CN103835311A - Post-tensioned prestressing underground diaphragm wall and construction method - Google Patents

Post-tensioned prestressing underground diaphragm wall and construction method Download PDF

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Publication number
CN103835311A
CN103835311A CN201410064101.5A CN201410064101A CN103835311A CN 103835311 A CN103835311 A CN 103835311A CN 201410064101 A CN201410064101 A CN 201410064101A CN 103835311 A CN103835311 A CN 103835311A
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fixed
concrete
ground
prestressed reinforcement
stretching
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CN201410064101.5A
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CN103835311B (en
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柴信众
刘进生
申立明
王玉红
郑建民
林恒彦
舒宁
田自民
赵明时
王怀
魏方平
凌平
徐德生
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中交第一航务工程勘察设计院有限公司
天津深基工程有限公司
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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

Post-tensioned prestressing diaphragm wall and construction method
Technical field
The present invention relates to the ground-connecting-wall structure that a kind of supporting capacity is high, rigidity is large, anti-crack ability is strong and steel using amount is few, particularly a kind of post-tensioned prestressing diaphragm wall and construction method.
Background technology
At present, underground construction and the offshore engineering field such as ground-connecting-wall structure is generally applied in that room is built, municipal administration and harbour, and as main body or space enclosing structure.The main construction sequence of tradition ground-connecting-wall: 1) adopt professional ground-connecting-wall grooving equipment box cut section; 2) make reinforcing cage; 3) lift by crane and transfer reinforcing cage; 4) tremie concrete; 5) pile crown cuts.Construct by this step 1 width ground-connecting-wall, every width ground-connecting-wall above step that moves in circles.
Along with quick progress and the socioeconomic high speed development of science and technology, the engineerings such as Large Foundation Pit and deep water sheet-pile wharf are had higher requirement to ground-connecting-wall intensity, rigidity and durability, in order to meet the requirement of ground-connecting-wall bearing capacity, distortion and Crack Control, sectional dimension, the degree of depth and the reinforcing bar amount of ground-connecting-wall constantly increase.The problem of bringing is, once ground-connecting-wall thickness, the degree of depth and steel using amount increase, its anti-seismic performance will weaken, and the difficulty of construction such as while ground-connecting-wall grooving, reinforcing bar cage hoisting and pouring concrete and risk also will rise, and the ground-connecting-wall cost thereupon bringing also can strengthen.
In port works is built, single anchor ground-connecting-wall is only applicable to the middle-size and small-size harbour below 3 tons conventionally, and boats and ships maximize and the development trend of harbour deep water is had higher requirement to this kind of structure.When wharf apron, the depth of water reaches certain depth, cannot solve merely the problem of bearing capacity, because the increase of thickness has also aggravated the increase of moment of flexure by increasing the thickness of ground-connecting-wall.Now, for making ground-connecting-wall can meet the use function of deepwater wharf, other reduce the structural measure of soil pressure often need to after ground-connecting-wall, to set up window shade stake or off-load cushion cap etc., and to reach the object that reduces front ground-connecting-wall moment of flexure, above measure has increased the cost of harbour hydraulic structure greatly.And if employing post-tensioned prestressing continuous underground wall structure can consider to cancel the pressure relief mechanism after ground-connecting-wall.Taking Caofeidian port district 10 ton coal harbours as example, if according to conventional structure design, need to adopt the continuous underground wall structure with window shade stake below, now, front ground-connecting-wall moment of flexure is 1708KN.m/m, ground-connecting-wall steel content is μ non-prestressed=180kg/m 3; If adopt post-tensioned prestressing diaphragm wall form, can cancel window shade stake, now front ground-connecting-wall moment of flexure is 2971KN.m/m, the required steel content of ground-connecting-wall is μ prestressing force=29kg/m 3, μ non-prestressed=142kg/m 3.In above optimum cross-section design, Wharf Engineering is considered according to every single linear meter(lin.m.), connect previously under the prerequisite that the total steel content of wall do not increase substantially, cancel window shade stake and can save approximately 30% steel concrete, therefore the economy that the Application and Development of visible post-tensioned prestressing diaphragm wall is brought is very significant.
