CN110439013A - A kind of main pier bearing platform steel suspended box cofferdam construction method - Google Patents
A kind of main pier bearing platform steel suspended box cofferdam construction method Download PDFInfo
- Publication number
- CN110439013A CN110439013A CN201910691075.1A CN201910691075A CN110439013A CN 110439013 A CN110439013 A CN 110439013A CN 201910691075 A CN201910691075 A CN 201910691075A CN 110439013 A CN110439013 A CN 110439013A
- Authority
- CN
- China
- Prior art keywords
- steel
- lifted trunk
- concrete
- pile casting
- bearing platform
- 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.)
- Pending
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
-
- 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
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
Landscapes
- Engineering & Computer Science (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Architecture (AREA)
- Revetment (AREA)
Abstract
The invention discloses a kind of main pier bearing platform steel suspended box cofferdam construction method, this method specifically: after removing part drilling platform, builds the interim platform for lining of steel lifted trunk and assembled steel lifted trunk, after removing interim platform for lining, sinking steel lifted trunk welds chain block, converts power system to absolute altitude, and pour underwater concrete, steel pile casting circumferential concrete is chiseled, anti-floating bar is welded, converts power system, cushion cap concrete is poured, part steel lifted trunk is finally cut off.The present invention provides a kind of main pier bearing platform steel suspended box cofferdam construction methods, pass through the scheme in the directly assembled steel lifted trunk of main pier bearing platform, reduce the duration, improve construction efficiency, simultaneously in view of the rainfall in the region is abundant and water level is higher, using the scheme for converting power system twice, while so that steel lifted trunk possesses enough height, enough rigidity and stability requirement are also met.
Description
Technical field
The present invention relates to road and bridge engineering fields, and in particular, to a kind of main pier bearing platform steel suspended box cofferdam construction method.
Background technique
Steel lifted trunk is suitable for the high-rise pile cap construction of deep water foundation, and steel suspended box cofferdam is that one kind has bottom structure, sinks down into and sets
It suspends in water after meter elevation, uses underwater concrete back cover after the completion of drilled pile construction, form cofferdam after draining.Steel suspended box cofferdam
Construction is also classified into after first stake stake method behind the weir Fa Hexian of weir.
Steel lifted trunk construction is essentially identical with steel jacket box, and flat shape is mostly round, rectangle or polygon, side wall panel and steel
Casing is consistent, since steel lifted trunk is a kind of suspension structure, bottom not implantation after sinking, therefore steel lifted trunk increases compared with steel jacket box
Counterdie.Counterdie divides plank frame and case structure, and weir method counterdie is mostly plank frame after first stake, and stake method counterdie is mostly case behind first weir
Formula structure.
Gan Jinghe is located at the Yangtze river basin, the Changjiang river in the area by south flow direction north, be surface water in area, underground water it is minimum
The base level of discharge, Project Areas rainfall is abundant, and Atmospheric precipitation is mainly drained along slope to the Changjiang river and the river Gan Jing in the form of surface current, on a small quantity
It permeates the ground, recharge groundwater.It since this bridge location is along the Changjiang river, is influenced by flood season level, river water level differs larger, Gu Shui
Middle cushion cap steel lifted trunk must have enough height, rigidity and stability, the construction requirement after meeting flood season and news.
Summary of the invention
In view of this, the object of the present invention is to provide a kind of main pier bearing platform steel suspended box cofferdam construction methods, by main pier
The scheme of the directly assembled steel lifted trunk of cushion cap, reduces the duration, improves construction efficiency, while in view of the rainfall in the region is abundant
And water level is higher, using the scheme for converting power system twice, while so that steel lifted trunk possesses enough height, also meets enough
Rigidity and stability.
