CN103374923A - Method for prefabricating and mounting underwater pier - Google Patents
Method for prefabricating and mounting underwater pier Download PDFInfo
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- CN103374923A CN103374923A CN2013103197924A CN201310319792A CN103374923A CN 103374923 A CN103374923 A CN 103374923A CN 2013103197924 A CN2013103197924 A CN 2013103197924A CN 201310319792 A CN201310319792 A CN 201310319792A CN 103374923 A CN103374923 A CN 103374923A
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Abstract
The invention discloses a method for prefabricating and mounting an underwater pier. The method includes steps of prefabricating a pier; downwardly placing the pier; performing bottom seal construction and the like. Reserved holes are required to be reserved when the pier is prefabricated, pile foundations can penetrate the reserved holes, and the reserved holes are formed by the aid of steel casings with the embedded heights larger than the thickness of the pier; a downward placing procedure for the pier is divided into two stages, the pier is downwardly placed to a position higher than a normal water level by 20cm to 30cm in the first stage, a temporary water retaining iron case is mounted at the position, the pier is downwardly placed to reach a design elevation in the second stage, and the temporary water retaining iron case is detached after the pier reaches the designed elevation; the bottom seal construction includes filling concrete into the reserved holes in a supplementary manner. The method has the advantages that the method is safe and reliable, operation is facilitated, and the quality is easy to control; capital investment for a cofferdam can be effectively reduced, the underwater operation time can be shortened, adverse impact on relevant water areas is reduced, accordingly, the construction cost is reduced, the construction period is shortened, risks are reduced, the efficiency is improved, and the method is favorable for environmental protection.
Description
Technical field
The present invention relates to the job practices of pier cushion cap in a kind of water, in particular, the present invention relates to the prefabricated and mounting method of pier cushion cap in a kind of water.
Background technology
Because China is vast in territory, great rivers are numerous, so in municipal administration, highway, railway construction, pier cushion cap technology is used widely in the bridge water.
At home in the bridge construction, the construction of pier cushion cap in the water, generally be to adopt open-cut foundation ditch, supporting foundation pit, build the on the spot cast-in-place conventional method such as cofferdam, island, steel sheet-pile cofferdam, steel pipe pile cofferdam, single-wall steel cofferdam, Double-Wall Steel Boxed Cofferdam, suspension box-cofferdam, diaphragm wall and open caisson, although these methods are continued to use for a long time, but have shortcomings, for example: the input of machinery, material, personnel, expense is more, and all construction all is in the water, operating risk is high, long construction period.
Those skilled in the art all know, in the pile of deep water pile foundation bridge construction, the absolute altitude that reduces the pier cushion cap can improve the stress of structure, if adopt traditional poured-in-place job practices, certainly will increase to and build the needed cofferdam construction of pier cushion cap, and adopt the method for prefabricated pier cushion cap, then can effectively reduce the input of cofferdam fund.
Summary of the invention
Purpose of the present invention solves the existing problem of above known technology exactly, and the prefabricated and mounting method of pier cushion cap in a kind of water is provided for this reason, thereby overcomes the defective of prior art, promotes the technological progress of bridge construction.
The present invention need to reserve the preformed hole that diameter is 2.0m when prefabricated pier cushion cap, the steel casing of this preformed hole take pre-buried diameter as 2.0m is achieved, and being used for by diameter is the pile foundation of 1.5m, and the height of described steel casing exceeds about the thickness 2.0m of described pier cushion cap.Finish when described pier cushion cap and should be divided into twice after prefabricated and transfer: transfer for the first time to the 20cm to 30cm that is higher than ordinary water level and locate, and temporary water dash iron case is installed herein, then carry out transferring the second time, transfer the position design elevation of can going directly, remove aforesaid temporary water dash iron case, with concrete aforesaid preformed hole is replenished at last and build, make described pier cushion cap become as a whole with described pile foundation.
