CN105220703B - Enclosing type deepwater platform construction method based on condition of sand backfilling balance method - Google Patents
Enclosing type deepwater platform construction method based on condition of sand backfilling balance method Download PDFInfo
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- CN105220703B CN105220703B CN201510582372.4A CN201510582372A CN105220703B CN 105220703 B CN105220703 B CN 105220703B CN 201510582372 A CN201510582372 A CN 201510582372A CN 105220703 B CN105220703 B CN 105220703B
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Abstract
The invention discloses an enclosing type deepwater platform construction method base on the condition of a sand backfilling balance method. The enclosing type deepwater platform construction method is characterized in that firstly, cofferdams of construction steel sheet piles are formed on the river bed surface, back covering concrete layers are formed in the cofferdams through underwater pouring, and sandy soil of which the height is greater than that of the back covering concrete layers of the outer sides of the cofferdams is sucked to the interior of the steel sheet cofferdams through dredging tubes so that height difference of sandy soil of the inner side of the steel sheet cofferdams and the outer side of the steel sheet cofferdams is reduced; water is extracted gradually in the steel sheet cofferdams and inner supports are installed sequentially, and temporarily stored sandy soil is hoisted out of the cofferdams so that surface layers of the back covering concrete layers are exposed; platform templates are arranged on the back covering concrete layers, and a platform template supporting system is formed by installing I-shaped steel between the steel sheet piles and the platform templates; and first layer platform concrete, concrete top beams and second layer platform concrete are poured in the platform templates in sequence, and sandy soil is backfilled between the steel sheet piles and the platform templates at the same time and the construction of platform concrete is completed. According to the enclosing type deepwater platform construction method, cofferdam platform is easy to construct on abrupt slope or deepwater sandy riverbed.
Description
Technical field
The present invention relates to Construction of Civil Engineering is and in particular to the construction method of deep water cushion cap.
Background technology
At present, when steel sheet-pile cofferdam is constructed on chiltern deepwater riverbed, because cofferdam implantation, bury sinking, fixation, back cover
Quite big etc. difficulty of construction, when channel gradient is larger, cofferdam size limited conditions lower cushion cap difficulty of construction is very big.Therefore, exist
Steel cofferdam that in engineering design, generally setting rigidity doubles or avoid as far as possible the unfavorable geology such as deep water, abrupt slope, rock matter riverbed,
The position that shape, hydrologic condition coexist.However, because being limited by factors such as bridge line position, bridge type, across footpath, costs, above-mentioned situation has
Shi Wufa avoids, that is, inevitably needs sometimes to arrange cofferdam in deep water layer of sand.And it is reliable in prior art
Effectively construction method can be constructed with this understanding.
Content of the invention
The present invention is for avoiding the deficiency existing for above-mentioned prior art, provides and a kind of simple and reliable sands flat weighing apparatus based on returning
Enclosure-type deep water construction method under the conditions of method, so that the cofferdam bearing platform construction on abrupt slope, deep water sandy bed river is easy to real
Apply.