The purpose of the present invention is what is be achieved through the following technical solutions:
A kind of main pier bearing platform steel suspended box cofferdam construction method, the construction method specifically:
S1: the steel-pipe pile removed drilling platform and steel lifted trunk is interfered to sink reinforces steel pile casting, and installs cloth on steel pile casting
If steel suspended box cofferdam lowering system；
S2: the fulcrum of assembled steel lifted trunk temporary platform is installed on steel pile casting；
S3: interim platform for lining is installed at the fulcrum of assembled steel lifted trunk temporary platform；
S4: assembled steel lifted trunk installs stress frame on steel pile casting, installs between stress frame and the bed die lifting lug of steel lifted trunk
Chain block simultaneously tenses, and anti-floating tension sunpender is installed on the steel skeleton of steel lifted trunk bed die；
S5: interim platform for lining is removed；
S6: steel lifted trunk is sunk down into design position；
S7: hanging beam is welded on steel pile casting and sunpender is installed, the gravity of steel lifted trunk is converted to sunpender；
S8: being poured underwater bottom concrete, after bottom concrete reaches design strength, draws water；
S9: chiseling the bottom concrete of steel pile casting surrounding, welds anti-floating tensile resistance rod, cuts off steel pile casting after converting power system；
S10: cutting pile crown laitance, binds cushion cap reinforcing bar and is poured cushion cap concrete；
S11: the steel lifted trunk of main pier bearing platform top surface absolute altitude above section is removed.
Further, the S2 specifically: steel corbel is welded at water surface 0.2-0.7m in the steel pile casting；In steel pile casting
On set square hole, be welded with steel plate and fashioned iron.
Further, the S6 specifically:
S61: clearing up riverbed, makes riverbed absolute altitude not higher than 145-155m, if the absolute altitude for clearing up preceding riverbed is not higher than
145-155m then directly carries out S62；
S62: by all suspension centres synchronization of steel lifted trunk and slowly decentralization；
S63: stopping sinking when the first segment top mark height of steel lifted trunk is higher by 1-2 meters of the water surface, after examination is spelled and will carry out
Second section piecemeal of the steel lifted trunk of label is hoisted to construction site, the corresponding assembled top of welding on the coxopodite of the first segment of steel lifted trunk
Section；
S64: according to method described in S33, install the second section of steel lifted trunk, the third section of steel lifted trunk, steel lifted trunk the 4th
Section six of section, Section five of steel lifted trunk and steel lifted trunk；
S65: to steel lifted trunk the symmetrical casting concrete of interior to main pier bearing platform top elevation location；
S66: sinking steel lifted trunk to design position stops decentralization.
Further, the S7 specifically:
S71: detecting the middle line and absolute altitude of steel lifted trunk, S72 carried out if meeting design requirement, if not satisfied, returning to institute
State S62；
S72: welding hanging beam on steel pile casting, and all sunpender cloth is hung on hanging stringer；
S73: the weight of entire steel lifted trunk is gone into sunpender stress using jack, it is ensured that every sunpender uniform stressed and steel
Hanging box is non-rising；
S74: lowering system is removed.
Further, the S8 specifically:
S81: the gap of 8-12cm will be reserved between the bed die and steel pile casting of steel lifted trunk；
S82: the bed die of steel lifted trunk is connected by the way of welding with steel pile casting with steel ring, and is welded with angle steel and adds
Gu while doing encapsulation process；
S83: it is poured a little in the midpoint arrangement of the horizontal plane of steel pile casting, bottom concrete under priming petock.
Further, the step S83 specifically:
S831: using jack fine tuning steel lifted trunk in horizontal plane position；
S832: setting temporary support connection between steel suspended box cofferdam side form and steel pile casting, clogs steel lifted trunk with snakelike bag and rubble
Bed die and steel pile casting between space；
S833: underwater pouring bottom concrete, bottoming concrete thickness 2-4m.
Further, the S9 specifically:
S91: reinforce the connection relationship of anti-floating tensile resistance rod and steel pile casting；
S92: the bottom concrete of steel pile casting peripheral portion is chiseled；
S93: the counterdie of steel lifted trunk and stake top absolute altitude steel pile casting below are welded together；
S94: more than cutting bottom concrete steel pile casting and anti-floating tensile resistance rod.
Further, the S10 specifically:
The hangar system for removing steel lifted trunk cuts off steel pile casting to the bottom of main pier bearing platform and digs pile crown, binds cushion cap reinforcing bar, pour
Cushion cap concrete is infused, and is conserved, after cushion cap concrete reaches design strength, carries out subsequent construction.
Further, the points for attention of the S10 are as follows:
It must be strictly controlled the slump of concrete, sampling at any time is done experiment in construction, concreting in lifts and vibration, vibration
When upper layer concrete, vibrating head insertion lower-layer concrete will vibrate together before lower-layer concrete initial set, it is ensured that upper and lower level connection
Well, it inserts when vibration and pulls out slowly fastly, guarantee concrete compaction, carry out health after the completion of pouring in time.
Further, pouring bottom concrete cannot fill the water in the process into the inside of steel lifted trunk.