On the other hand, the composition of ground-connecting-wall is mainly reinforcing bar and concrete.Theoretically, can improve the bearing capacity of ground-connecting-wall by improving ground-connecting-wall reinforcing bar and concrete intensity.But, from the ground-connecting-wall prototype measurement of Large Foundation Pit and deep water sheet-pile wharf in the past, ground-connecting-wall is stressed in the time far not reaching design load, the distortion of ground-connecting-wall and crack have just reached design load, this explanation is for using high tensile reinforcement and concrete ground-connecting-wall, bearing capacity has not been the principal element that affects ground-connecting-wall, and amount of deflection and crack are only the deciding factor of ground-connecting-wall design and construction, and therefore ground-connecting-wall adopts 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 must have good workability and mobility, in ground-connecting-wall construction, strength grade of concrete generally can not exceed C40, is extremely limited and improve strength grade of concrete to the crack resistance that improves ground-connecting-wall with the width effect of controlling crack yet.
Tradition ground-connecting-wall adopts HRB400 reinforcing bar as tensile materials, the tensile strength design load fy=360N/mm of this reinforcing bar 2.And post-tensioned prestressing diaphragm wall is to adopt steel strand as tensile materials, the tensile strength design load fpy=1320N/mm of steel strand 2.Under equal pulling force effect, adopt steel strand can effectively reduce steel using amount, thus consumption cost-saving, that reduce resource.
If when ground-connecting-wall continues to continue to use the construction technology of the prestressed structure such as bridge, Fang Jian, there will be some problems: after 1) prestressed reinforcement has been laid, need lifting can reach precalculated position, may there is local distortion or displacement in prestressed reinforcement, affect stressed effect in decentralization process; 2) tremie concrete, concrete Quality Control difficulty is large compared with casting on land concrete, once particularly near concrete strength deficiency prestressing force fixed end and stretching end concrete, will have a strong impact on follow-up construction (while applying prestressing force, fixed end or stretching end concrete disintegrating); 3) due to ground-connecting-wall be embedded in underground, therefore cannot be as the prestressed structure such as bridge, Fang Jian when duct grouting at the sidewall pore that begins to rehearse.
To sum up, traditional ground-connecting-wall structure is in the time facing the engineering construction such as Large Foundation Pit and deep water sheet-pile wharf, the disadvantage such as occurred that construction risk is large, the many and construction cost of consumptive material is high, the development of ground-connecting-wall has no longer met the trend of China to economy type and the social development of scientific and technical innovation type, needs a kind of new ground-connecting-wall form to realize the harmonious of its reliability, durability and economy.
Summary of the invention
In order to solve the problem of the existence in above-mentioned ground-connecting-wall evolution, the object of this invention is to provide a kind of post-tensioned prestressing diaphragm wall and construction method, to improve bearing capacity, rigidity and the anti-crack ability of ground-connecting-wall; In addition, post-tensioned prestressing diaphragm wall has reduced the reinforcing bar amount of ground-connecting-wall effectively, thereby has reduced difficulty and the risk of ground-connecting-wall reinforcing bar cage hoisting.
For achieving the above object, the invention provides a kind of post-tensioned prestressing diaphragm wall, wherein: this diaphragm wall includes fixed end ground tackle, stretching end ground tackle, prestressed reinforcement, bellows, reinforcing cage and concrete; Described fixed end ground tackle includes fixed end anchor slab, fixed end anchor plate, fixed end intermediate plate, fixed end spiral bar, fixed end anchor slab has taper hole, coordinate with fixed end intermediate plate, utilize the wedging of taper hole by prestressed reinforcement anchoring, fixed end anchor plate and fixed end spiral bar form fixed end anchor slab lower stress member jointly, to meet carrying and to transmit prestressed requirement; Described stretching end ground tackle includes stretching end anchor slab, stretching end anchor plate, stretching end intermediate plate, stretching end spiral bar, and its connected mode is identical with fixed end ground tackle; Described prestressed reinforcement passes from bellows, after laying and be fixed on reinforcing cage, prestressed reinforcement two ends are respectively fixed on fixed end ground tackle and stretching end ground tackle again, and reinforcing cage and bellows periphery are filled with concrete, so just form post-tensioned prestressing diaphragm wall.
