on steel box base plate 45, and this first all is bolted on steel box base plate 45 to side plate 42, the first direction across bridge side plate 43, the second direction across bridge side plate 44 along bridge to side plate 41, second along bridge.At this moment, by the first bracket 2 bear that steel box 4 and main stress beam 3 produce from gravity, and by the first bracket 2 with aforementioned from the gravity Load Transfer on the drilled pile in the drilled pile steel casing 1;
Step 4: suspension system 5 is installed.At first the lower end of 4 steel brace summers 51 is separately fixed at the center, drilled pile top in 4 drilled pile steel casings 1.Then, 2 suspended cross-beams 52 are arranged on 4 steel brace summer 51 tops, the upper end of 4 guide chains 53 are arranged on suspended cross-beam 52, with the lower end of 4 guide chains 53 be arranged on first along bridge to side plate 41 and second along the upper end of bridge to side plate 42;
Step 5: cutting the first bracket 2.First 4 guide chains 53 by suspension system 5 are with steel box 4 and bearing beam assembly 3 range of lift bracket 210cm eminence upwards, this moment, bearing beam assembly 3, steel box 4 and suspension system 5 produced born by suspension system 5 from gravity and will aforementionedly be given to the 1 internal drilling stake of drilled pile steel casing from the gravity Load Transfer by suspension system 5 pushed up, after completing stressed conversion, will be in the first bracket 2 that ordinary water level is welded on more than 12 on 4 drilled pile steel casings 1 and all cut away;
Step 6: steel box 4 sinks in place.4 guide chains 53 with suspension system 5 are sunk steel box 4 and bearing beam assembly 3, the 1m place of design elevation 13 at the bottom of steel box 4 being sunk down into make its steel box base plate 45 end faces lower than cushion cap, the first suitable bridge of this steel box 4 is to side plate 41, the second suitable bridge is to side plate 42, the first direction across bridge side plate 43, the top of the second direction across bridge side plate 44 is all in ordinary water level more than 12, described steel box 4 is in by described suspension system 5 suspended states, at this moment, this steel box 4, what bearing beam assembly 3 and suspension system 5 produced bears by suspension system 5 from gravity, and push up to the 1 internal drilling stake of drilled pile steel casing from the gravity Load Transfer aforementioned by suspension system 5,
Step 7: build bottom concrete layer 6.Elder generation's concreting on steel box base plate 45 end faces that are in the steel box 4 under suspended state, water and build up the thick bottom concrete layer 6 of 70cm, reserve and the second bracket 7 circular hole in correspondence with each other on bottom concrete layer 6, steel box base plate 45 and bearing beam assembly 3 simultaneously, reach the intensity of design code until bottom concrete layer 6 after, drain the water in steel box 4, at this moment, the buoyancy load from gravity and steel box 4, bearing beam assembly 3 of steel box 4, bearing beam assembly 3, suspension system 5 is delivered to by suspension system 5 on drilled pile steel casing 1 internal drilling stake top;
Step 8: welding the second bracket 7.4 drilled pile steel casings 1 in steel box 4 weld respectively the second bracket 7 along bridge on the medial margin at distance steel box base plate 45 end face 75cm places, be reserved with circular hole on each second bracket 7;
Step 9: bearing beam assembly 3, steel box base plate 45, bottom concrete layer 6 and bracket 7 bolts are in the same place by bolt 8, the buoyancy from gravity and bearing beam assembly 3, steel box 4 of bearing beam assembly 3, steel box 4, bottom concrete layer 6 is born by the second bracket 7, and by the second bracket 7 with aforesaid gravity and buoyancy Load Transfer to drilled pile steel casing 1, after completing the stress system conversion, remove steel brace summer 51, suspended cross-beam 52 and guide chain 53;
Step 10: build leveling concrete layer 9.Concreting on bottom concrete layer 6, water and build up the thick leveling concrete layer 9 of 30cm, and the second bracket 7 is imbedded in leveling concrete layer 9, at this moment, the buoyancy from gravity and bearing beam assembly and steel box 4 of bearing beam assembly 3, steel box 4, bottom concrete layer 6, leveling concrete layer 9 is born by the second bracket 7, and by the second bracket 7 with aforementioned from gravity and buoyancy Load Transfer to drilled pile steel casing 1;
Step 11: abolish the boring pile crown.After leveling concrete layer 9 reaches design code intensity, abolish design elevation at the bottom of cushion cap more than 13 drilled pile steel casing 1 and the boring pile crown in drilled pile steel casing 1;
Step 12: construction bearing platform 10.Construction bearing platform 10 on levelling coagulating layer 9, at this moment, the concrete buoyancy from gravity and bearing beam assembly 3, steel box 4 of bearing beam assembly 3, steel box 4, bottom concrete layer 6, leveling concrete layer 9, cushion cap is born by the second bracket 7, and by the second bracket 7 with aforementioned from gravity and buoyancy Load Transfer to drilled pile steel casing 1;
Step 13: construction bridge pier 11.Reach the intensity of design code at cushion cap 10 after, construction bridge pier 11 on cushion cap 10, at this moment, the buoyancy from gravity and bearing beam assembly 3, steel box 4 of bearing beam assembly 3, steel box 4, bottom concrete layer 6 and leveling concrete layer 9 is born by the second bracket 7, and by the second bracket 7 with aforementioned from gravity and buoyancy Load Transfer to drilled pile steel casing 1, and being born by the drilled pile in drilled pile steel casing 1 from gravity of this cushion cap 10, this bridge pier concrete gravity power load is delivered on drilled pile in drilled pile steel casing 1 (seeing Fig. 5) by cushion cap 10;
Step 14: remove steel box 4; complete and bridge pier 11 constructions are to after ordinary water level is more than 12 in cushion cap 10 construction; remove to side plate 42, the first direction across bridge side plate 43, the second direction across bridge side plate 44 along bridge to side plate 41, second along bridge first, the bearing beam assembly 3 that is retained, steel box base plate 45, bottom concrete layer 6, bolt 8, leveling concrete layer 9, the second bracket 7 consist of the topping (seeing Fig. 5) of cushion cap 10 bottoms.
