CN103835311B - Post-tensioned prestressing underground diaphragm wall and construction method - Google Patents
Post-tensioned prestressing underground diaphragm wall and construction method Download PDFInfo
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- CN103835311B CN103835311B CN201410064101.5A CN201410064101A CN103835311B CN 103835311 B CN103835311 B CN 103835311B CN 201410064101 A CN201410064101 A CN 201410064101A CN 103835311 B CN103835311 B CN 103835311B
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Abstract
The invention provides a post-tensioned prestressing underground diaphragm wall. A fixed end anchor plate of a fixed end anchor tool of the underground diaphragm wall is provided with a taper hole and matched with a fixed end clamping piece. A prestressing steel bar is anchored through wedge caulking of the taper hole. A fixed end anchor plate lower stress member is jointly formed by a fixed end anchor backing plate and a fixed end spiral bar. A tension end anchor tool comprises a tension end anchor plate, a tension end anchor backing plate, a tension end clamping piece and a tension end spiral bar. The prestressing steel bar penetrates through a corrugated pipe to be laid and fixed to a steel bar cage, and then the two ends of the prestressing steel bar are fixed to the fixed end anchor tool and the tension end anchor tool respectively, the periphery of the steel bar cage and the periphery of the corrugated pipe are filled with concrete to form the post-tensioned prestressing underground diaphragm wall. Meanwhile, the invention provides a construction method of the post-tensioned prestressing underground diaphragm wall. The post-tensioned prestressing underground diaphragm wall and the construction method of the post-tensioned prestressing underground diaphragm wall have the advantages that the section of the post-tensioned prestressing underground diaphragm wall is reduced by 15 %, the antiknock performance is increased by 20 %, the steel bars are reduced by 30 %, the consumption of concrete is reduced by 15 %, and the post-tensioned prestressing underground diaphragm wall conforms to the development trend of the modern building structure.
Description
Technical field
The present invention relates to a kind of bearing capacity height, the ground-connecting-wall structure that rigidity is big, anti-crack ability is strong and steel using amount is few, especially
It is a kind of post-tensioned prestressing diaphram wall and construction method.
Background technology
At present, ground-connecting-wall structure be typically employed in room build, municipal administration and underground engineering and the offshore engineering field such as harbour, and make
For main body or building enclosure.The main construction procedure of traditional ground-connecting-wall：1）Using professional ground-connecting-wall grooving equipment box cut section；2）
Make steel reinforcement cage；3）Lift by crane and transfer steel reinforcement cage；4）Tremie concrete；5）Pile crown cuts.By this step one width ground-connecting-wall
Construction is completed, and every width ground-connecting-wall moves in circles above step.
With the rapid advances and the high speed development of social economy of science and technology, the engineering pair such as Large Foundation Pit and deep water sheet-pile wharf
Ground-connecting-wall intensity, rigidity and durability are put forward higher requirement, in order to meet ground-connecting-wall bearing capacity, deformation and Crack Control
Require, the sectional dimension of ground-connecting-wall, depth and reinforcing bar amount are constantly increasing.The problem brought is, once ground-connecting-wall thickness, depth
With steel using amount increase, its anti-seismic performance will weaken, while the construction such as ground-connecting-wall grooving, reinforcing bar cage hoisting and concrete cast is difficult
Degree and risk also will rise, and the ground-connecting-wall cost for bringing therewith also can be increased.