A kind of construction method of post-tensioned prestressing diaphragm wall is provided simultaneously.
Effect of the present invention is before post-tensioned prestressing diaphragm wall outer load acts on ground-connecting-wall, the elastical retraction after prestressed reinforcement stretch-draw is established in utilization, concrete to ground-connecting-wall tensile region is exerted pressure in advance, produce compressive pre-stress, make post-tensioned prestressing diaphragm wall give full play to prestressed reinforcement tensile strength height and the strong feature of concrete anti-compression ability, can significantly improve the supporting capacity of ground-connecting-wall.On the other hand, post-tensioned prestressing diaphragm wall outer load is done the used time, first offsets prestressing force, then along with the increase of external load, concrete in tension zone just starts tension, thereby has postponed the appearance in ground-connecting-wall crack and carried out, and has improved rigidity and the anti-crack ability of ground-connecting-wall.In addition, post-tensioned prestressing diaphragm wall has reduced the reinforcing bar amount of ground-connecting-wall effectively, thereby has reduced difficulty and the risk of ground-connecting-wall reinforcing bar cage hoisting.That is to say, post-tensioned prestressing diaphragm wall can improve intensity, rigidity, the crack resistance of ground-connecting-wall, reduces steel using amount.Compared with traditional ground-connecting-wall, under similarity condition, post-tensioned prestressing diaphragm wall cross section reduces 15%, shock resistance increases by 20%, reinforcing bar saves 30%, and concrete is saved the advantage such as 15%, has met the development trend of modern building fabric.
Brief description of the drawings
Fig. 1 is post-tensioned prestressing diaphragm wall schematic diagram of the present invention;
Fig. 2 is the stressed schematic diagram of ground-connecting-wall while applying prestressing force of the present invention;
Fig. 3-1,3-2 are the stressed and stressed relatively schematic diagram of traditional ground-connecting-wall work of ground-connecting-wall work that applies after prestressing force of the present invention;
Fig. 4 is prestressed reinforcement blanking schematic diagram of the present invention;
Fig. 5 is the ground-connecting-wall reinforcement cage hoisting schematic diagram with prestressed reinforcement of the present invention;
Fig. 6 is the front presstressed reinforcing steel position view of initial prestressing force that applies of the present invention;
Fig. 7 is the presstressed reinforcing steel position view after initial prestressing force that applies of the present invention;
Fig. 8 is pouring concrete 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 duct grouting schematic diagram of the present invention.
In figure:
1, ground-connecting-wall concrete 2, fixed end anchor slab 3, fixed end anchor plate
4, fixed end intermediate plate 5, fixed end spiral bar 6, stretching end anchor slab
7, stretching end anchor plate 8, stretching end intermediate plate 9, stretching end spiral bar
10, bellows 11, prestressed reinforcement 12, mud jacking duct
13, sealing off and covering anchorage concrete 14, ground-connecting-wall reinforcing cage 15, vent
16, lengthen main muscle 17, sleeve pipe 18, jack
19, hoist engine 20, lead wall
L1, prestressed pore passage length L 2, fixed end ground tackle thickness
L3, stretching end ground tackle thickness L4, jack active length
L5, fixed end length surplus capacity L6, stretching end length surplus capacity
L7, prestressed reinforcement exceed leads wall length L 8, lengthens reinforcing bar and exceed and lead wall length
L9, stretching end pouring concrete are strengthened district L10, fixed end pouring concrete is strengthened district
H1, lead the high H2 of wall top mark, ground-connecting-wall top mark is high
Absolute altitude H4, actual cast absolute altitude at the bottom of H3, ground-connecting-wall
Detailed description of the invention
Below in conjunction with accompanying drawing, post-tensioned prestressing diaphragm wall of the present invention and construction method are further illustrated.