the above, it is only preferred embodiment of the present utility model, be not that the utility model is done any pro forma restriction, although the utility model discloses as above with preferred embodiment, yet be not to limit the utility model, any those skilled in the art, within not breaking away from the technical solutions of the utility model scope, when the method that can utilize above-mentioned announcement and technology contents are made a little change or be modified to the equivalent embodiment of equivalent variations, but every content that does not break away from technical solutions of the utility model, any simple modification that foundation technical spirit of the present utility model is done above embodiment, equivalent variations and modification, all still belong in the scope of technical solutions of the utility model.
Claims (2)
1. steel box system that is used for highrise pile cap construction under water is characterized in that comprising:
---bracket, include 4 the first brackets (2), these 4 first brackets (2) be separately positioned on 4 drilled pile steel casings (1) be positioned at the above suitable bridge of ordinary water level (12) to lateral border;
---bearing beam assembly (3), formed by 2 main stress beams (31) and many bearing distribution beams (32), wherein, to being arranged on 2 the first brackets (2), many times bearing distribution beam (32) direction across bridge is arranged on 2 main stress beams (31) described each root main stress beam (31) along bridge;
---steel box (4), by first along bridge to side plate (41) and the second suitable bridge to side plate (42), the first direction across bridge side plate (43) and the second direction across bridge side plate (44) and steel box base plate (45) form, wherein, described steel box base plate (45) is arranged on many inferior bearing distribution beams (32), described first along bridge to side plate (41) and second along bridge to side plate (42) perpendicular to steel box base plate (45) and suitable bridge to the left side and the right side that are arranged on steel box base plate (45), described the first direction across bridge side plate (43) and the second direction across bridge side plate (44) are arranged on front side and the rear side of steel box base plate (45) perpendicular to steel box base plate (45) and direction across bridge,
---suspension system (5), formed by 4 steel brace summers (51), 2 suspended cross-beams (52), 4 guide chains (53), wherein, the bottom of described 4 steel brace summers (51) is separately fixed at the center, bored piles top in 4 drilled pile steel casings (1), suspended cross-beam (52) is supported respectively on the top of these 4 steel brace summers (51), the upper end of described 4 guide chains (53) is connected with suspended cross-beam (52), and the bottom of these 4 guide chains (53) is connected to side plate (42) along bridge to side plate (41), second along bridge with first respectively.
2. the steel box system for the construction of highrise pile cap under water according to claim 1, it is characterized in that: described bracket also comprises 4 the second brackets (7), these 4 second brackets (7) be separately positioned on steel box base plate (45) end face at the bottom of the cushion cap below design elevation (13) and 4 drilled pile steel casings (1) along bridge to medial margin apart from steel box base plate (45) end face 75cm place, and pass through bolt (8) with bearing beam assembly (3), steel box base plate (45) and the bottom concrete layer (6) that is laid in steel box base plate (45) are consolidated with this second bracket (7).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220623368 CN203007965U (en) | 2012-11-22 | 2012-11-22 | Steel hanging box system for underwater high-rise pile cap construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220623368 CN203007965U (en) | 2012-11-22 | 2012-11-22 | Steel hanging box system for underwater high-rise pile cap construction |
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| Publication Number | Publication Date |
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| CN203007965U true CN203007965U (en) | 2013-06-19 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201220623368 Expired - Lifetime CN203007965U (en) | 2012-11-22 | 2012-11-22 | Steel hanging box system for underwater high-rise pile cap construction |
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| Country | Link |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103510529A (en) * | 2012-11-22 | 2014-01-15 | 中交第三公路工程局有限公司 | Steel hanging box system for underwater high-rise pile cap construction and construction technology thereof |
| CN105401586A (en) * | 2015-11-18 | 2016-03-16 | 中交第四公路工程局有限公司 | Construction method for bottomless steel jacket box capable of stopping water simply |
| CN116464081A (en) * | 2023-06-19 | 2023-07-21 | 中国建筑第六工程局有限公司 | Double-wall steel suspended box cofferdam hoisting construction method under high tidal range |
-
2012
- 2012-11-22 CN CN 201220623368 patent/CN203007965U/en not_active Expired - Lifetime
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103510529A (en) * | 2012-11-22 | 2014-01-15 | 中交第三公路工程局有限公司 | Steel hanging box system for underwater high-rise pile cap construction and construction technology thereof |
| CN103510529B (en) * | 2012-11-22 | 2015-06-10 | 中交第三公路工程局有限公司 | Steel hanging box system for underwater high-rise pile cap construction and construction technology thereof |
| CN105401586A (en) * | 2015-11-18 | 2016-03-16 | 中交第四公路工程局有限公司 | Construction method for bottomless steel jacket box capable of stopping water simply |
| CN116464081A (en) * | 2023-06-19 | 2023-07-21 | 中国建筑第六工程局有限公司 | Double-wall steel suspended box cofferdam hoisting construction method under high tidal range |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20130619 Effective date of abandoning: 20150610 |
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| RGAV | Abandon patent right to avoid regrant |