In port engineering is built, single anchor ground-connecting-wall is generally only applicable to the middle-size and small-size harbour below 3 tons, and ship is big
The development trend of type and harbour deep water is put forward higher requirement to this kind of structure.When the wharf apron depth of water reaches a depthkeeping
Degree, the simple thickness by increasing ground-connecting-wall cannot solve the problems, such as bearing capacity, because the increase of thickness also exacerbates moment of flexure
Increase.Now, to enable ground-connecting-wall to meet the use function of deepwater wharf, generally require to be set up after ground-connecting-wall barrier pile or
Other reduce the structural measure of soil pressures to off-load cushion cap etc., with reach reduce before ground-connecting-wall moment of flexure purpose, above measure is significantly
Increased the cost of harbour hydraulic structure.And if using post-tensioned prestressing continuous underground wall structure, then can consider to cancel
Pressure relief mechanism after ground-connecting-wall.By taking the ton coal harbour of Caofeidian port area 10 as an example, if according to conventional structure
Design, need using below with barrier pile continuous underground wall structure, now, front ground-connecting-wall moment of flexure be 1708KN.m/m, ground
Even wall steel content is μIt is non-prestressed=180kg/m3；If using post-tensioned prestressing diaphram wall form, window shade can be cancelled
Stake, now front ground-connecting-wall moment of flexure is 2971KN.m/m, and steel content needed for ground-connecting-wall is μPrestressing force=29kg/m3, μIt is non-prestressed=142kg/
m3.In above optimum cross-section design, Wharf Engineering considers according to every single linear meter(lin.m.), does not increase substantially in the total steel content of front ground-connecting-wall
Plus on the premise of, to cancel barrier pile can save about 30% armored concrete, therefore visible post-tensioned prestressing diaphram wall is opened
It is very significant to send out using the economy brought.
On the other hand, the composition of ground-connecting-wall is mainly reinforcing bar and concrete.Theoretically, by improve ground-connecting-wall reinforcing bar and
The intensity of concrete can improve the bearing capacity of ground-connecting-wall.But, from conventional Large Foundation Pit and the ground-connecting-wall of deep water sheet-pile wharf
From the point of view of prototype measurement, when far design load is not reached, the deformation of ground-connecting-wall and crack have just reached design to ground-connecting-wall stress
Value, for the ground-connecting-wall using high tensile reinforcement and concrete, bearing capacity has not been the main of impact ground-connecting-wall for this explanation
Factor, amount of deflection and crack are only ground-connecting-wall design and the deciding factor constructed, therefore ground-connecting-wall is using high tensile reinforcement and high-strength
Concrete can not give full play to their effect.In addition, ground-connecting-wall construction needs tremie concrete, concrete to have
Good workability and mobility, strength grade of concrete is typically not over C40 in ground-connecting-wall construction, and improves concrete
Strength grade is also extremely limited to improving the crack resistance of ground-connecting-wall and the width effect of control critical eigenvalue.
Traditional ground-connecting-wall is using HRB400 reinforcing bars as tensile materials, tensile strength design load fy=360N/ of the reinforcing bar
mm2.And post-tensioned prestressing diaphram wall is as tensile materials, tensile strength design load fpy=of steel strand wires using steel strand wires
1320N/mm2.Under equal pulling force effect, steel using amount can be effectively reduced using steel strand wires, so as to cost-effective, reduction resource
Consumption.
If ground-connecting-wall continues to continue to use the construction technology of the prestressed structures such as bridge, Fang Jian, it may appear that some problems：1）
After the completion of deformed bar laying, lifting is needed to reach precalculated position, deformed bar may occur in decentralization process
Local deformation or displacement, affect stressed effect；2）Tremie concrete, concrete Quality Control difficulty is compared with casting on land coagulation
It is native big, once particularly prestressing force fixing end and the neighbouring concrete intensity of stretching end concrete are not enough, subsequently apply having a strong impact on
Work（When applying prestressing force, fixing end or stretching end concrete disintegrating）；3）Because ground-connecting-wall is embedded in underground, therefore during duct grouting
Begin to rehearse pore in side wall without the prestressed structures such as image of Buddha bridge, Fang Jian are the same.
To sum up, traditional ground-connecting-wall structure has gone out when the engineering construction such as Large Foundation Pit and deep water sheet-pile wharf is faced
Existing construction risk is big, consumptive material is more and the disadvantage such as construction cost height, the development of ground-connecting-wall be no longer complies with China to economizing type and
The trend of scientific and technical innovation type social development, needs a kind of new ground-connecting-wall form to realize its reliability, durability and economy
It is harmonious.
The content of the invention
In in order to solve the problems, such as above-mentioned ground-connecting-wall evolution, it is an object of the invention to provide a kind of posttension is pre-
Stress diaphram wall and construction method, to improve bearing capacity, rigidity and the anti-crack ability of ground-connecting-wall；In addition, post-tensioned prestressing
Diaphram wall effectively reduces the reinforcing bar amount of ground-connecting-wall, so as to reduce the difficulty and risk of ground-connecting-wall reinforcing bar cage hoisting.