The present invention is to solve technical problem to adopt the following technical scheme that
The present invention is based on back and sands flat enclosure-type deep water construction method under the conditions of weighing apparatus method, it is characterized in that entering as follows
OK:
Step 1: on riverbed face, be in the construction of hammering inserting piling and steel sheet pile that complete steel sheet pile at cushion cap position
The welding mounting construction of top layer inner support, formed steel cofferdam structure, carry out in described steel cofferdam underwater casting formed with
Pile foundation and steel sheet pile consolidate the bottom concrete layer being integrated, and now outside steel cofferdam, the height of sandy soils is more than steel cofferdam
The height of inner side sandy soils；
Step 2: the bottom mouth of pipe of dredging tube is sunk down in the sandy soils outside steel cofferdam, using gas lift method by steel plate
Cofferdam outer periphery is higher than that the sand of bottom concrete layer is drawn in steel cofferdam, reduces sand height inside and outside steel cofferdam
Difference；
Step 3: progressively draw water in steel cofferdam and install the inner support at corresponding water level in steel cofferdam therewith, draw water
With inner support is installed alternately, until completing remaining all of inner support in steel cofferdam, steel cofferdam internal water now
Body is evacuated the dummy status that reveals, and handling goes out the sand sucking in cofferdam and deposited temporarily, until making the table of bottom concrete layer
Layer exposes；
Step 4: cushion cap template is set on bottom concrete layer, is in that level is pacified between described steel sheet pile and cushion cap template
Dress I-steel is supported, and one end of described I-steel is welded on the inner side of steel sheet pile, and the other end is butted on the outside of cushion cap template
Vertical floor；Described I-steel is embarked on journey and arranged for interval in column between steel sheet pile and cushion cap template, forms stable cap mold
Plate support system；
Step 5: pour in described cushion cap template and complete ground floor cushion cap concrete, using the sand temporarily deposited as return
Back-up sand backfills in the space between the steel sheet pile on the height and position of ground floor cushion cap concrete place and cushion cap template；Described
The top of ground floor cushion cap concrete pours one concrete Guan Liang, forms the enclosure-type stress strong point；
Step 6: pour second layer cushion cap concrete on described ground floor cushion cap concrete, and in described second layer cushion cap
After the completion of concreting, sand is backfilling into steel sheet pile and the cushion cap template on the height and position of second layer cushion cap concrete place
Between space, complete the construction of cushion cap concrete.
The present invention is based on back and sands flat enclosure-type deep water construction method under the conditions of weighing apparatus method, it is characterized in that: in described step 2
Reduce sand difference in height inside and outside cofferdam until being equivalent in level.
The present invention is based on back and sands flat enclosure-type deep water construction method under the conditions of weighing apparatus method, it is characterized in that: described I-steel
The spacing of adjacent a line, and adjacent one row spacing be disposed as 1m.
The present invention is based on back and sands flat enclosure-type deep water construction method under the conditions of weighing apparatus method, it is characterized in that: described concrete
Guan Liang flushes the top surface of ground floor cushion cap concrete, and along ground floor cushion cap concrete surrounding space closely knit pour, formation is bowed
Depending on being shaped as closed rectangular, enclosure-type is collectively forming with described steel sheet pile, concrete Guan Liang and ground floor cushion cap concrete steady
Surely support stress surface.
The present invention is based on back and sands flat enclosure-type deep water cushion cap formwork support structure under the conditions of weighing apparatus method, and it is structurally characterized in that:
On riverbed face, it is in construction steel sheet pile formation steel cofferdam at cushion cap position, in described steel cofferdam, be respectively mounted top
Layer inner support and each road inner support being in above cushion cap template；Cap mold is arranged on the bottom concrete layer in steel cofferdam
Plate, is in be horizontally mounted I-steel to be supported, one end of described I-steel is welded between described steel sheet pile and cushion cap template
The inner side of steel sheet pile, the other end is butted on the vertical floor in outside of cushion cap template；Described I-steel steel sheet pile and cushion cap template it
Between embark on journey and arranged for interval in column, form stable cushion cap form bracing system.
The present invention is based on back and sands flat enclosure-type deep water cushion cap formwork support structure under the conditions of weighing apparatus method, and its design feature also exists
In the spacing of the adjacent a line of described I-steel, and the spacing of adjacent row is disposed as 1m.
Compared with the prior art, the present invention has the beneficial effect that:
1st, the present invention is to be drawn into outside cofferdam by gas lift method using cofferdam periphery chiltern soil layer, reduces soil pressure inside and outside cofferdam
Difference, forms the soil pressure active balance inside and outside cofferdam, reduces elongated shaped steel plate pile and itself bears moment of flexure and out-of-balance force, in construction no
Riverbed need to be pre-processed, the construction in especially suitable deep water cofferdam.