The beneficial effects of the present invention are:
The present invention provides a kind of main pier bearing platform steel suspended box cofferdam construction methods, by hanging in the directly assembled steel of main pier bearing platform
The scheme of case, reduces the duration, improves construction efficiency, while in view of the rainfall in the region is abundant and water level is higher, using
The scheme for converting power system twice, while so that steel lifted trunk possesses enough height, also meets enough rigidity and stability is wanted
It asks.
Other advantages, target and feature of the invention will be illustrated in the following description to a certain extent, and
And to a certain extent, based on will be apparent to those skilled in the art to investigating hereafter, Huo Zheke
To be instructed from the practice of the present invention.Target and other advantages of the invention can be wanted by following specification and right
Book is sought to be achieved and obtained.
Detailed description of the invention
To make the objectives, technical solutions, and advantages of the present invention clearer, below in conjunction with attached drawing to the present invention make into
The detailed description of one step, in which:
Attached drawing 1 is flow chart of the present invention.
Specific embodiment
Hereinafter reference will be made to the drawings, and a preferred embodiment of the present invention will be described in detail.It should be appreciated that preferred embodiment
Only for illustrating the present invention, rather than limiting the scope of protection of the present invention.
The invention proposes a kind of main pier bearing platform steel suspended box cofferdam construction methods, as shown in Figure 1, the construction method is specific
Are as follows:
S1: drilling platform and the steel-pipe pile for interfering steel lifted trunk to sink and part connection system are removed, reinforces steel pile casting, measurement is put
Absolute altitudes and the middle lines such as sample good cushion cap bottom surface, hanging box bottom surface, cushion cap top surface, hanging box top surface；Square hole is opened at the top of steel pile casting, is welded with
Steel plate reinforcement, the longitudinal and transverse girder of installation I45b I-steel and chain block, and steel suspended box cofferdam decentralization is laid in installation on steel pile casting
System；
S2: in steel pile casting at water surface 0.5m, welding steel corbel on steel pile casting, as assembled steel lifted trunk temporary platform
Fulcrum, while setting square hole on steel pile casting, be welded with steel plate and fashioned iron, form stress point.
S3: interim platform for lining is installed at the fulcrum of assembled steel lifted trunk temporary platform；
S31: the 2I45b I-shaped of trestle transport on-site consolidation steel lifted trunk temporary support platform is prolonged in steam crane cooperation by flat car
At steel to pier position；
The cooperation of S32 crawler crane, installs the 2I45b I-steel in length and breadth of temporary support platform, constitutes assembly steel lifted trunk at pier position
Temporary support platform.
S4: after the counterdie and side form that complete the process steel lifted trunk, assembled steel lifted trunk installs stress frame, In on steel pile casting
Chain block is installed between stress frame and the bed die lifting lug of steel lifted trunk and is tensed, anti-floating is installed on the steel skeleton of steel lifted trunk bed die
Tension sunpender, anti-floating tension sunpender are made of 32 finish rolling deformed bar of Φ.Wherein, the construction of assembled steel lifted trunk specifically:
(1) steam crane cooperates, and prolongs the side form template of trestle transport steel lifted trunk to interim platform for lining by flat car.
(2) unwrapping wire on steel lifted trunk bed die, the symmetrical assembly steel lifted trunk side form on bed die, and welded with bed die, then apply
The stiffener side form that side form is determined in solid welding ensures that cofferdam is connected firmly with counterdie.
(3) crawler crane cooperates, and on temporary support platform, the side form piecemeal of steel lifted trunk is installed, and when installation utilizes outside
820 steel-pipe pile supporting pile of φ is temporarily connect with side form, prevents side form from toppling over, and is kept the installation of side form piecemeal in place, is tightened connection
Side form is linked to be entirety by bolt.
(3) it distorts for side form when preventing steel lifted trunk from sinking because of the impact force of water pressure and water, guarantees steel lifted trunk
Safety, inside steel lifted trunk install φ 630x10 steel pipe as inner support, prevent steel lifted trunk from generating during subsequent construction
It distorts.
S5: interim platform for lining is removed；
S51: by unified command, personnel are commanded, and are lifted by crane cofferdam using jack, are allowed to be detached from temporary supporting platform
0.2m carries out the conversion of power system, strict control inclination, torsion, offset.