The mentality of designing of stress ground-connecting-wall of the present invention is at ground-connecting-wall tensile zone, by prestressed reinforcement being carried out to after stretch-draw, the resilience counter-force of prestressed reinforcement is imposed on to ground-connecting-wall concrete, make concrete be subject to a compressive pre-stress, produce certain compressive strain, as shown in Figure 2.When after this member stress, concrete in tension zone first to offset previous compressive strain, then along with the increase of external force, concrete is just stretched gradually, thereby effectively improve the strength and stiffness of ground-connecting-wall, postponed the time that ground-connecting-wall crack occurs, simultaneously as shown in Fig. 3-1,3-2.
Post-tensioned prestressing continuous underground wall structure of the present invention is that this diaphragm wall includes fixed end ground tackle, stretching end ground tackle, prestressed reinforcement 11, bellows 10, reinforcing cage 14 and concrete 1;
Described fixed end ground tackle includes fixed end anchor slab 2, fixed end anchor plate 3, fixed end intermediate plate 4, fixed end spiral bar 5, fixed end anchor slab 2 has taper hole, coordinate with fixed end intermediate plate 4, utilize the wedging of taper hole by prestressed reinforcement 11 anchorings, fixed end anchor plate 3 and the common composition fixed end of fixed end spiral bar 5 anchor slab 2 lower stress members, to meet carrying and to transmit prestressed requirement;
Described stretching end ground tackle includes stretching end anchor slab 6, stretching end anchor plate 7, stretching end intermediate plate 8, stretching end spiral bar 9, and its connected mode is identical with fixed end ground tackle;
Described prestressed reinforcement 11 passes from bellows 10, after laying and be fixed on reinforcing cage 14, prestressed reinforcement 11 two ends are respectively fixed on fixed end ground tackle and stretching end ground tackle again, reinforcing cage 14 and bellows 10 peripheries are filled with concrete 1, so just form post-tensioned prestressing diaphragm wall.
The construction method of post-tensioned prestressing diaphragm wall of the present invention comprises the following steps:
1) adopt professional ground-connecting-wall grooving equipment box cut section;
2) screwing steel bars skeleton on reinforcing cage platform, installs fixed end ground tackle, stretching end ground tackle, lays and fixing prestressed reinforcement 11 and bellows 10 simultaneously;
3) lift by crane and transfer reinforcing cage 14, now prestressed reinforcement 11 also can be along with reinforcing cage 14 is transferred in groove section;
4) use hoist engine 19, above leading wall 20, prestressed reinforcement 11 is applied to initial prestressing force, treating that prestressed reinforcement 11 stretches can stop applying prestressing force, and prestressed reinforcement 11 is fixed on apart from its nearest adjacent main muscle 16, with ensure prestressed reinforcement 11 before pouring concrete in design position on;
5) in described groove section, carry out tremie concrete 1, the concrete that fixed end and stretching end are at least poured into a mould within the scope of 2m improves a label compared with concrete 1, simultaneously described fixed end and stretching end at least within the scope of 2m the speed of fluid concrete be less than the speed of tremie concrete 1, to ensure the quality of fixed end and stretching end field of load inner concrete, this step has completed the concrete casting and constructing of ground-connecting-wall;
6) the super concrete part of filling with in the top of described ground-connecting-wall cuts, the sediment or the laitance that exist to reject top concrete;
7) apply prestressing force by jack 18 to prestressed reinforcement 11, the stretch-draw of prestressed reinforcement 11 can only at one end be implemented;
8) by carrying out duct grouting in mud jacking duct 12, duct grouting is settled elongated mud jacking duct 12 in advance one, and reserves several roads vent 15 on top, to ensure that cement paste can fully wrap up prestressed reinforcement 11;
9) sealing sealing off and covering anchorage concrete 13 anchor heads, now complete the construction of a width post-tensioned prestressing ground-connecting-wall.
Post-tensioned prestressing diaphragm wall Specific construction technique of the present invention is as follows:
1) blanking of prestressed reinforcement 11
Prestressed reinforcement 11 must be first cutting length on request, make obvious cutting length mark in lower stock ground, when blanking, with wheel chip abrasive machine fracture, forbid to adopt electric welding or wind to cut off material.
