CN105544575B - A kind of bottom concrete construction method under water of use steel truss reinforcement - Google Patents
A kind of bottom concrete construction method under water of use steel truss reinforcement Download PDFInfo
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- CN105544575B CN105544575B CN201510956772.7A CN201510956772A CN105544575B CN 105544575 B CN105544575 B CN 105544575B CN 201510956772 A CN201510956772 A CN 201510956772A CN 105544575 B CN105544575 B CN 105544575B
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- back cover
- steel truss
- bottom concrete
- under water
- construction
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/06—Placing concrete under water
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0061—Production methods for working underwater
Abstract
The invention discloses a kind of bottom concrete construction method under water of use steel truss reinforcement, belong to deep foundation pit construction back cover field under water, step is：After cofferdam installs or after ground-connecting-wall is constructed, underwater excavation is to bottom concrete bottom surface absolute altitude in foundation ditch；Live burst or the good steel truss of overall processing on land；Steel truss monoblock or burst lifting decentralization are in place；Back cover platform is set up, central aggregate bin, chute is laid, some back cover conduits are transferred；Ready-mixed concrete is transported to scene；First envelope construction is carried out by root can opening, is then normally poured；Back cover conduit, central aggregate bin, chute and back cover platform are removed after the completion of back cover, waits bottom concrete intensity to be drawn water after reaching design strength.The present invention can play reinforcement effects, the thickness of thinning bottom concrete, so as to reach the purpose for reducing construction cost, and can reduce the difficulty of construction of this kind of bottom concrete under water, it is ensured that the construction quality and construction safety of bottom concrete.
Description
Technical field
The invention belongs in field of bridge construction deep foundation pit construction and urban track traffic construction field interval ventilating shaft
In construction, to ensure that dry operating condition is formed in deep basal pit, and a kind of new bottom concrete under water for designing.Suitable for each
Class deep foundation pit construction back cover under water.
Background technology
In bridge foundation construction, due to the embedding depth of cushion cap, excavation of foundation pit is deeper, to ensure that cushion cap can form dry operation
Construction, underwater concrete need to be poured in cofferdam carries out back cover.Sometimes due to, there is larger water inside and outside cofferdam in cutting depth depth
Pressure head, so causes bottom concrete to need to bear larger water pressure, to ensure stress safety, causes bottom concrete under water
Thickness it is thicker, correspondingly the depth of the decentralization in cofferdam, the total height in cofferdam, gross weight will also be increased, the excavation in cofferdam
Quantities and decentralization difficulty are also significantly increased.Sometimes influenceed by basement strata, the depth of cofferdam decentralization is limited, it is impossible to which satietin is mixed
Solidifying soil under water thickness needed for back cover when, thus to carry out arrangement of reinforcement to reach thinning back cover coagulation in bottom concrete under water
The thickness purpose of soil, and ensure that bottom concrete meets force request.
In addition, in the ventilating shaft construction of city track traffic engineering interval, because interval ventilating shaft need to also serve as service channel, ventilation
Road is simultaneously provided with draining pump house station, thus interval ventilating shaft is often arranged on line elevation lowest part, causes ventilating shaft construction and excavation depth
It is deep.If the interval need to pass through the waters such as rivers, ventilating shaft is typically set close to river course embankment.Need to be from interval ventilating shaft in view of shield
In pass through, and construction in later period air channel and service channel need to abolish the section of jurisdiction in ventilating shaft, be gushed to prevent section of jurisdiction from occurring water burst after abolishing
Husky phenomenon, it is ensured that construction safety, need to pour bottom concrete below shield interval in ventilating shaft.To reduce back cover thickness, reduce
Construction cost, arrangement of reinforcement aids in stress in bottom concrete under water.