For achieving the above object, the present invention provides a kind of post-tensioned prestressing diaphram wall, wherein：The diaphram wall bag
Fixing end anchorage, stretching end anchorage, deformed bar, corrugated tube, steel reinforcement cage and concrete are included；The fixing end anchorage includes
There are fixing end anchor slab, fixing end anchor plate, fixing end intermediate plate, fixing end spiral bar, fixing end anchor slab has taper hole, with fixing end folder
Piece coordinates, and is anchored deformed bar using the wedging of taper hole, and fixing end anchor plate and fixing end spiral bar collectively constitute fixation
End anchor slab lower stress component, to meet prestressed requirement is carried and transmits；The stretching end anchorage include stretching end anchor slab,
Stretching end anchor plate, stretching end intermediate plate, stretching end spiral bar, its connected mode is identical with fixing end anchorage；The prestress steel
Muscle is passed through from corrugated tube, and after laying and being fixed on steel reinforcement cage, deformed bar two ends are respectively fixed to again fixing end anchor
On tool and stretching end anchorage, steel reinforcement cage and corrugated tube periphery are filled with concrete, thus form post-tensioned prestressing underground continuous
Wall.
There is provided a kind of construction method of post-tensioned prestressing diaphram wall simultaneously.
The present invention effect be post-tensioned prestressing diaphram wall in outer load action before ground-connecting-wall, using set it is pre- should
Elastical retraction after power reinforced bar stretching, to the concrete of ground-connecting-wall tensile region pressure is previously applied, and produces compressive pre-stress, makes posttension
The characteristics of prestressed underground continuous wall gives full play to high deformed bar tensile strength and strong concrete anti-compression ability, can be notable
Improve the bearing capacity of ground-connecting-wall.On the other hand, post-tensioned prestressing diaphram wall is offset in outer load action, first and in advance should
Power, then as the increase of external load, concrete in tension zone just starts tension, so as to delaying the appearance in ground-connecting-wall crack and opening
Exhibition, improves the rigidity and anti-crack ability of ground-connecting-wall.In addition, post-tensioned prestressing diaphram wall effectively reduces ground-connecting-wall
Reinforcing bar amount, so as to reduce the difficulty and risk of ground-connecting-wall reinforcing bar cage hoisting.That is, post-tensioned prestressing diaphram wall energy
Intensity, rigidity, the crack resistance of ground-connecting-wall are enough improved, steel using amount is reduced.Compared with traditional ground-connecting-wall, under similarity condition, posttension
15%, shock resistance is reduced by prestressed underground continuous wall section increases by 20%, reinforcing bar saving 30%, and concrete saves the advantage such as 15%, symbol
The development trend of modern building fabric is closed.
Description of the drawings
Fig. 1 is the post-tensioned prestressing diaphram wall schematic diagram of the present invention；
Ground-connecting-wall stress diagram when Fig. 2 is the applying prestressing force of the present invention；
Fig. 3-1,3-2 are that ground-connecting-wall work stress and traditional ground-connecting-wall work stress compare after applying prestressing force of the invention
Schematic diagram；
Fig. 4 is the deformed bar blanking schematic diagram of the present invention；
Fig. 5 is the ground-connecting-wall reinforcement cage hoisting schematic diagram with deformed bar of the present invention；
Fig. 6 is presstressed reinforcing steel position view before applying structural initial pre stress of the invention；
Fig. 7 is presstressed reinforcing steel position view after applying structural initial pre stress of the invention；
Fig. 8 is the concrete cast schematic diagram of the present invention；
Fig. 9 is the duct grouting schematic diagram of the prestressed structures such as traditional bridge, Fang Jian；
Figure 10 is the duct grouting schematic diagram of the present invention.