Due to the particularity of post-tensioned prestressing construction of diaphragm wall, when stretch-draw, must adopt tensioned at one end, generally the cutting length of prestressed reinforcement 11 is calculated as follows, and revises after on probation, as shown in Figure 4:
L=L1+L2+L3+L4+L5+L6
In formula: the cutting length (rice) of L-prestressed reinforcement 11;
2) lashing of the making of ground-connecting-wall reinforcing cage 14 and prestressed reinforcement 11
Prestressed reinforcement 11, because its rigidity does not meet lifting requirement, therefore wants prestressed reinforcement 11 to transfer to ground-connecting-wall assigned address, must depend on ground-connecting-wall reinforcing cage 14 skeletons, that is to say that the lifting of reinforcing cage 14 must be carried prestressed reinforcement 11.
Compare other prestressed structure, ground-connecting-wall prestressed reinforcement 11 is longer, therefore when the lashing of ground-connecting-wall prestressing force, should take whole bundle to draw method, be enclosed within steel wire bundle front end by steel wire rope of windlass, manually pipeline opening is raised and put in prestressed reinforcement 11 terminations, and traction one segment distance, start hoist engine dilatory, make whole bundle prestressed reinforcement 11 slowly enter duct.The lashing of prestressed reinforcement 11 must be protected prestressed reinforcement 11 terminations, with antisitic defect bellows 10.
Ground-connecting-wall reinforcing cage 14 is made the general welding that adopts, and prestressed reinforcement 11 is connected and fixing colligation, simultaneously attention protection ground tackle and the bellows 10 in welding and process of binding of adopting with reinforcing cage 14.
3) installation of ground tackle
Before anchorage installation, must thoroughly clear up intermediate plate hole and the outer vertebra of intermediate plate and the interior tooth of prestressed reinforcement 11, anchor slab, except degreasing, floating rust and dust etc., then carry out clearly hole, blow hole, make clean no-sundries in hole, and whether measuring two ends, to hang the prestressing force excess length the same with design load, ground tackle is finally installed again, and ground tackle must be vertical with the axis of prestressed reinforcement 11.
4) reinforcing cage 14 lifts
Reinforcing cage 14 lifting is the same with plain bars cage lifting method, attention be in hoisting process, not destroy bellows 10 and ground tackle, as shown in Figure 5.
5) apply initial prestressing force
After reinforcing cage 14 has been transferred, often there is certain local distortion or displacement in prestressed reinforcement, as shown in Figure 6, therefore must carry out straightening to prestressed reinforcement 11, to ensure that prestressed reinforcement 11 can be on the position of design before concrete 1 cast.
Use the mini-plant such as hoist engine to apply initial prestressing force to prestressed reinforcement 11, treat that prestressed reinforcement 11 stretches and can stop applying prestressing force, and prestressed reinforcement 11 is fixed on the main muscle 16 of adjacent lengthening.Consider that the present invention need to apply initial prestressing force leading on wall, prestressed reinforcement 11 generally will exceed leads wall and is no less than 1m; In addition, for the prestressed reinforcement of straightening 11 is fixed, the main muscle nearest apart from prestressed reinforcement 11 need to be extended and lead wall and be no less than 0.5m, as shown in Figure 7.
6) pouring concrete
Tremie concrete 1, fixed end and stretching end at least 2m scope inner concrete improve a label, within the scope of this, reduce pouring concrete speed, to ensure the quality of fixed end and stretching end field of load inner concrete simultaneously.Generally, prestressed reinforcement 11 fixed ends are embedding darker, feel fixed end concrete surface degree of precision not high when pouring concrete, and therefore fixed end pouring concrete reinforcement district L10 is greater than stretching end pouring concrete reinforcement district L9, as shown in Figure 8.
7) pile crown cuts
After 1 cast of ground-connecting-wall concrete finishes, there is certain sediment or laitance in top concrete, therefore highly generally will to connect more practically metope high for ground-connecting-wall cast, and this part concrete exceeding, after casting complete, can carry out the stretch-draw of prestressed reinforcement 11 after need to cutting.Therefore, before pouring concrete 1, need to protect the prestressed reinforcement 11 use sleeves 17 that cut in scope, prevent from cutting in process and destroying prestressed reinforcement 11 at pile crown, as shown in Figure 8.