Prefabricated and the mounting method of pier cushion cap in the water of the present invention may further comprise the steps:
(1) the pier cushion cap is prefabricated:
A, assembling reinforcement skeleton: according to the cage of reinforcement of design drawing and the prefabricated described pier cushion cap of job specfication colligation, and when the assembling reinforcement skeleton, leave preformed hole in the position of its corresponding pile foundation;
B, laying template: the operation platform in the boring stage is laid bed die, side form and the reservation casement that is used for pouring construction, and the safe placement of the cage of reinforcement that colligation is good;
C, make reinforcement cover: with the reinforcement cover of cement mortar bedding block as the cage of reinforcement periphery, require its intensity to be not less than the design strength of described pier cushion cap concrete, the distance in this reinforcement cover between the adjacent pod is 1.0m, and about the layout that is staggered;
D, concreting: adopt the method for " oblique layering, from the centre to both sides " full section iterative method to carry out the concrete pouring construction, require: before building, the setting of detailed inspection template, reinforcing bar, built-in fitting, cooling water pipe network and temperature element meets design specifications; In building, accelerate the speed that concrete is built as far as possible; After building, check monitoring to finishing the concrete of building, and carry out slump consistancy test by code requirement, confirm qualified coming into operation.
E, concrete transport: prefabricated described pier cushion cap is served material distributing machine, remove dirt and interior foreign material, the ponding of foundation ditch on the reinforcing bar, then, carry out the foundation ditch pouring construction;
F, concrete vibrate: 5～10cm degree of depth of vibrating head being inserted lower one deck is carried out vibrating of this layer, to insert soon when vibrating and take out slowly and embark on journey or alternating expression moves, moving interval should be not more than 1.5 times of vibrating head operating radius, the time of vibration is 20～30s each time, this layer vibrates when finishing, slowly extract vibrating head while vibrating, then carry out vibrating of lower one deck, vibrate until finish all;
G, examination steady status: during building, be responsible for checking the firm situation of embedded bar and other built-in fitting by the special messenger, position for loosening, distortion, displacement will in time reset and be fixed, until the top layer concrete build complete after, before its initial set, carry out secondary vibration and compacting floating.
(2) transferring of pier cushion cap:
A, transfer for the first time: support as suspension centre with described steel casing, the i iron of arranging Two bors d's oeuveres at the end face of described steel casing is transferred jack as support girder and placing above the described girder by what fining twisted steel was connected with suspension centre on the described pier cushion cap, after each suspension centre all holds out against simultaneously, first described pier cushion cap is upwards mentioned 10 to 15cm, remove operation platform used when prefabricated, then begin to transfer, make the absolute altitude of described pier cushion cap arrive the 20cm to 30cm be higher than ordinary water level and locate, install and be used for transferring for the second time and prefabricated profiled temporary water dash iron case at the scene;
B, the second time transfer: beginning is transferred for the second time after installing described temporary water dash iron case, makes the through design elevation position of table top absolute altitude of described pier cushion cap, then, fixes each suspension centre, removes described temporary water dash iron case, enters the back cover construction stage.
(3) back cover construction:
A, preformed hole filling construction: described steel casing and described pile foundation between carry out mud jacking sealing after transferring the second time of finishing described pier cushion cap;
B, finish mud jacking sealing operation after, drain the water in the described steel casing and cut off the steel casing, build slightly expanded concrete to the bottom of described pier cushion cap;
C, the reinforcing bar that disconnects is taken back and pre-buried pier stud reinforcing bar, last preformed hole on the described pier cushion cap being replenished with concrete built.
The reinforcing bar that the described cage of reinforcement of colligation is used, its diameter are 0.7～1.2mm.
Described bed die and side form are combined steel or typing punching block when being used for pouring construction, and described reservation casement is wooden model.
The cage of reinforcement of described pier cushion cap bottom adopts handling reinforcement, and the quantity of described handling reinforcement is according to the size configure of described pier cushion cap.
Consist of on each steel plate of described temporary water dash iron case and be provided with stiff girder, described stiff girder is when prefabricated described temporary water dash iron case and described steel plate assembly unit moulding.
The concrete vibrating head in the process that vibrates must not collision slab or pin reinforcing bar, and the concrete structure after guaranteeing to vibrate reaches the compaction rate without sinkage and bubble phenomenon and surface beginning bleeding.