S52: the 45b I-steel on interim platform for lining is removed in crawler crane cooperation, cuts off steel lifted trunk assembly support bracket,
Cofferdam permeability test must be carried out before steel lifted trunk decentralization, it is ensured that water-tight.
S6: steel lifted trunk is sunk down into design position；
S61: clearing up riverbed, makes riverbed absolute altitude not higher than 145-155m, if the absolute altitude for clearing up preceding riverbed is not higher than
145-155m then directly carries out S62；
S62: by 32 suspension centres synchronization of steel lifted trunk and slowly decentralization, it is lowered into steel lifted trunk slowly uniformly in water, in steel
During hanging box submerged, it tilts, torsion, deviates strict control, and technical staff pays attention to using total station and level
It is monitored, the verticality of strict control steel lifted trunk；
S63: stopping sinking when the first segment top mark height of steel lifted trunk is higher by 1-2 meters of the water surface, after examination is spelled and will carry out
Second section piecemeal of the steel lifted trunk of label is hoisted to construction site, the corresponding assembled top of welding on the coxopodite of the first segment of steel lifted trunk
Section will lay situation weldering locating slot steel and peripheral steel by peripheral steel-pipe pile in coxopodite Double-Wall Steel Boxed Cofferdam top exterior walls when connecing high
Tubular pole connection prevents Double-Wall Steel Boxed Cofferdam to connect high process transfer dynamic.For convenience of installation segment butt joint and welding siding, in double-walled
Steel cofferdam Internal and external cycle Hanging Basket splices inside and outside wall workbench.Joint hangs ladder between locking nub and locking nub, as perps
The workbench of welding.The position that the inside and outside siding of interface is misfitted when welding should be handled, and guarantee that connecing the cofferdam after height does not leak
Water meets size requirement up and down vertically.Successively heightening and sinking when connecing high epimerite, should symmetrically connect height, not allow to turn-take from side
Welding is to prevent cofferdam from tilting；
S64: according to method described in S33, install the second section of steel lifted trunk, the third section of steel lifted trunk, steel lifted trunk the 4th
Section six of section, Section five of steel lifted trunk and steel lifted trunk；
S65: to steel lifted trunk the symmetrical casting concrete of interior to the top elevation location of main pier bearing platform, use total station
It is measured with level, checks the middle line and absolute altitude of steel lifted trunk, made the middle line of steel lifted trunk and absolute altitude satisfaction designs and specification is wanted
It asks.Bed die is placed on the steel corbel of underwater pile steel pile casting, meets the designed elevation requirement of the thickness and cushion cap of bottom concrete；
S66: sinking steel lifted trunk to design position stops decentralization.
S7: hanging beam is welded on steel pile casting and sunpender is installed, the gravity of steel lifted trunk is converted to sunpender, this is first
Secondary power system conversion；
S71: detecting the middle line and absolute altitude of steel lifted trunk, S72 carried out if meeting design requirement, if not satisfied, returning to institute
State S62；
S72: welding hanging beam on steel pile casting, and 32 sunpender cloth is hung on hanging stringer；
S73: the weight of entire steel lifted trunk is gone into sunpender stress using jack, it is ensured that every sunpender uniform stressed and steel
Hanging box is non-rising；
S74: lowering system is removed.
S8: being poured underwater bottom concrete, after bottom concrete reaches design strength, draws water；
S81: the gap of 8-12cm will be reserved between the bed die and steel pile casting of steel lifted trunk；
S82: the bed die of steel lifted trunk is connected by the way of welding with steel pile casting with steel ring, and is welded with angle steel and adds
Gu while doing encapsulation process；
S83: it is poured a little in the midpoint arrangement of the horizontal plane of steel pile casting, bottom concrete under priming petock；
S831: using jack fine tuning steel lifted trunk in horizontal plane position；
S832: setting temporary support connection between steel suspended box cofferdam side form and steel pile casting, clogs steel lifted trunk with snakelike bag and rubble
Bed die and steel pile casting between space；
S833: underwater pouring bottom concrete, bottoming concrete thickness 2-4m, bottom concrete to total very
Important, the present embodiment is completed using vertical conduit method one-time-concreting, and bottom concrete uses underwater concrete, is poured thickness 3m,
Concrete slump is controlled in 18~22cm, and the presetting period is no less than 10 hours, and using 5-25mm rubble, workability etc. is necessary
Reach construction process requirement, side is observed when concrete edge pours, and differentiation, which respectively pours a little whether to reach, pours absolute altitude.Back cover mistake
Hanging box is inside and outside in journey sets intercommunicating pore, keeps inside and outside head almost the same, reduces and increases because hanging box inner wall head is increased bed die
Loading and to side form increase in pressure, meanwhile, pouring cannot be to the internal water flooding of steel lifted trunk during bottom concrete.