8) stretch-draw of prestressed reinforcement
Prestressed reinforcement tensioning equipment is jack 18, when jack 18 is located, ensure " three axles are concentric " of jack 18 axis, ground tackle axis and prestressed reinforcement 11 axis.
Before stretch-draw, implement concrete strength, modulus of elasticity, the age of concrete " three controls ".
In stretch-draw, implement tension stress, strain, time " three controls ": i.e. when stretch-draw, taking oil pressure gauge reading as leading, checking with the stretch value of prestressed reinforcement 18, under stretching force effect, hold the regular hour.
Manufacturing deviation and the stress loss (duct friction loss, anchorage loss, elastic compression loss, steel product stress relaxation loss and concrete shrinkage deformation loss etc.) of considering prestressed reinforcement 11, stretching force should adopt the 0.65-0.75 of prestressed reinforcement 11 Fracture Force.Certainly stretching force also will be determined according to field condition, but due to the particularity of ground-connecting-wall construction, and the determining should be partial to of stretching force guarded.
9) duct grouting
Ground-connecting-wall construction is different from the engineering such as bridge, Fang Jian, its contact medium is underground water or seawater, in these media, usually contain the ion stronger to reinforcement corrosion, once these ions are invaded inside concrete and are destroyed prestressed reinforcement 11, the safety of ground-connecting-wall structure will seriously reduce, therefore post-tensioned prestressing diaphragm wall is after prestressed reinforcement 11 stretch-draw finish, need to carry out grouting treatment, so not only can wrap up prestressed reinforcement 11, prevent that its corrosion is impaired, the bulk strength that can also effectively promote ground-connecting-wall, delays the appearance in crack.
Post-tensioned prestressing construction of diaphragm wall belongs to concealed work, before foundation ditch or channel excavation, must complete duct grouting, therefore duct grouting can not be as the prestressed structure such as bridge, Fang Jian at the sidewall pore that begins to rehearse, as shown in Figure 9.The duct grouting of post-tensioned prestressing diaphragm wall of the present invention is settled elongated mud jacking duct 12 in advance one, and reserves several roads vent 15 on top, to ensure that cement paste can fully wrap up prestressed reinforcement 11, as shown in figure 10.

Claims (2)

1. a post-tensioned prestressing diaphragm wall, is characterized in that: this diaphragm wall includes fixed end ground tackle, stretching end ground tackle, prestressed reinforcement (11), bellows (10), reinforcing cage (14) and concrete (1);
Described fixed end ground tackle includes fixed end anchor slab (2), fixed end anchor plate (3), fixed end intermediate plate (4), fixed end spiral bar (5), fixed end anchor slab (2) has taper hole, coordinate with fixed end intermediate plate (4), utilize the wedging of taper hole by prestressed reinforcement (11) anchoring, fixed end anchor plate (3) and fixed end spiral bar (5) form fixed end anchor slab (2) lower stress member jointly, to meet carrying and to transmit prestressed requirement;
Described stretching end ground tackle includes stretching end anchor slab (6), stretching end anchor plate (7), stretching end intermediate plate (8), stretching end spiral bar (9), and its connected mode is identical with fixed end ground tackle;
Described prestressed reinforcement (11) passes from bellows (10), after laying and be fixed on reinforcing cage (14), prestressed reinforcement (11) two ends are respectively fixed on fixed end ground tackle and stretching end ground tackle again, reinforcing cage (14) and bellows (10) periphery are filled with concrete (1), so just form post-tensioned prestressing diaphragm wall.