The positioning accuracy of described pier cushion cap is: the allowable variation of plan-position is ± 30mm that the allowable variation of elevation of top surface is ± 20mm.
The present invention compared with prior art, the advantage and the beneficial effect that have are:
(1) can effectively reduce the input of cofferdam fund, reducing construction cost.
(2) can effectively reduce the underwater operation time, the reduction of erection time, reduce the risk improves efficiency of construction.
(3) can effectively reduce adverse effect to relevant waters, be beneficial to environmental protection.
(4) job practices safety, reliable, convenient operation is easy to quality control, can reduce labour intensity, again can accelerating construction progress.
Description of drawings
Fig. 1 is the prefabricated schematic diagram of pier cushion cap among the present invention;
Fig. 2 is the schematic diagram that puts in place below the pier cushion cap among the present invention.
Mark among the figure: 1-pier cushion cap, the 2-pile foundation, 3-steel casing, 4-transfers suspension bracket, and 5-transfers jack, and 6-is the water retaining iron case near water.
The specific embodiment
Easier being understood of content, Characteristic in order to make the inventive method is described in detail its technical scheme below in conjunction with drawings and Examples.
With reference to Fig. 1, pier cushion cap 1 in the present embodiment is to make in advance on the operation platform in boring stage, load-bearing requirement when guaranteeing that this operation platform can satisfy prefabricated described pier cushion cap 1 should be in advance calculated respectively the intensity of the girder of operation platform, distribution beam, sub-distribution beam.With the pile foundation 2 that described pier cushion cap 1 is used, its diameter is 1.5m.In order to meet design requirement, when prefabricated described pier cushion cap 1, need to reserve in the position of its corresponding described pile foundation 2 preformed hole that diameter is 2.0m, this preformed hole is that the steel casing 3 of 2.0m is achieved by pre-buried diameter.For transferring of convenient described pier cushion cap 1, the height that present embodiment arranges described steel casing 3 exceeds about the thickness 2.0m of described pier cushion cap 1.
With reference to Fig. 2, when prefabricated pier cushion cap 1 is lowered, should first it upwards be mentioned 10 to 15cm, in order to remove operation platform used when prefabricated.Transferring of described pier cushion cap 1 is divided into twice: the position of transferring for the first time can be located to the 20cm to 30cm that is higher than ordinary water level, treats to install herein temporary water dash iron case 6 and carries out transferring the second time again; The position of transferring for the second time design elevation of can going directly, finish transfer for the second time after, with concrete the preformed hole on it is replenished again and builds, thereby make described pier cushion cap 1 and described pile foundation 2 form a firmly integral body.
Because the construction of bridge is section construction, so also being segmentation, the installation of described pier cushion cap 1 carries out, therefore, the temporary water dash iron case 6 of installing when transfer described pier cushion cap 1 the aforementioned first time can be removed after the construction of finishing this section pier cushion cap 1.
Prefabricated and the mounting method of pier cushion cap in the described water may further comprise the steps:
(1) pier cushion cap 1 is prefabricated:
A, assembling reinforcement skeleton: according to design drawing and job specfication reinforcing bar binding is carried out in the requirements such as the shape of reinforcing bar kind, specification, quantity and the cage of reinforcement of prefabricated described pier cushion cap 1, position, joint, and when assembling reinforcement, leave described pier cushion cap 1 preformed hole corresponding with described pile foundation 2 positions;
B, lay template: lay required bed die, side form and the reservation casement of the stage of building of prefabricated described pier cushion cap 1 and the safe placement of the cage of reinforcement that colligation is good at the operation platform in boring stage;
C, making reinforcement cover: adopt cement mortar bedding block as the reinforcement cover of described pier cushion cap 1 skeleton periphery, require its intensity to be not less than the design strength of described pier cushion cap 1 concrete, the spacing of adjacent pod is advisable with 1.0m in the described reinforcement cover, and about the layout that is staggered;
D, concreting: adopt the method for " oblique layering, from the centre to both sides " full section iterative method to carry out the concrete pouring construction of described pier cushion cap 1, require: before building, template, reinforcing bar, built-in fitting, cooling water pipe network and temperature element etc. are carried out detailed inspection and perform record, and determine that its setting meets design specifications; In building, accelerate the speed that concrete is built as far as possible; After building, note checking monitoring to finishing the concrete of building, and carry out slump consistancy test by code requirement, observe simultaneously the workability of concrete, come into operation again after confirming to meet the requirements.