2nd, to reduce soil layer inside and outside cofferdam in construction poor for the inventive method, it is possible to increase steel sheet pile inner support level interval, subtracts
Support the number of plies less, both reduced the cost, and ensured working security again.
3rd, the inventive method makes full use of steel sheet pile enclosing structure as cushion cap external mold Bracing Systems, by arranging work
Word steel power transmission connection external mold floor, can effectively reduce cofferdam area.At cushion cap, the Guan Liang of setting effectively assume responsibility for simultaneously
The steel sheet pile bottom strong point, fine complete system transform, serve as cofferdam bottom and support.
3rd, the inventive method, simple and reliable, equipment that need not be complicated, construction cost is low, construction feasibility is high.
Brief description
Fig. 1 is the elevational schematic view that the present invention returns in sand balancing method work progress；
Fig. 2 is cofferdam of the present invention overlooking the structure diagram；
Fig. 3 is enclosure-type structural system elevational schematic view of the present invention；
Fig. 4 is the cushion cap concrete overlooking the structure diagram of the present invention；
In figure label: 1 pile foundation, 2 bottom concrete layers, 3 steel sheet piles, 4 dredging tubes, 5 Cast-in-situ Piles in Sand-fillings, 6a top layer inner support, 6b
Inner support, 7 I-steel, 8 cushion cap templates, 9 concrete Guan Liangs, 10 ground floor cushion cap concrete, 11 second layer cushion cap concrete, 12
Cushion cap concrete.
Specific embodiment
The present embodiment is the cushion cap foundation that constructs a bridge in environment as shown in Figure 1, as shown in figure 1, steel sheet pile 3 is located at water
Riverbed under plane is sandy bed river or other abrupt slope soil property riverbeds, and the embedded inserting piling of steel sheet pile 3 is to riverbed depths, and riverbed face
Chiltern surface be in great slope, so being not suitable for fluting or other method fixation steel plate stake.
Referring to Fig. 1, Fig. 2, Fig. 3 and Fig. 4, it is based on back in the present embodiment and sands flat enclosure-type deep water bearing platform construction under the conditions of weighing apparatus method
Method is to carry out as follows:
Step 1: on riverbed face, be in the hammering inserting piling construction completing steel sheet pile 3 at cushion cap position and steel sheet pile 3
The welding mounting construction of middle top layer inner support 6a, forms steel cofferdam structure, carries out underwater casting shape in described steel cofferdam
Become the bottom concrete layer 2 being integrated with pile foundation 1 and steel sheet pile 3 consolidation, now outside steel cofferdam, the height of sandy soils is more than
The height of sandy soils inside steel cofferdam.
Step 2: the bottom mouth of pipe of dredging tube 4 is sunk down in the sandy soils outside steel cofferdam, using gas lift method by steel
Plate cofferdam outer periphery is higher than that the sand of bottom concrete layer 2 is drawn in steel cofferdam, reduces sand inside and outside steel cofferdam high
Degree is poor, until being equivalent in level, stops inhaling mud operation.
Step 3: progressively draw water in steel cofferdam and install inner support 6b at corresponding water level in steel cofferdam therewith, take out
Water with inner support is installed alternately, until completing remaining all of inner support 6b in steel cofferdam, in steel cofferdam now
Portion's water body is evacuated the dummy status that reveals, and handling goes out the sand sucking in cofferdam and deposited temporarily, until making bottom concrete layer 2
Top layer expose.
Step 4: cushion cap template 8 is set on bottom concrete layer 2, is in water between described steel sheet pile 3 and cushion cap template 8
Safety dress I-steel 7 is supported, and one end of described I-steel 7 is welded on the inner side of steel sheet pile 3, and the other end is butted on cushion cap template
The 8 vertical floor in outside；Described I-steel 7 is embarked on journey and arranged for interval in column between steel sheet pile 3 and cushion cap template, is formed stable
Cushion cap form bracing system；The spacing of the adjacent a line of I-steel 7, and adjacent one row spacing be disposed as 1m.