S9: chiseling the bottom concrete of steel pile casting surrounding, welds anti-floating tensile resistance rod, cuts off steel pile casting after converting power system；
S91: reinforce the connection relationship of anti-floating tensile resistance rod and steel pile casting；
S92: the bottom concrete of steel pile casting peripheral portion is chiseled；
S93: the counterdie of steel lifted trunk and stake top absolute altitude steel pile casting below are welded together；
S94: more than cutting bottom concrete steel pile casting and anti-floating tensile resistance rod.
S10: cutting pile crown laitance, binds cushion cap reinforcing bar and is poured cushion cap concrete.
The hangar system for removing steel lifted trunk cuts off steel pile casting to the bottom of main pier bearing platform and digs pile crown, binds cushion cap reinforcing bar, pour
Cushion cap concrete is infused, and is conserved, after cushion cap concrete reaches design strength, carries out subsequent construction, main pier bearing platform coagulation
Soil is poured in two times:
(1) first time cushion cap concrete is poured
After bottom concrete reaches design strength, hangar system is removed, cuts off steel pile casting to cushion cap bottom.Pile crown is dug, is tied up
Prick first time cushion cap reinforcing bar.It is poured first time cushion cap concrete, concreting height is 2m, and is conserved.
(2) second of cushion cap concrete casting
After cushion cap concrete reaches design strength after first time, inner support 1 is removed.Dabbing binds second of cushion cap reinforcing bar.
It is poured second of cushion cap concrete, concreting height is 1.5m, and is conserved.Reach to second of cushion cap concrete and sets
After counting intensity, subsequent construction is carried out.
It should be noted that must be strictly controlled the slump of concrete, sampling is done experiment at any time in construction, and concrete delamination pours
It builds and vibrates, in vibration when layer concrete, vibrating head insertion lower-layer concrete will vibrate together before lower-layer concrete initial set, really
It is good to protect upper and lower level connection, when vibration inserts fastly pulls out slowly, guarantees concrete compaction, progress health in time after the completion of pouring.
S11: the steel lifted trunk of main pier bearing platform top surface absolute altitude above section is removed.
Double-wall steel is trapped among cushion cap top surface absolute altitude or less part and does not remove, and protects and reinforces as cushion cap, and remainder utilizes
Dry season in winter is removed.
Entire every layer of steel lifted trunk is decomposed (consistent with piecemeal when assembly), each unit box according to 12 unit boxs
Weight about 7.1t-11t takes layering dismounting mode, electric welder's oxygen-acetylene to utterly destroy Hoisting Security hidden danger in construction
Top layer cofferdam is cut, cutting sequence is with the sequence of construction of upstream to downstream.
After dismounting, the steel lifted trunk that will be removed is needed to transport, the specific steps are as follows:
1, steel cofferdam is lifted by crane using 70T crawler crane piecemeal, before lifting, for steel cofferdam weight balancing, especially prevents from tilting
Measure excessive, the suspension centre of wirerope must be symmetrical.
2, every time before lifting, after diver should be discharged, Fang Zhun lifting.
3, the division of labor will define when lifting by crane, and assume unified command of, and lifting driver wants full-time staff to manipulate, and send special messenger to see tackling system
It examines, check.A little, uniform force is started when beginning, it is to guarantee that the strength of suspension centre is consistent, after confirmation suspension centre strength is uniform, then
Slowly delay, confirmation all cut off it is errorless after, be further continued for starting.
4, during lifting by crane, it is found that when strength unevenness and cofferdam tilt, balance should be adjusted in time, it is ensured that the every segment in cofferdam is flat
Surely lift.
5, it lifts by crane and is placed on steel cofferdam is gentle on flat car behind cofferdam, be transported to bank using flat car.
The present invention provides a kind of main pier bearing platform steel suspended box cofferdam construction methods, by hanging in the directly assembled steel of main pier bearing platform
The scheme of case, reduces the duration, improves construction efficiency, while in view of the rainfall in the region is abundant and water level is higher, using
The scheme for converting power system twice, while so that steel lifted trunk possesses enough height, also meets enough rigidity and stability is wanted
It asks.