In figure：
1st, ground-connecting-wall concrete 2, fixing end anchor slab 3, fixing end anchor plate
4th, fixing end intermediate plate 5, fixing end spiral bar 6, stretching end anchor slab
7th, stretching end anchor plate 8, stretching end intermediate plate 9, stretching end spiral bar
10th, corrugated tube 11, deformed bar 12, mud jacking duct
13rd, sealing off and covering anchorage concrete 14, ground-connecting-wall steel reinforcement cage 15, vent
16th, cage bar 17, sleeve pipe 18, jack are lengthened
19th, hoist engine 20, lead wall
L1, prestressed pore passage length L2, fixing end anchorage thickness
L3, stretching end anchorage thickness L4, jack active length
L5, fixing end length surplus capacity L6, stretching end length surplus capacity
L7, deformed bar are beyond leading wall length L8, lengthen reinforcing bar beyond leading wall length
L9, the cast of stretching end concrete strengthen area L10, the cast of fixing end concrete and strengthen area
H1, to lead the high H2 of wall top mark, ground-connecting-wall top mark high
H3, ground-connecting-wall bottom absolute altitude H4, actual cast absolute altitude
Specific embodiment
The post-tensioned prestressing diaphram wall and construction method of the present invention are further illustrated below in conjunction with the accompanying drawings.
The mentality of designing of the stress ground-connecting-wall of the present invention is in ground-connecting-wall tensile zone, by carrying out opening to deformed bar
The resilience counter-force of deformed bar is applied to into ground-connecting-wall concrete after drawing, makes concrete be subject to a compressive pre-stress, produce one
Fixed compression, as shown in Figure 2.After the member stress, the first having to of concrete in tension zone offsets previous compression,
Then as the increase of external force, concrete is just gradually stretched, so as to effectively increase the strength and stiffness of ground-connecting-wall, while pushing away
The time that late ground-connecting-wall crack occurs, as shown in Fig. 3-1,3-2.
The post-tensioned prestressing continuous underground wall structure of the present invention is that the diaphram wall includes fixing end anchorage, tensioning
End anchorage, deformed bar 11, corrugated tube 10, steel reinforcement cage 14 and concrete 1；
The fixing end anchorage includes fixing end anchor slab 2, fixing end anchor plate 3, fixing end intermediate plate 4, fixing end spiral
Muscle 5, fixing end anchor slab 2 has taper hole, coordinates with fixing end intermediate plate 4, is anchored deformed bar 11 using the wedging of taper hole, fixed
End anchor plate 3 and fixing end spiral bar 5 collectively constitute the lower stress component of fixing end anchor slab 2, and to meet prestressing force is carried and transmit
Requirement；
The stretching end anchorage includes stretching end anchor slab 6, stretching end anchor plate 7, stretching end intermediate plate 8, stretching end spiral
Muscle 9, its connected mode is identical with fixing end anchorage；
The deformed bar 11 is passed through from corrugated tube 10, after laying and be fixed on steel reinforcement cage 14, prestress steel
The two ends of muscle 11 are respectively fixed to again on fixing end anchorage and stretching end anchorage, and steel reinforcement cage 14 and the periphery of corrugated tube 10 are filled with coagulation
Soil 1, thus forms post-tensioned prestressing diaphram wall.
The construction method of the post-tensioned prestressing diaphram wall of the present invention is comprised the following steps：
1）Using professional ground-connecting-wall grooving equipment box cut section；
2）The screwing steel bars skeleton on steel reinforcement cage platform, installs fixing end anchorage, stretching end anchorage, while laying and fixing
Deformed bar 11 and corrugated tube 10；
3）Steel reinforcement cage 14 is lifted by crane and transfers, now deformed bar 11 also can be transferred in groove section with steel reinforcement cage 14；
4）The top of wall 20 is being led to the applying structural initial pre stress of deformed bar 11, treating deformed bar 11 using hoist engine 19
Stop applying prestressing force by stretching, and deformed bar 11 is fixed in the adjacent cage bar 16 of its nearest neighbours, to ensure
On position of the deformed bar 11 before concrete cast in design；
5）Tremie concrete 1 is carried out in the groove section, to what is poured into a mould in the range of fixing end and stretching end at least 2m
Concrete improves a label compared with concrete 1, while pouring into a mould concrete in the range of the fixing end and stretching end at least 2m
Less than the speed of tremie concrete 1, to ensure the quality of fixing end and stretching end field of load inner concrete, this is walked speed
The rapid casting and constructing for completing ground-connecting-wall concrete；
6）The superfilled concrete parts in top of the ground-connecting-wall cut, to reject the sediment of top concrete presence or floating
Slurry；
7）Prestressing force is applied to deformed bar 11 by jack 18, the tensioning of deformed bar 11 can only be real at one end
Apply；
8）By carrying out duct grouting in mud jacking duct 12, duct grouting disposes in advance one elongated mud jacking duct 12,
And a few road vents 15 are reserved on top, to ensure that cement mortar can fully wrap up deformed bar 11；
9）The anchor head of closing sealing off and covering anchorage concrete 13, now completes the construction of a width post-tensioned prestressing ground-connecting-wall.