Step 5: pour in described cushion cap template 8 and complete ground floor cushion cap concrete 10, the sand temporarily deposited is made
Backfill the space between the steel sheet pile 3 on ground floor cushion cap concrete 10 place height and position and cushion cap template 8 for Cast-in-situ Piles in Sand-filling 5
In；Pour one concrete Guan Liang 9 on the top of described ground floor cushion cap concrete 10, form the enclosure-type stress strong point；Tool
During body is implemented, concrete Guan Liang 9 flushes the top surface of ground floor cushion cap concrete 10, and the surrounding along ground floor cushion cap concrete 10
Space is closely knit to be poured, and forming plan view shape is closed rectangular, is mixed with described steel sheet pile 3, concrete Guan Liang 9 and ground floor cushion cap
Solidifying soil 10 is collectively forming enclosure-type and stably supports stress surface.
Step 6: pour second layer cushion cap concrete 11 on described ground floor cushion cap concrete 10, and in the described second layer
Cushion cap concrete 11 pour after the completion of by sand be backfilling into steel sheet pile on second layer cushion cap concrete 11 place height and position and
Space between cushion cap template 8, completes the construction of cushion cap concrete 12.
In being embodied as, the global shape in cofferdam can be different according to construction needs, including cylindrical shape and square tube shape,
As shown in Fig. 2 it overlooks as rectangle in this enforcement, for this reason, it is closure collar tie beam that concrete Guan Liang 9 forms plan view shape.
As shown in Figure 1, Figure 2, Figure 3 and Figure 4, it is based on back in the present embodiment and sand flat enclosure-type deep water cap mold under the conditions of weighing apparatus method
Board supporting structure is on riverbed face, is in construction steel sheet pile 3 formation steel cofferdam at cushion cap position, encloses in described steel plate
It is respectively mounted top layer inner support 6a in weir and be in each road inner support 6b above cushion cap template；Back cover in steel cofferdam mixes
On solidifying soil layer 2, cushion cap template 8 is set, is in be horizontally mounted I-steel 7 to be supported between described steel sheet pile 3 and cushion cap template 8,
One end of described I-steel 7 is welded on the inner side of steel sheet pile 3, and the other end is butted on the vertical floor in outside of cushion cap template 8；Described work
Word steel 7 is embarked on journey and arranged for interval in column between steel sheet pile 3 and cushion cap template, forms stable cushion cap form bracing system, work
The spacing of the adjacent a line of word steel 7, and adjacent one row spacing be disposed as 1m.
Claims (4)
1. one kind is based on back and sands flat enclosure-type deep water construction method under the conditions of weighing apparatus method, it is characterized in that carrying out as follows:
Step 1: on riverbed face, be in the hammering inserting piling construction completing steel sheet pile (3) at cushion cap position and steel sheet pile (3)
The welding mounting construction of middle top layer inner support (6a), forms steel cofferdam structure, carries out underwater casting in described steel cofferdam
Form the bottom concrete layer (2) being integrated with pile foundation (1) and steel sheet pile (3) consolidation, now sandy soils outside steel cofferdam
Highly it is more than the height of sandy soils inside steel cofferdam；
Step 2: the bottom mouth of pipe of dredging tube (4) is sunk down in the sandy soils outside steel cofferdam, using gas lift method by steel plate
Cofferdam outer periphery is higher than that the sand of bottom concrete layer (2) is drawn in steel cofferdam, reduces sand inside and outside steel cofferdam high
Degree is poor；
Step 3: progressively draw water in steel cofferdam and install the inner support (6b) at corresponding water level in steel cofferdam therewith, draw water
With installation inner support alternately, until completing remaining all of inner support (6b) in steel cofferdam, in steel cofferdam now