Finally, it is stated that the above examples are only used to illustrate the technical scheme of the present invention and are not limiting, although referring to compared with
Good embodiment describes the invention in detail, those skilled in the art should understand that, it can be to skill of the invention
Art scheme is modified or replaced equivalently, and without departing from the objective and range of the technical program, should all be covered in the present invention
Scope of the claims in.
Claims (10)
1. a kind of main pier bearing platform steel suspended box cofferdam construction method, it is characterised in that: the construction method specifically:
S1: the steel-pipe pile removed drilling platform and steel lifted trunk is interfered to sink reinforces steel pile casting, and steel is laid in installation on steel pile casting
Suspension box-cofferdam lowering system；
S2: the fulcrum of assembled steel lifted trunk temporary platform is installed on steel pile casting；
S3: interim platform for lining is installed at the fulcrum of assembled steel lifted trunk temporary platform；
S4: assembled steel lifted trunk installs stress frame on steel pile casting, installs and pulls between stress frame and the bed die lifting lug of steel lifted trunk
Cucurbit simultaneously tenses, and anti-floating tension sunpender is installed on the steel skeleton of steel lifted trunk bed die；
S5: interim platform for lining is removed；
S6: steel lifted trunk is sunk down into design position；
S7: hanging beam is welded on steel pile casting and sunpender is installed, the gravity of steel lifted trunk is converted to sunpender；
S8: being poured underwater bottom concrete, after bottom concrete reaches design strength, draws water；
S9: chiseling the bottom concrete of steel pile casting surrounding, welds anti-floating tensile resistance rod, cuts off steel pile casting after converting power system；
S10: cutting pile crown laitance, binds cushion cap reinforcing bar and is poured cushion cap concrete；
S11: the steel lifted trunk of main pier bearing platform top surface absolute altitude above section is removed.
2. a kind of main pier bearing platform steel suspended box cofferdam construction method according to claim 1, it is characterised in that: the S2 is specific
Are as follows: steel corbel is welded at water surface 0.2-0.7m in the steel pile casting；Square hole is set on steel pile casting, is welded with steel plate and type
Steel.
3. a kind of main pier bearing platform steel suspended box cofferdam construction method according to claim 1, it is characterised in that: the S6 is specific
Are as follows:
S61: clearing up riverbed, makes riverbed absolute altitude not higher than 145-155m, if clearing up the absolute altitude in preceding riverbed not higher than 145-
155m then directly carries out S62；
S62: by all suspension centres synchronization of steel lifted trunk and slowly decentralization；
S63: stopping sinking when the first segment top mark height of steel lifted trunk is higher by 1-2 meters of the water surface, after examination is spelled and will mark
The second section piecemeal of steel lifted trunk be hoisted to construction site, it is corresponding on the coxopodite of the first segment of steel lifted trunk to weld assembled epimerite；
S64: according to method described in S33, the second section of steel lifted trunk, the third section of steel lifted trunk, Section four of steel lifted trunk, steel are installed
Section six of Section five of hanging box and steel lifted trunk；
S65: to steel lifted trunk the symmetrical casting concrete of interior to main pier bearing platform top elevation location；
S66: sinking steel lifted trunk to design position stops decentralization.
4. a kind of main pier bearing platform steel suspended box cofferdam construction method according to claim 3, it is characterised in that: the S7 is specific
Are as follows:
S71: detecting the middle line and absolute altitude of steel lifted trunk, S72 carried out if meeting design requirement, if not satisfied, described in returning
S62；
S72: welding hanging beam on steel pile casting, and all sunpender cloth is hung on hanging stringer；
S73: the weight of entire steel lifted trunk is gone into sunpender stress using jack, it is ensured that every sunpender uniform stressed and steel lifted trunk
It is non-rising；
S74: lowering system is removed.
5. a kind of main pier bearing platform steel suspended box cofferdam construction method according to claim 1, it is characterised in that: the S8 is specific
Are as follows:
S81: the gap of 8-12cm will be reserved between the bed die and steel pile casting of steel lifted trunk；
S82: the bed die of steel lifted trunk is connected by the way of welding with steel pile casting with steel ring, and is welded with angle steel reinforced, together
When do encapsulation process；
S83: it is poured a little in the midpoint arrangement of the horizontal plane of steel pile casting, bottom concrete under priming petock.