E, concrete transport: prefabricated described pier cushion cap 1 is served material distributing machine, remove simultaneously dirt and interior foreign material, the ponding of foundation ditch on the reinforcing bar, enter foundation ditch by tumbling barrel again and build;
F, concrete vibrate: 5～10cm degree of depth of the lower one deck of vibrating head insertion is carried out this layer vibrate, to insert soon when vibrating and take out slowly and embark on journey or alternating expression moves, moving interval should be not more than 1.5 times of vibrating head operating radius, and (for B50 type vibrating head, operating radius is 45～60cm; For B70 type vibrating head, operating radius is 75～100cm), to guarantee inserting point evenly, avoids Lou shaking; The time of vibration is 20～30s each time, shakes in order to avoid owe to shake or cross; This layer vibrates complete, slowly extracts vibrating head while vibrating, and then carries out lower one deck and vibrates, and vibrates until finish all;
G, examination steady status: during building, be responsible for checking the firm situation of embedded bar and other built-in fitting by the special messenger, the position of the states such as, distortion loosening for occurring, displacement will in time reset and be fixed, in order to reduce shrinkage crack, until the top layer concrete build complete after, before the Ying Zaiqi initial set, it is carried out secondary vibration, and compacting is floating.
(2) transferring of pier cushion cap:
A, transfer for the first time: according to planar strength and the stiffness characteristics of described pier cushion cap 1, rationally arrange and transfer suspension centre, present embodiment supports as suspension centre with described steel casing 3, arrange that at the end face of described steel casing 3 i iron that Two bors d's oeuveres is installed is as support girder, above described girder, place the hydraulic pressure core through type and transfer jack 5, the described jack 5 of transferring is connected with the suspension centre of described pier cushion cap 1 by fining twisted steel or steel strand, in order to transfer the balance and stability of process, present embodiment is respectively arranged two described jack 5 of transferring at each suspension centre place, after each suspension centre all holds out against simultaneously, at first described pier cushion cap 1 is upwards mentioned 10 to 15cm, in order to remove operation platform used when prefabricated, then, connect and accurately draw scale line on the fining twisted steel of suspension centres or the steel strand (necessity can be installed the synchronized control system at the described jack 5 of transferring with steel ruler, transfer with computer control) after begin again to transfer, when arriving the 20cm to 30cm that is higher than ordinary water level, the absolute altitude of described pier cushion cap 1 locates, finish and transfer for the first time, and herein with all at the scene prefabricated profiled temporary water dash iron case 6 piecemeals installations of each member, in order to avoid because described fining twisted steel or steel strand and the described suspension bracket 4 of transferring affect its installation with the structural system of transferring jack 5 compositions;
B, the second time transfer: after described temporary water dash iron case 6 installs, beginning is transferred for the second time, the absolute altitude position that the table top of the described pier cushion cap 1 of palpus accurate surveying arrives when transferring for the second time, when it is transferred to the design elevation position, fix each suspension centre and remove temporary water dash iron case 6, enter the back cover construction stage.
(3) back cover construction:
A, preformed hole filling construction: after described pier cushion cap 1 is transferred to high position up to standard for the second time, carry out the mud jacking sealing in the steel casing 3 of diameter 2.0m and the gap between the described pile foundation 2, the control range of described mud jacking is about the above 50cm in bottom surface, riverbed;
After B, mud jacking are finished and the strong 3d such as reached, drain the water in the described steel casing 3, and cut off described steel casing 3, then, build slightly expanded concrete to the bottom of described pier cushion cap 1;
C, take back the reinforcing bar of the described pier cushion cap 1 of disconnection, and pre-buried pier stud reinforcing bar, last preformed hole on the described pier cushion cap being replenished with concrete built.