2. a construction method for post-tensioned prestressing diaphragm wall, the method comprises the following steps:
1) adopt professional ground-connecting-wall grooving equipment box cut section;
2) screwing steel bars skeleton on reinforcing cage platform, installs fixed end ground tackle, stretching end ground tackle, lays and fixing prestressed reinforcement (11) and bellows (10) simultaneously;
3) lift by crane and transfer reinforcing cage (14), now prestressed reinforcement (11) also can be along with reinforcing cage (14) are transferred in groove section;
4) use hoist engine (19), above leading wall (20), prestressed reinforcement (11) is applied to initial prestressing force, treating that prestressed reinforcement (11) stretches can stop applying prestressing force, and prestressed reinforcement (11) is fixed on upper apart from its nearest adjacent main muscle (16), to ensure that prestressed reinforcement (11) is before pouring concrete on the position in design;
5) in described groove section, carry out tremie concrete (1), the concrete that fixed end and stretching end are at least poured into a mould within the scope of 2m improves a label compared with concrete (1), simultaneously described fixed end and stretching end at least within the scope of 2m the speed of fluid concrete be less than the speed of tremie concrete (1), to ensure the quality of fixed end and stretching end field of load inner concrete, this step has completed the concrete casting and constructing of ground-connecting-wall;
6) the super concrete part of filling with in the top of described ground-connecting-wall cuts, the sediment or the laitance that exist to reject top concrete;
7) apply prestressing force by jack (18) to prestressed reinforcement (11), the stretch-draw of prestressed reinforcement (11) can only at one end be implemented;
8) by carrying out duct grouting in mud jacking duct (12), duct grouting is settled elongated mud jacking duct (12) in advance one, and reserves several roads vents (15) on top, to ensure that cement paste can fully wrap up prestressed reinforcement (11);
9) sealing sealing off and covering anchorage concrete (13) anchor head, now completes the construction of a width post-tensioned prestressing ground-connecting-wall.
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CN104976424A (en) * 2015-05-15 2015-10-14 中铁二局股份有限公司 Anchor cable construction method for rectangular top pipe joint connecting and strengthening
CN105696546A (en) * 2016-03-25 2016-06-22 广东水电二局股份有限公司 Low-consumption underground diaphragm wall and construction method thereof
CN106193279A (en) * 2016-08-25 2016-12-07 苏交科集团股份有限公司 Agent structure wall prestressed structure and time building method of agent structure wall
CN106351207A (en) * 2016-08-26 2017-01-25 上海市政工程设计研究总院(集团)有限公司 Construction method for prefabricating underground continuous wall through U-shaped post-tensioning method
CN108589698A (en) * 2018-03-12 2018-09-28 上海建工集团股份有限公司 Recyclable group's beam post-tensioning prestressing without bondn diaphram wall and construction method
CN108708368A (en) * 2018-09-13 2018-10-26 上海建工集团股份有限公司 Multistage anchoring prestress muscle continuous underground wall structure and its construction method

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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
CN103485792A (en) * 2012-08-23 2014-01-01 同济大学 Wall concealed movable door sealing mechanism and construction method for underground continuous wall with reserved hole
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
CN103195081A (en) * 2013-04-01 2013-07-10 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
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CN105696546A (en) * 2016-03-25 2016-06-22 广东水电二局股份有限公司 Low-consumption underground diaphragm wall and construction method thereof
CN106193279A (en) * 2016-08-25 2016-12-07 苏交科集团股份有限公司 Agent structure wall prestressed structure and time building method of agent structure wall
CN106193279B (en) * 2016-08-25 2019-08-23 苏交科集团股份有限公司 Time building method of main structure wall prestressed structure and main structure wall
CN106351207A (en) * 2016-08-26 2017-01-25 上海市政工程设计研究总院(集团)有限公司 Construction method for prefabricating underground continuous wall through U-shaped post-tensioning method
CN108589698A (en) * 2018-03-12 2018-09-28 上海建工集团股份有限公司 Recyclable group's beam post-tensioning prestressing without bondn diaphram wall and construction method
CN108708368A (en) * 2018-09-13 2018-10-26 上海建工集团股份有限公司 Multistage anchoring prestress muscle continuous underground wall structure and its construction method
CN108708368B (en) * 2018-09-13 2018-12-07 上海建工集团股份有限公司 Multistage anchoring prestress muscle continuous underground wall structure and its construction method

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