6. a kind of main pier bearing platform steel suspended box cofferdam construction method according to claim 5, it is characterised in that: the step
S83 specifically:
S831: using jack fine tuning steel lifted trunk in horizontal plane position；
S832: setting temporary support connection between steel suspended box cofferdam side form and steel pile casting, with the bottom of snakelike bag and rubble filling steel lifted trunk
Space between mould and steel pile casting；
S833: underwater pouring bottom concrete, bottoming concrete thickness 2-4m.
7. a kind of main pier bearing platform steel suspended box cofferdam construction method according to claim 1, it is characterised in that: the S9 is specific
Are as follows:
S91: reinforce the connection relationship of anti-floating tensile resistance rod and steel pile casting；
S92: the bottom concrete of steel pile casting peripheral portion is chiseled；
S93: the counterdie of steel lifted trunk and stake top absolute altitude steel pile casting below are welded together；
S94: more than cutting bottom concrete steel pile casting and anti-floating tensile resistance rod.
8. a kind of main pier bearing platform steel suspended box cofferdam construction method according to claim 1, it is characterised in that: the S10 tool
Body are as follows:
The hangar system for removing steel lifted trunk cuts off steel pile casting to the bottom of main pier bearing platform and digs pile crown, binds cushion cap reinforcing bar, casting is held
Platform concrete, and conserved, after cushion cap concrete reaches design strength, carry out subsequent construction.
9. a kind of main pier bearing platform steel suspended box cofferdam construction method according to claim 8, it is characterised in that: the S10's
Points for attention are as follows:
It must be strictly controlled the slump of concrete, sampling at any time is done experiment in construction, and upper layer is vibrated in concreting in lifts and vibration
When concrete, vibrating head insertion lower-layer concrete will vibrate together before lower-layer concrete initial set, it is ensured that and upper and lower level connection is good,
It inserts when vibration and pulls out slowly fastly, guarantee concrete compaction, carry out health after the completion of pouring in time.
10. a kind of main pier bearing platform steel suspended box cofferdam construction method according to claim 6, it is characterised in that: pour back cover
It cannot be filled the water into the inside of steel lifted trunk in Concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910691075.1A CN110439013A (en) | 2019-07-29 | 2019-07-29 | A kind of main pier bearing platform steel suspended box cofferdam construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910691075.1A CN110439013A (en) | 2019-07-29 | 2019-07-29 | A kind of main pier bearing platform steel suspended box cofferdam construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110439013A true CN110439013A (en) | 2019-11-12 |
Family
ID=68432109
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910691075.1A Pending CN110439013A (en) | 2019-07-29 | 2019-07-29 | A kind of main pier bearing platform steel suspended box cofferdam construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110439013A (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110939148A (en) * | 2019-12-05 | 2020-03-31 | 中国铁建大桥工程局集团有限公司 | Construction method of double-wall steel suspension box cofferdam serving as drilling platform |
| CN112227400A (en) * | 2020-09-11 | 2021-01-15 | 中南大学 | Construction method of embedded bearing platform |
| CN112459090A (en) * | 2020-11-11 | 2021-03-09 | 江苏玖沐精工装备科技有限公司 | Novel steel hanging box cofferdam construction method based on Larsen steel sheet pile |
| CN113653089A (en) * | 2021-08-25 | 2021-11-16 | 中铁广州工程局集团深圳工程有限公司 | Construction method of underwater large-volume steel sleeve box bearing platform |
| CN115288176A (en) * | 2022-08-26 | 2022-11-04 | 中国铁建大桥工程局集团有限公司 | Construction method of steel suspension box with recyclable non-sealing-bottom concrete |
| 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 |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101469543A (en) * | 2007-12-28 | 2009-07-01 | 上海市基础工程公司 | Steel boxed cofferdam construction technique for steel-concrete combined bottom board |
| CN101775809B (en) * | 2010-01-15 | 2011-07-20 | 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 |
| CN107447767A (en) * | 2017-08-10 | 2017-12-08 | 重庆水利电力职业技术学院 | A kind of prefabricated reinforced concrete bottom plate steel lifted trunk and its construction method |
-
2019