The post-tensioned prestressing diaphram wall Specific construction technique of the present invention is as follows：
1）The blanking of deformed bar 11
Deformed bar 11 must first on request cutting length, make obvious cutting length labelling in lower stock ground, under
With wheel chip abrasive machine fracture during material, forbid to cut off material using electric welding or wind.
Due to the particularity of post-tensioned prestressing construction of diaphragm wall, tensioned at one end, ordinary circumstance must be adopted during tensioning
The cutting length of lower prestress reinforcing bar 11 is calculated as follows, and by being modified after on probation, as shown in Figure 4：
L=L1+L2+L3+L4+L5+L6
In formula：The cutting length of L-deformed bar 11（Rice）；
2）The making of ground-connecting-wall steel reinforcement cage 14 and the lashing of deformed bar 11
Deformed bar 11 is required because its rigidity is unsatisfactory for lifting, therefore wants deformed bar 11 to be transferred to ground company
Wall specified location, it is necessary to depend on the skeleton of ground-connecting-wall steel reinforcement cage 14, that is to say, that the lifting of steel reinforcement cage 14 must carry prestressing force
Reinforcing bar 11.
Other prestressed structures are compared, ground-connecting-wall deformed bar 11 is longer, therefore during ground-connecting-wall prestressing force lashing, preferably adopted
Round the dilatory method of beam, will steel wire rope of windlass be enclosed within steel wire bundle front end, manually the termination of deformed bar 11 is raised and is put
Enter in pipeline opening, and the segment distance of traction one, start hoist engine and draw, make whole beam deformed bar 11 slowly enter duct.In advance should
The lashing of power reinforcing bar 11 must be protected by the termination of deformed bar 11, with antisitic defect corrugated tube 10.
Ground-connecting-wall steel reinforcement cage 14 makes general using welding, deformed bar 11 and the connection of steel reinforcement cage 14 and fixed employing
Colligation, while noting protection anchorage and corrugated tube 10 in welding and process of binding.
3）The installation of anchorage
The intermediate plate hole of necessary thorough cleaning deformed bar 11, anchor slab and the outer vertebra of intermediate plate and interior tooth, remove before anchorage installation
Greasy dirt, floating rust and dust etc., then carry out borehole cleaning, aperture blowing, make cleaning no-sundries hole in, and measure cantilevered out pre- of two ends
Stress excess length installs again anchorage whether as design load, finally, and anchorage must be vertical with the axis of deformed bar 11.
4）Steel reinforcement cage 14 is lifted
Steel reinforcement cage 14 is lifted by crane as regular reinforcement cage lifting method, it is to be noted that should not destroy corrugated tube in hoisting process
10 and anchorage, as shown in Figure 5.
5）Apply structural initial pre stress
After the completion of steel reinforcement cage 14 is transferred, often there is certain local deformation or displacement in deformed bar, such as Fig. 6 institutes
Show, it is therefore necessary to which straightening is carried out to deformed bar 11, to ensure that deformed bar 11 is at setting before the cast of concrete 1
On the position of meter.
Structural initial pre stress is applied to deformed bar 11 using mini-plants such as hoist engines, treats that deformed bar 11 is stretched i.e.
Can stop applying prestressing force, and deformed bar 11 is fixed in adjacent lengthening cage bar 16.Leading in view of present invention needs
Apply structural initial pre stress on wall, deformed bar 11 typically will be no less than 1m beyond wall is led；In addition, in order to by the prestressing force of straightening
Reinforcing bar 11 is fixed, and needs will extend apart from the nearest cage bar of deformed bar 11 leads wall no less than 0.5m, as shown in Figure 7.