(1) traditional steel reinforcement cage bottom concrete under water：
As shown in Figures 1 to 3, for ease of construction, difficulty of construction is reduced, bottom concrete typically sets traditional deep basal pit under water
It is calculated as plain concrete.But in particular cases, it is considered to reduce cofferdam sinking depth, the weight in cofferdam and earthwork excavated volume in cofferdam,
Reduce cofferdam back cover thickness, reduce construction cost, also carry out arrangement of reinforcement in bottom concrete under water sometimes.Traditional way be
Steel reinforcement cage is installed in underwater concrete, steel reinforcement cage bottom concrete under water is formed.After during construction being also the good steel reinforcement cage of ground colligation,
The lifting decentralization of steel reinforcement cage monoblock is in place.
Steel reinforcement cage is generally divided into upper and lower two-layer reinforced mesh, entirety is formed for ease of steel reinforcement cage, between upper and lower two-layer mesh sheet
Some cableways and distributing bar are set.Upper and lower reinforced mesh is constituted by lengthways main steel bar and horizontal cage bar, the big rootlet of cage bar
Setting is needed according to stress, cage bar spacing is generally 100~150mm.
(2) limitation of traditional steel reinforcement cage bottom concrete under water：
1) integral hoisting is needed：Steel reinforcement cage needs integral hoisting, it is impossible to which piecemeal lifting carries out assembled integral under water.Due to reinforcing bar
Cage is upper and lower double-layer structure, and centre has cableway and distributing bar, therefore steel reinforcement cage can not be carried out as reinforced mesh
Overlap joint；Cage bar quantity is more in length and breadth for steel reinforcement cage, and diver docks spreading using connector like that in water without image of Buddha land；Also it is difficult
In using welding spreading.
2) lifting is yielding, and hoisting cost is high：During steel reinforcement cage integral hoisting, because steel reinforcement cage area is big, weight weight, therefore need
Want large-scale lifting appliance to be lifted, hoisting cost is big, and easily cause steel reinforcement cage deformation.
3) top braces influence steel reinforcement cage integral hoisting：Many foundation ditches or cofferdam are provided with multiple tracks bracing members or steel due to top
Reinforced concrete support, cause steel reinforcement cage cannot integral hoisting it is in place.
4) conduit difficulty in place is big：Because bottom concrete needs to be poured using many conduits, and every conduit exists
Need to be from basal surface 300mm or so when being poured during first tank, such conduit has to pass through steel reinforcement cage top layer reinforced mesh, due to mesh sheet master
Muscle spacing is much smaller than conduit diameter, causes conduit to transfer in place.It is of course possible to consider to be reserved in advance in fabrication of reinforcing cage
Good conduit is hole arranged, but because foundation ditch is deeper, what is had reaches 40 meters, and conduit still hardly possible is accurately installed in place.
5) to pull out difficulty big for conduit：After casting concrete, influenceed by concrete lateral pressure, conduit is often amesiality,
Against steel reinforcement cage cage bar, conduit is caused to be stuck, it is difficult to be lifted.
6) bottom concrete packing is poor, of poor quality：Because conduit can be only installed at more than steel reinforcement cage bottom mesh sheet, first tank
During concreting, because steel reinforcement cage keeps flat and mesh sheet cage bar spacing is smaller, during first tank concreting, bottom concrete is direct
Impact is in steel reinforcement cage mesh sheet, and concrete cannot be vibrated using vibrating spear, easily causes concreting leakiness and even produces
Raw segregation phenomenon.
7) rising of steel cage, influence bottom concrete stress and subsequent handling construction are easily produced：Due to steel reinforcement cage mesh sheet
Cage bar spacing is smaller, easily produces rising of steel cage, so not only influences bottom concrete stress.Ventilating shaft is applied in the middle of shield is interval
In work bottom concrete work progress, once in rising of steel cage to shield interval range in bottom concrete, so float
Steel reinforcement cage can also influence shield machine smoothly to pass through middle ventilating shaft, intractability is very big.
The content of the invention
It is an object of the invention to：For the limitation of traditional steel reinforcement cage bottom concrete under water, invention is improved,
Using new steel truss reinforcement bottom concrete construction method under water, reinforcement effects can be played, thinning bottom concrete
Thickness, so as to reach the purpose for reducing construction cost, and can reduce the difficulty of construction of this kind of bottom concrete under water, it is ensured that back cover
The construction quality and construction safety of concrete.