- 2019-07-29 CN CN201910691075.1A patent/CN110439013A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101469543A (en) * | 2007-12-28 | 2009-07-01 | 上海市基础工程公司 | Steel boxed cofferdam construction technique for steel-concrete combined bottom board |
| CN101775809B (en) * | 2010-01-15 | 2011-07-20 | 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 |
| CN107447767A (en) * | 2017-08-10 | 2017-12-08 | 重庆水利电力职业技术学院 | A kind of prefabricated reinforced concrete bottom plate steel lifted trunk and its construction method |
Non-Patent Citations (3)
| Title |
|---|
| 中铁大桥局集团编: "《第八届中国铁道学会桥梁专业委员会技术交流论文集》", 30 June 2007, 武汉出版社 * |
| 李辉: "《钢吊箱单壁围堰在铁路桥梁施工中的应用》", 《安徽建筑》 * |
| 郭新峰: "《浅谈水中墩钢吊箱的施工方法》", 《建筑安全》 * |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110939148A (en) * | 2019-12-05 | 2020-03-31 | 中国铁建大桥工程局集团有限公司 | Construction method of double-wall steel suspension box cofferdam serving as drilling platform |
| CN112227400A (en) * | 2020-09-11 | 2021-01-15 | 中南大学 | Construction method of embedded bearing platform |
| CN112459090A (en) * | 2020-11-11 | 2021-03-09 | 江苏玖沐精工装备科技有限公司 | Novel steel hanging box cofferdam construction method based on Larsen steel sheet pile |
| CN112459090B (en) * | 2020-11-11 | 2022-03-25 | 江苏玖沐精工装备科技有限公司 | Novel steel hanging box cofferdam construction method based on Larsen steel sheet pile |
| CN113653089A (en) * | 2021-08-25 | 2021-11-16 | 中铁广州工程局集团深圳工程有限公司 | Construction method of underwater large-volume steel sleeve box bearing platform |
| CN115288176A (en) * | 2022-08-26 | 2022-11-04 | 中国铁建大桥工程局集团有限公司 | Construction method of steel suspension box with recyclable non-sealing-bottom concrete |
| 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 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110439013A (en) | A kind of main pier bearing platform steel suspended box cofferdam construction method | |
| CN104947654B (en) | Complicated water area inclined rock face large-diameter cast-in-place pile construction method | |
| CN107524138B (en) | Construction method of ultra-deep foundation pit underground diaphragm wall | |
| CN103510529B (en) | Steel hanging box system for underwater high-rise pile cap construction and construction technology thereof | |
| CN100497841C (en) | Supporting leg type underground continuous wall construction method | |
| CN102251530B (en) | Construction process of double-wall steel cofferdam for construction of pier bearing platform in main river water of Yellow River | |
| CN101886396B (en) | Construction method for special-shaped steel cofferdam | |
| CN101476326B (en) | Bearing platform prefabrication and construction method | |
| CN102425160A (en) | Method for constructing engineering pile by combining rotary drilling rig with manual pile base chambering | |
| CN105350526B (en) | Method for setting up steel platform | |
| CN112575670B (en) | T-shaped rigid frame bridge suitable for tunnel to pass through giant karst cave and construction technology thereof | |
| CN111456019A (en) | Safe construction method for foundation pit excavation | |
| CN102430277B (en) | Coarse grid sunk well for physically processing waste water and construction method thereof | |
| CN109295982A (en) | The construction method of binder steel jacket box in water | |
| CN106812144A (en) | Double-wall steel cofferdam construction method | |
| CN106436788A (en) | Foundation reinforcement and inclination correction method for friction piles of high-rise building | |
| CN112376589A (en) | Landslide belt pile plate type comprehensive protection construction system and construction method | |
| CN110629747A (en) | Full-casing full-rotation construction process for pile foundation under complex geological conditions | |
| CN112878332A (en) | Basement elevator shaft sump construction structure and method thereof | |
| CN104164881A (en) | Piling wall overlapping cantilever foundation pit support construction method and structure | |
| CN208088288U (en) | The big areas grain size shiver stone Gao Tian pile foundation fast pore-creating structure | |
| CN108316289A (en) | Big grain size shiver stone Gao Tian area's pile foundation fast pore-creating structures and its construction technology | |
| CN211312224U (en) | Steel casing positioning tool for bridge drilled pile based on existing pavement transformation | |
| CN204174625U (en) | The superimposed cantilever foundation pit supporting construction of a kind of piling wall | |
| CN110016919A (en) | A kind of aging blocks install the minimally invasive foundation pit structure of elevator and construction method additional |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20191112 |