6）Concrete is poured into a mould
Tremie concrete 1, fixing end and stretching end at least 2m scopes inner concrete improves a label, while at this
In the range of, concrete poring rate is reduced, to ensure the quality of fixing end and stretching end field of load inner concrete.Ordinary circumstance
Under, the fixing end of deformed bar 11 is embedding relatively deep, and concrete feels fixing end concrete surface degree of precision when pouring into a mould not high, because
This fixing end concrete cast strengthens area L10 and is greater than stretching end concrete cast reinforcement area L9, as shown in Figure 8.
7）Pile crown cuts
After the cast of ground-connecting-wall concrete 1 terminates, there is certain sediment or laitance in top concrete, therefore ground-connecting-wall is poured
Note height typically will more practically connect metope height, and after casting complete, needs can enter the concrete that this part is higher by after cutting
The tensioning of row deformed bar 11.Therefore, before concrete cast 1, the set of deformed bar 11 in the range of to cutting is needed
Cylinder 17 is protected, and prevents from destroying deformed bar 11 during pile crown cuts, as shown in Figure 8.
8）The tensioning of deformed bar
Deformed bar tensioning equipment is jack 18, when jack 18 is positioned, it is ensured that the axis of jack 18, anchorage axle
" three axles are concentric " of line and the axis of deformed bar 11.
Implement concrete strength, elastic modelling quantity, the age of concrete " three controls " before tensioning.
Implement tension stress, strain, time " three controls " in tensioning：I.e. tensioning when based on oil pressure meter reading, with prestressing force
The stretch value of reinforcing bar 18 is checked, and under stretching force effect the regular hour is held.
In view of the manufacturing deviation and stress loss of deformed bar 11（Duct friction loss, anchorage loss, elastic compression
Loss, steel product stress relaxation loss and concrete shrinkage deformation loss etc.）, tensioning Etech is using the Fracture Force of deformed bar 11
0.65―0.75.Certainly stretching force will also determine according to field condition, but the particularity constructed due to ground-connecting-wall, stretching force
It is determined that being preferably partial to conservative.
9）Duct grouting
Ground-connecting-wall construction is different from the engineerings such as bridge, Fang Jian, and its contact medium is subsoil water or sea water, in these media
Usually contain the ion stronger to reinforcement corrosion, once these ions invade inside concrete destruction deformed bar 11, ground
Even the safety of wall construction will be reduced seriously, therefore post-tensioned prestressing diaphram wall is after the tensioning of deformed bar 11 terminates,
Need to carry out grouting treatment, so can not only wrap up deformed bar 11, prevent its corrosion impaired, moreover it is possible to effectively to lift ground even
The bulk strength of wall, delays the appearance in crack.
Post-tensioned prestressing construction of diaphragm wall belongs to concealed work, and duct filling must be completed before foundation ditch or channel excavation
Slurry, therefore duct grouting can not begin to rehearse pore as the prestressed structures such as bridge, Fang Jian in side wall, as shown in Figure 9.The present invention
Post-tensioned prestressing diaphram wall the advance one elongated mud jacking duct 12 of placement of duct grouting, and reserve several roads on top
Vent 15, to ensure that cement mortar can fully wrap up deformed bar 11, as shown in Figure 10.
Claims (2)
1. a kind of post-tensioned prestressing diaphram wall, the diaphram wall includes fixing end anchorage, stretching end anchorage, prestressing force
Reinforcing bar (11), corrugated tube (10), steel reinforcement cage (14) and ground-connecting-wall concrete (1)；
The fixing end anchorage includes fixing end anchor slab (2), fixing end anchor plate (3), fixing end intermediate plate (4), fixing end spiral shell
Rotation muscle (5), fixing end anchor slab (2) has taper hole, coordinates with fixing end intermediate plate (4), using the wedging of taper hole by deformed bar
(11) anchor, fixing end anchor plate (3) and fixing end spiral bar (5) collectively constitute fixing end anchor slab (2) lower stress component, with full
Foot carries and transmits prestressed requirement；It is characterized in that：
The stretching end anchorage includes stretching end anchor slab (6), stretching end anchor plate (7), stretching end intermediate plate (8), stretching end spiral shell
Rotation muscle (9), its connected mode is identical with fixing end anchorage；One elongated mud jacking duct of placement in the corrugated tube (10)
(12), deformed bar (11) is passed through from corrugated tube (10), after laying and be fixed on steel reinforcement cage (14), deformed bar
(11) two ends are respectively fixed to again on fixing end anchorage and stretching end anchorage, and steel reinforcement cage (14) and corrugated tube (10) periphery are filled with
Ground-connecting-wall concrete (1), thus forms post-tensioned prestressing diaphram wall.