The object of the invention is realized by following technical proposals：
A kind of bottom concrete construction method under water of use steel truss reinforcement, step is：
1) after cofferdam installs or after ground-connecting-wall is constructed, underwater excavation is to bottom concrete bottom surface absolute altitude, water in foundation ditch
Under carry out substrate leveling；
2) live burst or the good steel truss of overall processing on land：Steel truss is by upper strata support body, lower floor's support body and company
Connect, the middle support body of lower floor's support body is constituted, steel truss is latticed, and grid spacing is 1 ± 0.5m, upper and lower layer frame body by
The horizontal bars of some horizontal transverse bar members and longitudinal direction cross into network structure, and middle support body is by vertical rod, horizontal chord member
Constituted with longitudinal chord member, vertical rod is connected between the transverse bar member of upper and lower layer frame body and horizontal bars crosspoint, horizontal chord member connects
It is connected between horizontal adjacent two vertical rod, and connection is in " M " font from beginning to end between each horizontal chord member, longitudinal chord member is connected to longitudinal direction
Adjacent two vertical rod between, and between each longitudinal chord member from beginning to end connection be in " M " font；
3) steel truss monoblock or burst lifting decentralization are in place, and the steel truss cold lapping assembly under water of burst is integral；
4) back cover platform is set up, central aggregate bin, chute is laid, is transferred in some back cover conduits to steel truss grid from base
300 ± 50mm of bottom surface；
5) ready-mixed concrete is transported to scene, and bottom concrete is self-compaction underwater concrete under water；In the program, concrete
Need not be vibrated using vibrating spear.
6) first envelope construction is carried out by root can opening, is then normally poured；
7) back cover conduit, central aggregate bin, chute and back cover platform are removed after the completion of back cover, waits bottom concrete intensity to reach
Drawn water after to design strength.
Alternatively, each rod member of truss is using the processing of I-steel, H profile steel or channel-section steel.
Foregoing main scheme of the invention and its each further selection scheme can be this with independent assortment to form multiple schemes
Invention can be used and claimed scheme.
The course of work is：
Beneficial effects of the present invention：Using new steel truss reinforcement, bottom concrete carries out back cover under water, and traditional
The construction of steel reinforcement cage bottom concrete is compared to following significant advantage：
1) partition machining, the form of construction work that burst is installed can be selected, it is also possible to which selection is overall according to field condition
Processing, the mode of integral hoisting.
2) area of plane and weight of single lifting are relatively small, and steel truss deforms relatively small, lifting appliance when lifting
Ability also can be relatively small, and construction cost is relatively low.
3) steel truss is installed is influenceed relatively small by the support at the top of foundation ditch.
4) because steel truss is latticed, steel truss grid spacing is big, and self-compaction, and back cover conduit are flowed beneficial to concrete
Install easily in place, more convenient when conduit is pulled out, the probability that conduit is stuck is relatively small.
5) because steel truss grid spacing is big, bottom concrete easily wraps steel truss, and bottom concrete is poured and compared
Closely knit, quality is readily obtained guarantee.
6) because steel truss grid spacing is big, the impulsive force in bottom concrete casting process will not make steel truss float,
So as to not interfere with the construction of subsequent handling.The especially interval middle ventilating shaft construction of shield uses the back cover under water of steel truss reinforcement
Concrete construction, will not produce steel truss cage to float up in shield interval range, shield machine is not interfered with so and is smoothly passed through
Between ventilating shaft.So greatly reduce the risk of construction.