In aforementioned assembling reinforcement step, it is that the tied silk of 0.7～1.2mm goes out firmly cage of reinforcement with the mode colligation of dot interlace ligation that present embodiment adopts diameter, to guarantee moderate finite deformation can not to occur at the cage of reinforcement described in the concrete casting process; If when assembling reinforcement, the situation that the reinforcing bar of situation that the reinforcing cage of the reinforcing bar of described pier cushion cap 1 and described pile foundation 2 collides or described pier cushion cap 1 passes can't the space between the reinforcing cage master muscle of described pile foundation 2 occurs, the position of described pier cushion cap 1 reinforcing bar can be suitably moved, but the quantity of described pier cushion cap 1 reinforcing bar must not be reduced.
In aforementioned laying template step, described bed die and side form all adopt combined steel or typing punching block, and described reservation casement adopts wooden model.
In aforementioned making reinforcement cover step; for the back cover concrete is played the bottom of described pier cushion cap 1 and the effect of river isolation; the present invention adopts handling reinforcement so that the form of its thickening arranges the reinforcement cover at this place; strengthen simultaneously intensity, the rigidity of cage of reinforcement; so that the reinforcing bar location is firm, the quantity of described handling reinforcement should suitably dispose as required.
In aforementioned concreting step, build and to carry out continuously, if in the time of must being interrupted for some reason, must not surpass the initial setting time of concrete its break time.
Transferring in the step of aforementioned pier cushion cap, rigidity for each steel plate of strengthening consisting of described temporary water dash iron case 6, the present invention welds a channel-section steel as stiff girder at its steel plate, this stiff girder should be when prefabricated and the steel plate assembly unit moulding of described temporary water dash iron case 6, to reduce the follow-up set-up time, in addition, described fining twisted steel or steel strand should be fixing safe with the described suspension bracket 4 of transferring, to prevent long because of described pier cushion cap 1 dead time in transferring process or to walk when described temporary water dash iron case 6 is installed or be out of shape.
Because the pier cushion cap 1 among the present invention belongs to large volume concrete structural, so should design by the requirement of concrete in mass for the ingredients of concrete proportioning of building described pier cushion cap 1, and the performance of the sand material, cement and the Admixture that adopt during according to practice of construction is intersected the test of match ratio, thereby determine best ingredients of concrete proportioning, adopt simultaneously the measures such as low hydration heat cement, reduction concrete warehousing temperature, to improve concrete performance, reduce the concrete heat of hydration.
Transport in the step at aforementioned concrete, when concrete entered foundation ditch, the height that should control the concrete free-falling was no more than 2m; When concrete was built, the concrete piling height below the discharging opening must not surpass 1m;
In aforementioned concrete vibrated step, described vibrating head must not collision slab, more must not pin the reinforcing bar operation of vibrating, and the concrete structure after guaranteeing to vibrate was closely knit, and the sign of vibration compacting is: concrete no longer sinks, and no longer emits bubble, and surface beginning bleeding.
Transferring in the step of aforementioned pier cushion cap 1, temporary water dash iron case 6 should be tight with the pre-buried steel welding, to avoid infiltration;
Owing to transfer installation accuracy and the plan-position precision thereof that precision will directly affect described pier cushion cap 1, so at the prefabricated of described pier cushion cap 1 and transfer process, should accurately be located prefabricated pier cushion cap 1 by code requirement by survey crew, require its plan-position precision allowable variation to be ± 30mm, its elevation of top surface precision allowable variation is ± 20mm should in time adjust if exceed this accuracy rating.
Transferring in the step of aforementioned pier cushion cap 1, as run into indivedual described jack 5 of transferring and occur unusually, should stop immediately transferring of described pier cushion cap 1, continue again after ascertaining the reason to transfer.
More than be that the present invention adopts the drilling platform in pile foundation construction stage to carry out described pier cushion cap 1 precast and suspension bracket is transferred the job practices of installation, in addition, described pier cushion cap can also adopt on land prefabricated (method for prefabricating is identical with aforesaid platform prefabricated method) and be transported to the job practices that install the job location.If prefabricated on land, for less pier cushion cap, can after prefabricated, be installed by crane hanging component shipping to job location; For larger pier cushion cap, but then transportation by driving to the job location and adopt large-scale crane ship hoisted in position waterborne.Prefabricated and the mounting method of pier cushion cap has feasibility, practicality, versatility and good economy in the water provided by the present invention, has good application and promotion prospect for the technological progress that promotes the Bridges in Our Country construction.