Portion's water body is evacuated the dummy status that reveals, and handling goes out the sand sucking in cofferdam and deposited temporarily, until making bottom concrete layer
(2) top layer is exposed；
Step 4: in bottom concrete layer (2) upper setting cushion cap template (8), between described steel sheet pile (3) and cushion cap template (8)
It is supported in being horizontally mounted I-steel (7), one end of described I-steel (7) is welded on the inner side of steel sheet pile (3), and the other end supports
The vertical floor in outside in cushion cap template (8)；Described I-steel (7) is embarked on journey and in column between steel sheet pile (3) and cushion cap template
Arranged for interval, forms stable cushion cap form bracing system；
Step 5: pour in described cushion cap template (8) and complete ground floor cushion cap concrete (10), the sand temporarily deposited is made
For Cast-in-situ Piles in Sand-filling (5) steel sheet pile (3) on the height and position of ground floor cushion cap concrete (10) place for the backfill and cushion cap template (8) it
Between space in；Pour one concrete Guan Liang (9) on the top of described ground floor cushion cap concrete (10), form enclosure-type and be subject to
The power strong point；
Step 6: pour second layer cushion cap concrete (11) on described ground floor cushion cap concrete (10), and in the described second layer
Sand is backfilling into the steel plate on the height and position of second layer cushion cap concrete (11) place by cushion cap concrete (11) after the completion of pouring
Space between stake and cushion cap template (8), completes the construction of cushion cap concrete (12).
2. according to claim 1 sand flat enclosure-type deep water construction method under the conditions of weighing apparatus method based on returning, it is characterized in that:
Reduce sand difference in height inside and outside cofferdam until being equivalent in level in described step 2.
3. according to claim 1 sand flat enclosure-type deep water construction method under the conditions of weighing apparatus method based on returning, it is characterized in that:
The spacing of the adjacent a line of described I-steel, and the spacing of adjacent row is disposed as 1m.
4. according to claim 1 sand flat enclosure-type deep water construction method under the conditions of weighing apparatus method based on returning, it is characterized in that:
Described concrete Guan Liang (9) flushes the top surface of ground floor cushion cap concrete (10), and four along ground floor cushion cap concrete (10)
All spaces are closely knit to be poured, and forming plan view shape is closed rectangular, with described steel sheet pile (3), concrete Guan Liang (9) and ground floor
Cushion cap concrete (10) is collectively forming enclosure-type and stably supports stress surface.
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| CN105887910B (en) * | 2016-04-22 | 2020-03-31 | 广州比艾莫信息科技有限公司 | Formwork supporting and stripping system for foundation bearing platform and working process of formwork supporting and stripping system |
| CN106436689B (en) * | 2016-10-05 | 2018-10-09 | 广东煌烨建设工程有限公司 | The supporting of cushion cap steel sheet pile and steel sheet pile double as cushion cap template construction method |
| CN106958254A (en) * | 2017-05-08 | 2017-07-18 | 中铁七局集团第四工程有限公司 | Latch steel pipe and reinforced concrete combination pile cofferdam and its construction method |
| CN109339065B (en) * | 2018-12-11 | 2022-04-12 | 中国建筑一局(集团)有限公司 | Method for deep water exposed bedrock close-packed pile supporting construction bearing platform |
| CN110184923A (en) * | 2019-05-04 | 2019-08-30 | 湖北省路桥集团有限公司 | A kind of main bearing platform construction technique of bridge |
| CN111042164B (en) * | 2019-12-31 | 2021-12-07 | 湖北省路桥集团有限公司 | Composite special-shaped cofferdam and construction method |
| CN113684849B (en) * | 2021-09-28 | 2022-11-29 | 中交一公局第一工程有限公司 | Steel sheet pile cofferdam supporting and anti-collision conversion structure and construction method |
| CN113863355B (en) * | 2021-10-18 | 2023-02-24 | 中电建十一局工程有限公司 | Waterproof construction method for large-volume bearing platform in water |
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