Brief description of the drawings
Fig. 1 is traditional steel reinforcement cage bottom concrete elevational schematic view under water；
Fig. 2 is the A-A profiles of Fig. 1；
Fig. 3 is the A drawings of Fig. 2；
Fig. 4 is the steel truss bottom concrete elevational schematic view under water of the embodiment of the present invention；
Fig. 5 is the B-B generalized sections of Fig. 4；
Wherein 1 it is ground-connecting-wall or cofferdam, 2 be steel reinforcement cage, 3 be bottom concrete under water, 4 be back cover bottom absolute altitude, 5 is foundation ditch
Interior waterline, 6 be above-ground route, 7 be steel reinforcement cage mesh sheet, 8 be horizontal cage bar, 9 be horizontal bars, 10 be transverse bar member, 11 be vertical
Bar, 12 are chord member.
Specific embodiment
Following non-limiting examples are used to illustrate the present invention.
It is by steel truss and back cover under water using the structure of bottom concrete under water of steel truss reinforcement with reference to shown in Fig. 4,5
Concrete 3 is constituted.Receive curved instead of steel reinforcement cage using steel truss and bear tension, to play the mesh of thinning bottom concrete
's.Wherein steel truss is made up of the chord member 12 of some horizontal bars 9, transverse bar member 10, vertical rod 11 and vertical, horizontal, and truss is each
Rod member, can be using the processing of I-steel, H profile steel or channel-section steel according to stress needs.Concrete structure is：Steel truss by upper strata support body,
The middle support body of lower floor's support body and the upper and lower layer frame body of connection is constituted, and upper and lower layer frame body is by some horizontal transverse bar members 10
Horizontal bars 9 with longitudinal direction cross into network structure, middle support body by vertical rod 11, horizontal chord member 12 and longitudinal direction chord member
12 compositions, vertical rod 11 is connected between the transverse bar member 10 of upper and lower layer frame body and the crosspoint of horizontal bars 9, horizontal chord member 12
It is laterally connected between adjacent two vertical rod 11, and connection from beginning to end is in " M " font, the chord member 12 of longitudinal direction between each horizontal chord member 12
It is longitudinally connected that connection from beginning to end is in " M " font between adjacent two vertical rod 11, and between each longitudinal chord member 12.Due to steel truss net
Compartment away from big, under water can piecemeal assembly is integral by the way of cold lapping, therefore steel truss can be according to lifting needs, can
Made with burst, also can overall processing.
Steel truss reinforcement underwater concrete structure construction step is as follows：
1) after cofferdam installs or after ground-connecting-wall is constructed, underwater excavation is to bottom concrete bottom surface absolute altitude, water in foundation ditch
Under carry out substrate leveling.
2) design drawing is pressed at scene on land, according to design drawing burst or the good steel truss of overall processing, during partition machining
It is considered as the lap of splice.
3) steel truss monoblock or piecemeal lifting decentralization are in place, need diver to be installed under water during cold lapping, it is ensured that overlap joint
Length meets requirement.
4) back cover platform is set up, central aggregate bin, chute is laid；Transfer in some back cover conduits to steel truss grid from base
Bottom surface 300mm or so.
5) the match ratio ready-mixed concrete of bottom concrete under water according to trial is transported to scene.
6) first envelope construction is carried out by root can opening, is then normally poured.
7) back cover conduit, central aggregate bin, chute and back cover platform are removed after the completion of back cover, waits bottom concrete intensity to reach
Drawn water after to design strength.
Presently preferred embodiments of the present invention is the foregoing is only, is not intended to limit the invention, it is all in essence of the invention
Any modification, equivalent and improvement made within god and principle etc., should be included within the scope of the present invention.