Above with reference to drawings and Examples, the present invention is schematically described, this description does not have restricted.Those of ordinary skill in the art will be understood that in actual applications work progress of the present invention and step some all may occur change, and other staff also may make the design of similar technique scheme under its enlightenment.Only it is pointed out that otherwise break away from design aim of the present invention that all apparent changes and similar Design thereof all are included within protection scope of the present invention.
Claims (7)
1. the prefabricated and mounting method of pier cushion cap in the water is characterized in that the method may further comprise the steps:
(1) the pier cushion cap is prefabricated:
A, assembling reinforcement skeleton: according to the cage of reinforcement of design drawing and the prefabricated described pier cushion cap of job specfication colligation, and when the assembling reinforcement skeleton, leave preformed hole in the position of its corresponding pile foundation;
B, laying template: the operation platform in the boring stage is laid bed die, side form and the reservation casement that is used for pouring construction, and the safe placement of the cage of reinforcement that colligation is good;
C, make reinforcement cover: with the reinforcement cover of cement mortar bedding block as the cage of reinforcement periphery, require its intensity to be not less than the design strength of described pier cushion cap concrete, the distance in this reinforcement cover between the adjacent pod is 1.0m, and about the layout that is staggered;
D, concreting: adopt the method for " oblique layering, from the centre to both sides " full section iterative method to carry out the concrete pouring construction, require: before building, the setting of detailed inspection template, reinforcing bar, built-in fitting, cooling water pipe network and temperature element meets design specifications; In building, accelerate the speed that concrete is built as far as possible; After building, check monitoring to finishing the concrete of building, and carry out slump consistancy test by code requirement, confirm qualified coming into operation.
E, concrete transport: prefabricated described pier cushion cap is served material distributing machine, remove dirt and interior foreign material, the ponding of foundation ditch on the reinforcing bar, then, carry out the foundation ditch pouring construction;
F, concrete vibrate: 5～10cm degree of depth of vibrating head being inserted lower one deck is carried out vibrating of this layer, to insert soon when vibrating and take out slowly and embark on journey or alternating expression moves, moving interval should be not more than 1.5 times of vibrating head operating radius, the time of vibration is 20～30s each time, this layer vibrates when finishing, slowly extract vibrating head while vibrating, then carry out vibrating of lower one deck, vibrate until finish all;
G, examination steady status: during building, be responsible for checking the firm situation of embedded bar and other built-in fitting by the special messenger, position for loosening, distortion, displacement will in time reset and be fixed, until the top layer concrete build complete after, before its initial set, carry out secondary vibration and compacting floating.
(2) transferring of pier cushion cap:
A, transfer for the first time: support as suspension centre with described steel casing, the i iron of arranging Two bors d's oeuveres at the end face of described steel casing is transferred jack as support girder and placing above the described girder by what fining twisted steel was connected with suspension centre on the described pier cushion cap, after each suspension centre all holds out against simultaneously, first described pier cushion cap is upwards mentioned 10 to 15cm, remove operation platform used when prefabricated, then begin to transfer, make the absolute altitude of described pier cushion cap arrive the 20cm to 30cm be higher than ordinary water level and locate, install and be used for transferring for the second time and prefabricated profiled temporary water dash iron case at the scene;
B, the second time transfer: beginning is transferred for the second time after installing described temporary water dash iron case, makes the through design elevation position of table top absolute altitude of described pier cushion cap, then, fixes each suspension centre, removes described temporary water dash iron case, enters the back cover construction stage.
(3) back cover construction:
A, preformed hole filling construction: described steel casing and described pile foundation between carry out mud jacking sealing after transferring the second time of finishing described pier cushion cap;
B, finish mud jacking sealing operation after, drain the water in the described steel casing and cut off the steel casing, build slightly expanded concrete to the bottom of described pier cushion cap;
C, the reinforcing bar that disconnects is taken back and pre-buried pier stud reinforcing bar, last preformed hole on the described pier cushion cap being replenished with concrete built.