2. a kind of construction method of post-tensioned prestressing diaphram wall, the method is comprised the following steps：
1) using ground-connecting-wall grooving equipment box cut section；
2) the screwing steel bars skeleton on steel reinforcement cage platform, installs fixing end anchorage, stretching end anchorage, while lay and fix in advance should
Power reinforcing bar (11) and corrugated tube (10), and form post-tensioned prestressing diaphram wall according to said structure；
3) steel reinforcement cage (14) is lifted by crane and transfers, now deformed bar (11) also can be transferred in groove section with steel reinforcement cage (14)；
4) wall (20) top is being led to deformed bar (11) applying structural initial pre stress, treating deformed bar using hoist engine (19)
(11) to stretch stop and apply prestressing force, and deformed bar (11) is fixed in the adjacent cage bar (16) of its nearest neighbours,
To ensure on position of the deformed bar (11) in design before concrete cast；
5) underwater pouring ground-connecting-wall concrete (1) is carried out in the groove section, to fixing end anchor slab (2) and stretching end anchor slab (6)
At least 2m in the range of i.e. fixing end concrete cast strengthen area (L10), the cast of stretching end concrete and strengthen area (L9) cast
Concrete improves a label, while fixing in the range of at least 2m of the fixing end anchor slab (2) and stretching end anchor slab (6)
The speed that area (L9) cast ground-connecting-wall concrete (1) is strengthened at end concrete cast reinforcement area (L10), the cast of stretching end concrete is little
In the speed of other positions underwater pouring ground-connecting-wall concrete (1), to ensure that fixing end anchor slab (2) and stretching end anchor slab (6) are received
The quality of power scope inner concrete, by this step the casting and constructing of ground-connecting-wall concrete is completed；
6) the superfilled concrete parts in the top of the ground-connecting-wall cut, to reject the sediment or laitance of top concrete presence；
7) prestressing force is applied to deformed bar (11) by jack (18), the tensioning of deformed bar (11) can only be at one end
Implement；
8) duct grouting of post-tensioned prestressing diaphram wall disposes in advance one elongated mud jacking duct (12), and pre- on top
Liu Ji roads vent (15), by carrying out duct grouting in mud jacking duct (12), to ensure that cement mortar can fully wrap up pre-
Stress reinforcing bar (11)；
9) closed concrete anchor head, now completes the construction of a width post-tensioned prestressing ground-connecting-wall.
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| CN201410064101.5A CN103835311B (en) | 2014-02-25 | 2014-02-25 | Post-tensioned prestressing underground diaphragm wall and construction method |
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| CN201410064101.5A CN103835311B (en) | 2014-02-25 | 2014-02-25 | Post-tensioned prestressing underground diaphragm wall and construction method |
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| CN103835311B true CN103835311B (en) | 2017-05-03 |
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| KR100824987B1 (en) * | 2005-06-30 | 2008-04-28 | 육병학 | Stone wall infrastructure and the American made stone wall spatial-temporal method |
| CN202787272U (en) * | 2012-07-16 | 2013-03-13 | 中铁隧道集团有限公司 | Foundation pit envelop enclosure with prestressed tendons matched on vertical retaining structure |
| CN103485792B (en) * | 2012-08-23 | 2015-08-19 | 同济大学 | The construction method of underground continuous wall of movable seal up a door mechanism and reserved opening within the walls |
| CN203097118U (en) * | 2013-03-06 | 2013-07-31 | 北京金风科创风电设备有限公司 | Fixing device for prestress wire |
| CN103195081B (en) * | 2013-04-01 | 2015-03-04 | 中铁隧道勘测设计院有限公司 | Prestress continuous wall with recyclable steel strand and construction method |
| CN203373774U (en) * | 2013-06-13 | 2014-01-01 | 中铁隧道集团有限公司 | Subsection steel-bar-distribution pre-stressed concrete continuous wall |
| CN203755338U (en) * | 2014-02-25 | 2014-08-06 | 中交第一航务工程勘察设计院有限公司 | Post-tensioning prestress underground continuous wall |
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