Claims (2)
1. a kind of bottom concrete construction method under water of use steel truss reinforcement, it is characterised in that step is：
1) after cofferdam installs or after ground-connecting-wall is constructed, underwater excavation enters under water to bottom concrete bottom surface absolute altitude in foundation ditch
Row substrate is flattened；
2) live burst or the good steel truss of overall processing on land：Steel truss by upper strata support body, lower floor's support body and connection it is upper,
The middle support body of lower floor's support body is constituted, and steel truss is latticed, and grid spacing is 1 ± 0.5m, and upper and lower layer frame body is by some horizontal strokes
To transverse bar member and the horizontal bars of longitudinal direction cross into network structure, middle support body is by vertical rod, horizontal chord member and longitudinal direction
Chord member is constituted, and vertical rod is connected between the transverse bar member of upper and lower layer frame body and horizontal bars crosspoint, and horizontal chord member is connected to horizontal stroke
To adjacent two vertical rod between, and between each horizontal chord member connection from beginning to end is in " M " font, longitudinal chord member is connected to longitudinal adjacent
Connection from beginning to end is in " M " font between two vertical rods, and between each longitudinal chord member；
3) steel truss monoblock or burst lifting decentralization are in place, and the steel truss cold lapping assembly under water of burst is integral；
4) back cover platform is set up, central aggregate bin, chute is laid, is transferred in some back cover conduits to steel truss grid from basal surface
300±50mm；
5) ready-mixed concrete is transported to scene, and bottom concrete is self-compaction underwater concrete under water；
6) first envelope construction is carried out by root can opening, is then normally poured；
7) back cover conduit, central aggregate bin, chute and back cover platform are removed after the completion of back cover, is waited bottom concrete intensity to reach and is set
Drawn water after meter intensity.
2. as claimed in claim 1 using the bottom concrete construction method under water of steel truss reinforcement, it is characterised in that：Truss
Each rod member is using the processing of I-steel, H profile steel or channel-section steel.
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| CN201510956772.7A CN105544575B (en) | 2015-12-17 | 2015-12-17 | A kind of bottom concrete construction method under water of use steel truss reinforcement |
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| CN201510956772.7A CN105544575B (en) | 2015-12-17 | 2015-12-17 | A kind of bottom concrete construction method under water of use steel truss reinforcement |
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| CN106638646B (en) * | 2016-10-14 | 2018-12-07 | 岩土科技股份有限公司 | A kind of construction method of open caisson secondary bottom sealing structure |
| CN106381879B (en) * | 2016-11-04 | 2018-06-22 | 四川共拓岩土科技股份有限公司 | A kind of big depth of water grout curtain method |
| CN106638644B (en) * | 2016-12-29 | 2019-05-03 | 中国葛洲坝集团基础工程有限公司 | A kind of deep sand gravel layer provisions for grouting and the method for carrying out comprehensive grouting using the device |
| CN109763491A (en) * | 2018-12-30 | 2019-05-17 | 中铁广州工程局集团有限公司 | It is a kind of not disperse self-compact concrete in construction method under water |
| CN110258583A (en) * | 2019-06-20 | 2019-09-20 | 中铁第四勘察设计院集团有限公司 | A kind of underwater excavation foundation pit self-balancing support system and method |
| CN110374122A (en) * | 2019-07-22 | 2019-10-25 | 中铁大桥局集团有限公司 | A kind of precast-boxed cofferdam sectional type is put more energy into the construction method of back cover structure |
| CN110565673A (en) * | 2019-08-01 | 2019-12-13 | 中交二公局第二工程有限公司 | reinforced concrete bottom sealing structure of bearing platform in flood beach area and construction method thereof |
| CN112228089B (en) * | 2020-12-14 | 2021-03-09 | 北京建工土木工程有限公司 | Bottom sealing method in model test of shield method main tunnel inner pump room mechanized construction |
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| JPS60102430A (en) * | 1983-11-09 | 1985-06-06 | Masami Horii | Frame retaining wall and frame structure |
| CN102011442A (en) * | 2009-09-07 | 2011-04-13 | 初明进 | Light steel-concrete combination structure shear wall and manufacturing method thereof |
| 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 |
| CN102064381B (en) * | 2010-11-23 | 2013-03-13 | 汉王科技股份有限公司 | Induction antenna, electromagnetic handwriting device and antenna plate thereof |
| CN203238646U (en) * | 2013-04-17 | 2013-10-16 | 中交路桥华南工程有限公司 | Casing box with built-in bottom board |
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