2. the prefabricated and mounting method of pier cushion cap in the water according to claim 1 is characterized in that, the reinforcing bar that the described cage of reinforcement of colligation is used, its diameter are 0.7～1.2mm.
3. the prefabricated and mounting method of pier cushion cap in the water according to claim 1 is characterized in that, described bed die and side form are combined steel or typing punching block when being used for pouring construction, and described reservation casement is wooden model.
4. the prefabricated and mounting method of pier cushion cap in the water according to claim 1 is characterized in that, the cage of reinforcement of described pier cushion cap bottom is handling reinforcement, and its quantity is according to the size configure of described pier cushion cap.
5. the prefabricated and mounting method of pier cushion cap in the water according to claim 1, it is characterized in that, consist of on each steel plate of described temporary water dash iron case and be provided with stiff girder, described stiff girder is when prefabricated described temporary water dash iron case and described steel plate assembly unit moulding.
6. the prefabricated and mounting method of pier cushion cap in the water according to claim 1 is characterized in that, the concrete structure after vibrating should reach the compaction rate without sinking and bubble phenomenon and surface beginning bleeding.
7. the prefabricated and mounting method of pier cushion cap in the water according to claim 1 is characterized in that the positioning accuracy of described pier cushion cap is: the allowable variation of plan-position is ± 30mm, and the allowable variation of elevation of top surface is ± 20mm.
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| CN2013103197924A CN103374923A (en) | 2013-07-25 | 2013-07-25 | Method for prefabricating and mounting underwater pier |
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| CN2013103197924A CN103374923A (en) | 2013-07-25 | 2013-07-25 | Method for prefabricating and mounting underwater pier |
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| CN111593759A (en) * | 2020-06-11 | 2020-08-28 | 陈如请 | Offshore wind power single pile foundation structure |
| CN111877388A (en) * | 2020-08-03 | 2020-11-03 | 重庆交通建设(集团)有限责任公司 | Construction method of underwater bearing platform |
| CN112030746A (en) * | 2020-04-22 | 2020-12-04 | 中铁广州工程局集团桥梁工程有限公司 | Method for dismantling water retaining steel cofferdam in advance in bridge construction |
| CN113414872A (en) * | 2021-08-24 | 2021-09-21 | 启东霓辉新材料科技有限公司 | Mould for producing prestressed concrete corrugated sheet pile |
| CN114319400A (en) * | 2022-02-17 | 2022-04-12 | 中交第三航务工程局有限公司 | Assembling and lowering process of steel cofferdam for underwater bearing platform construction |
| CN116180613A (en) * | 2023-04-25 | 2023-05-30 | 中铁二十二局集团第二工程有限公司 | Construction maintenance method for bridge body supporting part |
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| CN109162204B (en) * | 2018-09-30 | 2020-03-31 | 北京城建道桥建设集团有限公司 | Construction method for transverse block rapid assembling of bridge substructure |
| CN112030746A (en) * | 2020-04-22 | 2020-12-04 | 中铁广州工程局集团桥梁工程有限公司 | Method for dismantling water retaining steel cofferdam in advance in bridge construction |
| CN112030746B (en) * | 2020-04-22 | 2021-10-15 | 中铁广州工程局集团桥梁工程有限公司 | Method for dismantling water retaining steel cofferdam in advance in bridge construction |
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| CN114319400A (en) * | 2022-02-17 | 2022-04-12 | 中交第三航务工程局有限公司 | Assembling and lowering process of steel cofferdam for underwater bearing platform construction |
| CN114319400B (en) * | 2022-02-17 | 2023-12-29 | 中交第三航务工程局有限公司 | Assembling and lowering process of steel cofferdam for underwater bearing platform construction |
| CN116335235A (en) * | 2022-12-05 | 2023-06-27 | 广东华电清远能源有限公司 | Construction method of prefabricated pump house |
| CN116335235B (en) * | 2022-12-05 | 2023-10-17 | 广东华电清远能源有限公司 | Construction method of prefabricated pump house |
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